Structural Plan – Reinforced Concrete DWG Plan for AutoCAD

Structural Plan – Reinforced Concrete DWG Plan for AutoCAD

Design and calculation of amounts of reinforced concrete – more details

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

kind, section, stirrups, roof tank, type iii, type iv, kind, vi type, type vii, type viii, type ii, kind, floor, detail joists in two directions, esc .:, beam, tb, notes: the whole armature of this slab is corresponding to the joists, the reinforcement of the compression layer is in both directions across the surface of the slab, beam shaft:, level:, section:, foundation beams stair detail esc, sl level type, msc. ing. martin duchen, structural calculation:, project: new academic building new science, level, date:, June, indicated, scale:, sheet, firms:, made by:, new civil engineering, cartoonist:, univ .: quiroga rojas mauricio, approved:, id:, notes: the whole armature of this slab is corresponding to the joists, the reinforcement of the compression layer is in both directions across the surface of the slab, detail sunshades axle between axles, plastoform, detail joists in two directions, distribution of the casetones, sl level type, msc. ing. martin duchen, structural calculation:, project: new academic building new science, slab type, date:, June, indicated, scale:, sheet, firms:, made by:, new civil engineering, cartoonist:, univ .: quiroga rojas mauricio, approved:, id:, plastoform, distribution of the casetones, detail joists in two directions, notes: the whole armature of this slab is corresponding to the joists, the reinforcement of the compression layer is in both directions across the surface of the slab, detail sunshades axle between axles, detail sunshades axle between axles, aluminum carpentry, flamy line bronze color, aluminum carpentry, includes aluminum hardware weatherstrip, for each door leaf, place door latch hinges, detail truss axles:, types, level, kind, type ii, type iii, type iv, kind, vi type, types, level, kind, type ii, type iii, type iv, kind, vi type, types, level, kind, type ii, type iii, type iv, kind, vi type, types, level, kind, type ii, type iii, type iv, kind, vi type, types, level, kind, type ii, type iii, type iv, kind, vi type, kind, quantity, terrace, Location, section, stirrups, level, section, stirrups, level, section, stirrups, level, section, stirrups, level, section, stirrups, sidewalk level, foundation level, poor hr layer, plant reinforcement, iii, slab roof, section, stirrups, roof tank, armed detail of columns, egr. mauricio quiroga rojas, esc., shoe type vii, F”, F”, structural calculation:, slabs, date:, scale:, sheet, firms:, made by:, cartoonist:, approved:, id:, ground floor level detail, floor level slab detail, draft:, floor level slab detail, d, d, detail of slab floor loft level, detail of slab covered level, d, d, detail joists in a slab direction of the whole dwelling, thickness compression layer cm, plastoform complement, structural calculation:, date:, indicated, scale:, sheet, firms:, made by:, cartoonist:, approved:, id:, draft:, structural calculation:, Foundation, date:, indicated, scale:, sheet, firms:, made by:, cartoonist:, approved:, id:, draft:, beams, axle beam, axle beam, axle beam, beam and

Raw text data extracted from CAD file:

120 40 120.0000000000073 5 100 40 5 100.0000000000073 40 80 120 40 5 120.0000000000073 40 100 100.0000000000073 5 80.00000000000728 5 70 40 5 70.00000000000728 6 32 114 34 33.99999999999955 6 32.0 114.0000000000146 5 5 5 6 6 6 34 32 5 5 5 6 5 5 5 6 31.99999999999999 5 40 120 120.0000000000073 5 34 84 84.00000000002183 33.99999999999773 74 32 34 6 94 32 34 6 22 114 44 6 TIPO C-2 2d20 2d20 2d20 2d20 2d20 2d20 2d20 2d20 2d20 2d20 ed6c20 SECCION ESTRIBOS TANQUE Y TECHO + 2175 TIPO III : TIPO IV : TIPO V : TIPO VI : TIPO VII : TIPO VIII : TIPO II : TIPO I : PISO PISO PISO PISO PISO PISO PISO PISO PISO PISO PISO PISO PISO PISO PISO PISO 40 38669.76089898185 L=660 2d16 L=350 1d16c/lado 565 576.6 600 611.8 30 4 5 6 52238.51646727751 52238.51646727751 52238.51646727751 52238.51646727751 52238.51646727751 L=300 4d16 L=470 2d16 L=300 4d16 L=470 2d16 L=160 4d16 23/70 L=570 23/70 L=576.6 L=1200 2d16c/lado L=1200 2d16c/lado 4d16 L=670 4d16 L=780 4d16 4d16 a a' L= ed10c/8 150 300 150 150 300 300 58338.11777570173 58338.11777570173 58338.11777570173 58338.11777570173 58338.11777570173 58338.11777570173 L= ed8c/18 L= ed6c/25 L= ed8c/18 L= ed8c/18 L= ed6c/25 L= ed8c/18 221.7 472.1 749.8 590.2 206.1 58510.0111627169 58510.0111627169 58510.0111627169 58510.0111627169 58510.0111627169 L= ed8c/16 L= ed8c/16 L= ed8c/16 L= ed8c/16 A B D E DETALLE VIGUETAS EN DOS DIRECCIONES L=290 d12c/15 Esc.: 1:25 Viga Ta y Tb (Tanque) ed6c20 NOTAS: - TODA LA ARMADURA DE ESTA LOSA ES CORRESPONDIENTE A LAS VIGUETAS - LA ARMADURA DE LA CAPA DE COMPRESION ES f 6c/20 EN LAS DOS DIRECCIONES EN TODA LA SUPERFIECIE DE LA LOSA 75 6 35 60 60 90 54647.15644063987 54647.15644063987 54647.15644063987 54647.15644063987 L=290 d12c/10 6c/15 d12c/15 54647.15644063987 6c/15 54647.15644063987 300 92.5 300 300 260 4 3 2 1 A 41480.44063730631 41480.44063730631 41480.44063730631 41480.44063730631 41480.44063730631 L=310 5d16 L= 570 d 16 c/14 d 20 c/30 L= 570 d 10 c/15 L= 500 L=920 L=225 d6c/25 C D E L=310 4d16 20 20 20 20 20 20 524 20 40 60 60 60 60 40 40 40 40 40 40 60 60 60 60 40 40 40 40 A B D E F C G 1 2 3 4 5 79609.18089594305 79609.18089594305 79609.18089594305 79609.18089594305 79609.18089594305 79609.18089594305 A B D E F C G 1 2 3 4 5 79609.18089594305 2d16 L=170 h=35 2d16 L=170 3d16 L=440 3d16 L=870 2d16 L=100 2d16 L=100 L=310 a a' b b' 40 L=260 d12/20 L=760 6d15 L=260 12d20 L=760 6d15 33683.79626541326 L= 30x70 L= 30x70 L=445 d6c/25 L=760 14d25 A B C D 167.5 30x70 68435.38692091353 L= 30X90 a 30X70 L= 30X70 L= 167.5 167.5 588.6 68415.66663458408 L= 30X90 a 30X70 68415.66663458408 30X90 a 30X70 68415.66663458408 L= 30X70 d 10 c/15 L= 500 d 12 c/15 L= 500 d 10 c/15 L= 500 d 12 c/15 L= 500 \A1;45 62106.94100372143 IX C3 2 ed6c20 ed8c20 ed6c20 40X65 3d25 2d25 2d25 2d25+1d20 2d20 2d20 3d20 2d20 2d20 40X60 40X55 75 75 75 75 60 60 3d25 2d25+1d20 3d20 75 75 75 75 75 75 55 VIGA EJE: NIVEL: SECCION: B - D 1 - 2 - 3 - 4 30 x 55 58476.7685645233 VIGAS DE FUNDACION Y DETALLE ESCALERA ESC 1:50 E C B A D L=620 d 10 c/15 L= 500 55 90 15 54681.85365508497 L=290 d12c/10 54681.85365508497 d6c/15 d6c/15 54681.85365508497 55 90 15 54681.85365508497 L=290 d12c/10 54681.85365508497 d6c/15 54681.85365508497 2217 C B A D 2 d12 c/14 L= 300 30 6 35 70 45 29 6 15 45 15 45 45 15 45 15 45 15 45 45 15 45 30 6 35 70 77.5 15 55 15 90 15 15 15 77.5 6 35 55 60 45 29 6 15 45 15 45 45 15 45 15 45 15 45 45 15 45 30 6 35 70 77.5 600 600 35 15 15 15 15 15 90 600 600 611 920 185 185 920 185 600 600 611 80 185 400 15 230 600 600 35 600 600 611 920 185 185 920 185 600 600 611 80 185 400 230 600 35 600 600 35 600 185 600 600 611 80 185 400 230 600 600 611 920 185 185 920 185 600 600 611 80 185 400 230 600 600 611 920 185 185 920 LOSA TIPO NIVEL 1 ESC 1:50 Msc. Ing. Martin Duchen CALCULO ESTRUCTURAL: PROYECTO: NUEVO EDIFICIO ACADEMICO 2 \fTimes New Roman|b0|i0|c0|p18;"FACULTAD DE CIENCIAS Y TECNOLOGIA" LOSA NIVEL 1 FECHA: 22- JUNIO -2006 INDICADA ESCALA: 5/10 LAMINA Firmas: REALIZADO POR: \fTimes New Roman|b0|i0|c0|p18;DEPARTAMENTO DE INGENIERIA CIVIL DIBUJANTE: Univ.: Quiroga Rojas Mauricio APROBADO: ID: NOTAS: - TODA LA ARMADURA DE ESTA LOSA ES CORRESPONDIENTE A LAS VIGUETAS - LA ARMADURA DE LA CAPA DE COMPRESION ES f 6c/20 EN LAS DOS DIRECCIONES EN TODA LA SUPERFIECIE DE LA LOSA 91275.03689980926 91275.03689980926 91275.03689980926 d12c/15 91275.03689980926 DETALLE PARASOLES EJE A ENTRE EJES 5- 6 DETALLE PARASOLES EJE A ENTRE EJES 4 - 5 PLASTOFORMO 91275.03689980926 91275.03689980926 91275.03689980926 DETALLE VIGUETAS EN DOS DIRECCIONES d 6 c/ 20 d 6 c/ 20 DISTRIBUCION DE LOS CASETONES 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 ed 6 c/ 45 91275.03689980926 91275.03689980926 91275.03689980926 d12c/10 91275.03689980926 91275.03689980926 d6c/15 91275.03689980926 91275.03689980926 d12c/10 91275.03689980926 d6c/15 91275.03689980926 d6c/15 91275.03689980926 91275.03689980926 91275.03689980926 LOSA TIPO NIVEL 2 - 3 ESC 1:50 Msc. Ing. Martin Duchen CALCULO ESTRUCTURAL: PROYECTO: NUEVO EDIFICIO ACADEMICO 2 \fTimes New Roman|b0|i0|c0|p18;"FACULTAD DE CIENCIAS Y TECNOLOGIA" LOSA TIPO 2 - 3 - 4 FECHA: 22- JUNIO -2006 INDICADA ESCALA: 6/10 LAMINA Firmas: REALIZADO POR: \fTimes New Roman|b0|i0|c0|p18;DEPARTAMENTO DE INGENIERIA CIVIL DIBUJANTE: Univ.: Quiroga Rojas Mauricio APROBADO: ID: 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 L=290 d12c/10 d12c/15 91275.03689980926 91275.03689980926 PLASTOFORMO 91275.03689980926 91275.03689980926 91275.03689980926 DISTRIBUCION DE LOS CASETONES DETALLE VIGUETAS EN DOS DIRECCIONES 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 NOTAS: - TODA LA ARMADURA DE ESTA LOSA ES CORRESPONDIENTE A LAS VIGUETAS - LA ARMADURA DE LA CAPA DE COMPRESION ES f 6c/20 EN LAS DOS DIRECCIONES EN TODA LA SUPERFIECIE DE LA LOSA DETALLE PARASOLES EJE A ENTRE EJES 5- 6 91275.03689980926 91275.03689980926 91275.03689980926 d12c/10 91275.03689980926 91275.03689980926 DETALLE PARASOLES EJE A ENTRE EJES 4 - 5 d 6 c/ 20 d 6 c/ 20 2400 240 20 240 2217 1097 1102.2 685.5 240 20 L= 930 2d12 3d16 L=*400 3d16 L=*830 L=630 3d16 L=1110 3d16 L=680 3d16 3d16 L=400 2d16 L=280 L=370 3d16 3d16 L=630 3d16 L=400 L= 930 2d12 3d16 L=*400 3d16 L=*830 L=630 3d16 L=1110 3d16 3d16 L=400 2d16 L=280 3d16 L=400 h=35 2d16 L=160 3d16 L=650 2d16 L=220 3d16 L=400 L=920 3d16 L=830 3d16 2d16 L=160 3d16 L=650 2d16 L=280 2d16 L=200 L=920 3d16 L=425 2d16 2d16 L=200 4 3 2 1 5 6 4 3 2 1 5 E C B A D 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 2400 91275.03689980926 2400 2400 h=35 h=35 h=35 h=35 h=35 h=35 h=35 h=35 h=35 h=35 h=35 L=630 3d16 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 2400 6 2400 2400 2400 12d8 L=220 91275.03689980926 6 6 91275.03689980926 91275.03689980926 91275.03689980926 3d16 L=400 2400 2400 2400 2400 6 ed 6 c/ 45 d12c/10 d6c/15 d6c/15 d6c/15 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 d6c/15 91275.03689980926 91275.03689980926 3d16 L=630 91275.03689980926 2400 240 20 240 2217 1097 1102.2 685.5 240 20 L= 930 2d12 3d16 L=*400 3d16 L=*830 L=630 3d16 L=1110 3d16 L=680 3d16 3d16 L=400 2d16 L=280 L=370 3d16 3d16 L=630 3d16 L=400 L= 930 2d12 3d16 L=*400 3d16 L=*830 L=630 3d16 L=1110 3d16 3d16 L=400 2d16 L=280 3d16 L=400 h=35 2d16 L=160 3d16 L=650 2d16 L=220 3d16 L=400 L=920 3d16 L=830 3d16 2d16 L=160 3d16 L=650 2d16 L=280 2d16 L=200 L=920 3d16 L=425 2d16 2d16 L=200 4 3 2 1 5 6 4 3 2 1 5 E C B A D 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 2400 91275.03689980926 2400 2400 h=35 h=35 h=35 h=35 h=35 h=35 h=35 h=35 h=35 h=35 h=35 L=630 3d16 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 2400 6 2400 2400 2400 3 12d8 L=220 91275.03689980926 6 91275.03689980926 91275.03689980926 91275.03689980926 3d16 L=400 2400 2400 2400 2400 3d16 L=630 91275.03689980926 2400 240 20 240 2217 1097 1102.2 685.5 240 20 L= 930 2d12 3d16 L=*400 3d16 L=*830 L=630 3d16 L=1110 3d16 L=680 3d16 3d16 L=400 2d16 L=280 L=370 3d16 3d16 L=630 3d16 L=400 L= 930 2d12 3d16 L=*400 3d16 L=*830 L=630 3d16 L=1110 3d16 3d16 L=400 2d16 L=280 3d16 L=400 h=35 2d16 L=160 3d16 L=650 2d16 L=220 3d16 L=400 L=920 3d16 L=830 3d16 2d16 L=160 3d16 L=650 2d16 L=280 2d16 L=200 L=920 3d16 L=425 2d16 2d16 L=200 4 3 2 1 5 6 4 3 2 1 5 E C B A D 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 2400 91275.03689980926 2400 2400 h=35 h=35 h=35 h=35 h=35 h=35 h=35 h=35 h=35 h=35 h=35 L=630 3d16 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 2400 6 2400 2400 2400 12d8 L=220 91275.03689980926 6 6 91275.03689980926 91275.03689980926 91275.03689980926 3d16 L=400 2400 2400 2400 2400 6 3d16 L=630 91275.03689980926 2400 240 20 240 2217 1097 1102.2 685.5 240 20 L= 930 2d12 3d16 L=*400 3d16 L=*830 L=630 3d16 L=1110 3d16 L=680 3d16 3d16 L=400 2d16 L=280 L=370 3d16 3d16 L=630 3d16 L=400 L= 930 2d12 3d16 L=*400 3d16 L=*830 L=630 3d16 L=1110 3d16 3d16 L=400 2d16 L=280 3d16 L=400 h=35 2d16 L=160 3d16 L=650 2d16 L=220 3d16 L=400 L=920 3d16 L=830 3d16 2d16 L=160 3d16 L=650 2d16 L=280 2d16 L=200 L=920 3d16 L=425 2d16 2d16 L=200 4 3 2 1 5 6 4 3 2 1 5 E C B A D 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 2400 91275.03689980926 2400 2400 h=35 h=35 h=35 h=35 h=35 h=35 h=35 h=35 h=35 h=35 h=35 L=630 3d16 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 91275.03689980926 2400 6 2400 2400 2400 3 12d8 L=220 91275.03689980926 6 91275.03689980926 91275.03689980926 91275.03689980926 3d16 L=400 2400 2400 2400 2400 3d16 L=630 91275.03689980926 Carpinteria de aluminio FLAMIA linea 75 color bronce Carpinteria de aluminio Incluye burletes y quincalleria de aluminio Por cada hoja de puerta colocar 4 Bisagras de 4" picaporte de 5" Por cada hoja de puerta colocar 4 Bisagras de 4" picaporte de 5" 3 DETALLE CERCHA EJES: DETALLE CERCHA EJES: DETALLE CERCHA EJES: L=310 6d16 d8c/17 d6c/25 13,51 13,51 13,06 13,51 10,73 5,36 4,10 4,16 4,16 4,10 0,75 4,10 6,75 12,48 4,16 4,10 4,10 3,92 6,53 5,36 81664.501114134 81664.501114134 81664.501114134 81664.501114134 81664.501114134 81664.501114134 81664.501114134 81664.501114134 81664.501114134 81664.501114134 81664.501114134 81664.501114134 81664.501114134 81664.501114134 81664.501114134 81664.501114134 81664.501114134 81664.501114134 81664.501114134 81664.501114134 36 85438.0912776883 416 410.4 1248 1350.5 1350.5 1305.8 1350.5 1072.5 536.3 410.4 416 74.5 410.4 675.3 416 410.4 410.4 391.8 653.3 536.3 78421.12372582468 78421.12372582468 78421.12372582468 78421.12372582468 78421.12372582468 78421.12372582468 78421.12372582468 78421.12372582468 78421.12372582468 78421.12372582468 78421.12372582468 78421.12372582468 78421.12372582468 78421.12372582468 78421.12372582468 78421.12372582468 78421.12372582468 78421.12372582468 78421.12372582468 78421.12372582468 4 7 2 1 5 3 6 N 2217 E C B A D N 8 35 35 35 25 35 30 35 40 30 30 35.0 35.0 25.0 35.0 30.0 35.0 35.0 40.0 TIPOS NIVEL TIPO I : TIPO II : TIPO III : TIPO IV : TIPO V : TIPO VI : 1,2,3,4 1,2,3,4 1,2,3,4 1,2,3,4 1,2,3,4 2,3,4 30.0 30.0 TIPOS NIVEL TIPO I : TIPO II : TIPO III : TIPO IV : TIPO V : TIPO VI : 1,2,3,4 1,2,3,4 1,2,3,4 1,2,3,4 1,2,3,4 2,3,4 TIPOS NIVEL TIPO I : TIPO II : TIPO III : TIPO IV : TIPO V : TIPO VI : 1,2,3,4 1,2,3,4 1,2,3,4 1,2,3,4 1,2,3,4 2,3,4 TIPOS NIVEL TIPO I : TIPO II : TIPO III : TIPO IV : TIPO V : TIPO VI : 1,2,3,4 1,2,3,4 1,2,3,4 1,2,3,4 1,2,3,4 2,3,4 TIPOS NIVEL TIPO I : TIPO II : TIPO III : TIPO IV : TIPO V : TIPO VI : 1,2,3,4 1,2,3,4 1,2,3,4 1,2,3,4 1,2,3,4 2,3,4 d6c/25 210 170 30 30 5 5 d6c/25 L=200 d6c/25 L=200 L=200 L=200 30.0 30.0 TIPO CANTIDAD TERRAZA UBICACION + 1165 SECCION ESTRIBOS NIVEL 4 + 905 SECCION ESTRIBOS NIVEL 3 +645 SECCION ESTRIBOS NIVEL 2 + 385 SECCION ESTRIBOS NIVEL 1 + 35 SECCION ESTRIBOS NIVEL DE ACERA NIVEL DE FUNDACION CAPA DE Hº POBRE + 0.00 - 200 -210 PLANTA REFUERZO I II III IV V VI 25 X 30 35X40 LOSA TECHO ESCALERA A1 A3 B1 C1 F2 D1 C2 C3 D2 D3 25X30 8 4 1 1 2 2 2d16 ed6c20 ed6c20 ed8c20 ed6c20 ed6c20 ed6c20 ed6c20 ed6c20 ed8c20 ed6c20 ed6c20 ed6c20 ed6c20 ed6c20 ed6c20 ed6c20 SECCION ESTRIBOS TANQUE Y TECHO + 1375 35X35 ed6c20 B2 B3 F2 A2 25X30 ed6c20 ed6c20 25X30 ed6c20 ed6c20 ed6c20 60 60 60 60 60 60 60 48 60 60 60 60 60 60 ed8c20 ed6c20 ed6c20 ed6c20 30X30 25X30 25X30 2d16 2d16 48 48 48 48 48 48 48 48 48 25X30 48 48 25 X 25 25 X 25 48 48 48 48 48 48 2d20 2d12 2d20 2d12 2d12 2d12 2d12 2d20 2d12 2d20 25X30 25X25 25X25 30X35 30X30 30X30 60 60 60 60 60 60 30X30 2d12 2d12 35X35 30 30X30 25X25 48 48 60 60 60 60 60 60 60 2d12 2d12 48 48 48 48 2d16 2d16 2d16 2d16 2d16 2d16 25X25 25X25 E1 E2 E3 F3 25 X 30 2d16 2d16 2d16 2d12 2d12 2d12 2d12 2d16 2d16 2d16 2d16 2d20 2d20 2d20 2d20 2d16 2d16 2d12 2d12 2d16 2d16 2d16 2d16 2d16 2d16 60 60 60 60 2d12 2d12 48 48 48 48 2d12 2d12 2d20 2d20 2d20 2d20 2d16 2d16 DETALLE ARMADO DE COLUMNAS \A1;170 106848.5456682978 \A1;60 \A1;60 104473.383384241 104473.383384241 d 6 c/40 197.5 35 35 104025.8088199999 104025.8088199999 104025.8088199999 L= ed6c/10 L= ed6c/10 L= ed6c/10 Egr. Mauricio Quiroga Rojas d8c/15 35 35 170 170 170 20 14 20 64 d12c/16 L=160 d12c/17 L=160 106671.5355688567 106671.5355688567 106671.5355688567 106671.5355688567 106671.5355688567 6d16 (C-1 D-1) Esc. 1:25 d12c/16 L=160 d12c/17 L=160 ZAPATA TIPO VII 106671.5355688567 106671.5355688567 106671.5355688567 106671.5355688567 6d16 1 C a' 400 230 60 105 185 130 110 325 60 345 100 415 115 345 230 400 105 105 185 130 110 105 315 110 295 515 180 230 37 100 415 425 60 415 137 213 100 415 425 60 415 345 400 105 315 435 345 125 390 295 185 130 300 135 60 345 230 400 40 15 345 230 400 15 40 295 295 295 15 15 15 40 40 40 415 15 40 230 400 15 345 17 230 400 15 17 40 345 515 78 17 15 40 515 295 345 40 515 115 12 17 40 15 515 40 15 345 515 295 390 295 17 345 40 15 515 295 15 15 105 315 435 40 15 105 315 435 40 15 105 315 110 40 15 17 30 300 105 315 40 17 30 105 315 435 60 40 15 30 17 20 20 40 40 20 20 25 25 35 20 315 435 185 130 300 135 415 345 100 295 125 425 100 30 21 30 21 30 21 48 100 100 120 30 120 120 48 100 48 30 20 20 100 120 25 25 20 20 25 25 40 15 425 60 60 40 15 130 435 60 40 110 40 130 435 130 15 105 185 15 40 40 15 130 300 195 110 40 15 130 19.3 154.9 135.1 320 320 30 85 150.1 90 154.4 345 230 400 120 30 30 20 30 390 10 10 10 40 20 50 80 40 230 60 105 400 345 230 400 345 230 400 15 40 295 295 295 15 15 15 40 40 40 415 15 40 345 230 400 15 17 230 400 15 17 40 345 17 15 40 345 40 12 17 40 15 40 15 345 390 295 17 345 40 15 15 15 105 315 435 40 15 105 315 435 40 15 105 315 110 40 15 17 30 300 105 315 40 40 315 435 185 130 300 135 415 345 100 295 125 425 100 30 21 30 21 30 21 48 100 100 120 30 120 120 48 100 48 20 20 100 120 25 25 20 20 25 25 40 15 130 435 60 40 15 130 435 60 40 130 110 40 105 185 15 130 300 195 40 40 110 40 85 150.1 120 30 30 20 10 10 10 20 50 80 37 100 415 425 60 415 137 213 100 415 425 60 415 345 400 105 315 435 345 125 390 295 185 130 300 135 60 345 230 400 105 185 130 110 325 60 345 100 415 115 105 185 130 110 105 315 110 295 515 180 230 40 15 515 78 515 295 515 115 515 515 295 515 295 105 315 435 60 40 15 17 30 30 17 20 20 40 20 20 25 25 35 20 30 425 60 15 15 15 130 320 320 30 19.3 154.9 135.1 90 154.4 345 230 400 30 390 50 \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; \A1; d6c/25 h=17 1' 3 6 F F'' G F F'' G 2 1' 3 6 2 30/17 30/17 CALCULO ESTRUCTURAL: LOSAS FECHA: 1:50 ESCALA: 1/4 LAMINA Firmas: REALIZADO POR: DIBUJANTE: APROBADO: ID: DETALLE DE LOSA PLANTA BAJA Nivel +2.90 DETALLE DE LOSA PISO 1 Nivel +7.08 PROYECTO: "EDIFICIO VIVIENDA\H1.08x;" 5 5 5 5 5 5 5 5 h=17 3 6 F G F G 2 3 6 2 DETALLE DE LOSA PISO 1 Nivel +5.80 5 5 5 5 5 9 10 11 12 13 14 15 16 17 18 19 1 2 3 4 5 6 7 8 1 2 6 5 7 8 4 1 2 6 5 7 8 4 A B C D E F D' F' A B C D E F D' F' 30/17 35/17 35/17 35/17 35/17 15/40 h=17 h=17 h=17 h=17 h=17 h=17 h=17 h=17 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 10 14 13 12 11 9 8 7 6 5 4 3 1 2 6 5 7 8 A B C D E F D'' F' 3 1 2 6 5 7 8 3 A B C D E F D'' F' 30/17 30/17 30/17 30/17 DETALLE DE LOSA PISO ALTILLO Nivel +9.78 5 5 5 5 5 5 5 5 5 5 5 5 5 DETALLE DE LOSA CUBIERTA Nivel +12.48 2 6 5 7 8 2 6 5 7 8 A B C D D'' A B C D D'' 5 5 5 5 5 5 5 5 5 5 5 5 d 6 c/26 DETALLE VIGUETAS EN UNA DIRECCIÓN LOSA DE TODA LA VIVIENDA Espesor capa de compresion e=5 cm Complemento de plastoformo 12 40 12 12 40 h=17 h=17 h=17 h=17 h=17 h=17 h=17 h=17 CALCULO ESTRUCTURAL: FECHA: INDICADA ESCALA: 2/4 LAMINA Firmas: REALIZADO POR: DIBUJANTE: APROBADO: ID: PROYECTO: "EDIFICIO VIVIENDA\H1.08x;" CALCULO ESTRUCTURAL: FUNDACION FECHA: INDICADA ESCALA: 4/4 LAMINA Firmas: REALIZADO POR: DIBUJANTE: APROBADO: ID: PROYECTO: "EDIFICIO VIVIENDA\H1.08x;" VIGAS L=4.70 1d10 L=9.85 2d12 L= 1.25 1d10 L=1.25 1d10 1 2 5 7 20/40 20/40 20/40 VIGA EJE A L=2.50 1d10 L=9.85 2d12 L=1.50 1d10 L=2.20 1d10 ed6c/18 ed6c/18 ed6c/18 5 5 5 5 5 VIGA EJE B P.1 1 2 5 7 L=4.70 1d10 L=9.85 2d12 L= 1.25 1d10 L=1.25 1d10 20/40 20/40 20/40 L=2.50 1d10 L=9.85 2d12 L=1.50 1d10 L=2.20 1d10 ed6c/18 ed6c/18 ed6c/18 5 5 5 5 5 VIGA EJE C 6 8 L=3.05 2d12+1d10 20/40 L=3.05 2d12+1d10 6 8 6 8 ed6c/18 5 VIGA EJE D'' P.A. L=3.05 2d12+1d10 20/40 L=3.05 2d12+1d10 ed6c/18 5 L=3.05 2d12+1d10 15/40 L=3.05 2d12+1d10 ed6c/18 5 VIGA EJE F' 5 5 5 5 5 5 5 VIGA EJE G 3 6 L=4.25 2d12 L=1.35 1d10 20/40 ed6c/18 5 L=1.35 1d10 L=4.25 2d12+1d10 5 VIGA EJE B P.A. 1 2 5 7 L=9.85 6d16 35/17 35/17 35/17 ed6c/10 ed6c/10 ed6c/10 5 5 5 5 L=9.85 6d16 5 VIGA EJE B P. CUBIERTA. 2 5 7 L=6.40 6d16 35/17 35/17 ed6c/10 ed6c/10 5 5 5 L=6.40 6d16 5 VIGA EJE D P.A. 1 2 6 L= 1.25 1d10 L=9.38 2d16 35/17 20/40 5 ed6c/18 ed6c/10 5 5 5 5 L=7.48 6d16 L=7.48 4d16 L=3.55 2d12+1d10 ed6c/10 VIGA EJE D'' PISO CUBIERTA 2 6 8 L=11.65 2d12+1d10 L=4.20 1d10 L=8.20 2d12 20/40 20/40 5 ed6c/15 ed6c/18 5 5 L= 1.25 1d10 5 5 VIGA EJE F 1 2 6 4d16 L=2.70 4d16 L= 1.30 1d10 L=9.75 2d12 20/40 30/17 20/40 5 ed6c/18 ed6c/18 L= 3.20 1d10 ed6c/10 5 5 5 5 VIGA EJE F 2 6 L=11.65 2d12+1d10 L=5.25 2d12 20/40 ed6c/18 L= 1.60 1d10 5 5 5 L=1.60 1d10 VIGA EJE D PISO 1 1 2 6 8 L=11.65 2d12+1d10 L=9.75 1d12 L= 1.25 1d10 L=11.65 2d12 20/40 20/40 20/40 5 5 ed6c/18 ed6c/15 ed6c/18 5 5 5 VIGA EJE E 20/40 35/17 5 5 ed6c/10 ed6c/18 6 8 4 L=6.95 2d16 L= 4.00 4d16 L=3.05 2d12+1d10 L=4.00 6d16 5 5 VIGA EJE F 1 2 6 8 L=11.65 2d12+1d10 L=4.60 1d12 L= 1.30 1d10 L=11.65 2d12 20/40 20/40 20/40 5 5 ed6c/18 ed6c/18 L= 3.20 1d10 ed6c/18 5 5 5 5 CALCULO ESTRUCTURAL: VIGAS - COLUMNAS - ESCALERA FECHA: INDICADA ESCALA: 3/4 LAMINA Firmas: REALIZADO POR: DIBUJANTE: APROBADO: ID: PROYECTO: "EDIFICIO VIVIENDA\H1.08x;" VIGA EJE 1 20/40 20/40 20/40 ed6c/18 ed6c/18 ed6c/18 5 5 5 5 5 5 A B D F F' L=1.85 1d10 L= 2.10 1d10 L=9.15 2d12 L= 2.60 1d10 L=9.15 2d12 L=2.75 1d10 L=3.68 1d10 ed6c/18 VIGA EJE 2 P.1. 20/40 35/17 20/40 ed6c/18 ed6c/18 ed6c/18 5 5 5 A B D F L=5.70 4d16 L= 2.10 1d10 L=8.65 2d16 L=3.68 1d10 5 5 L=4.45 6d16 L=4.30 1d10 VIGA EJE 2 P.A. 20/40 20/40 20/40 ed6c/18 ed6c/18 ed6c/18 5 5 5 A B D F L=1.35 1d10 L= 2.10 1d10 L=8.65 2d12 L= 2.60 1d10 L=8.65 2d12 L=3.68 1d10 L=2.75 1d10 5 5 VIGA EJE 2 P. Cubierta 20/40 20/40 ed6c/18 ed6c/18 ed6c/18 5 5 5 A B D L= 2.10 1d10 L= 2.45 1d10 L=5.40 2d12+1d10 5 D'' 20/40 L= 5.40 2d12 5 VIGA EJE 4 L= 3.10 6d16 L=3.10 6d16 D E 5 5 5 ed6c/10 35/17 VIGA EJE 5 35/17 35/17 ed6c/10 ed6c/10 5 5 A B D L= 4.30 6d16 L=4.30 6d16 5 5 5 7 30/17 5 5 4d12 4d12 ed6c/10 5 5 5 5 2d12 2d12+1d10 ed6c/18 2d12 ed6c/18 2d12+1d10 Corte a-a' vigas a a' b b' Corte b-b' vigas 5 5 5 5 5 5 20/20 25/25 20/35 L=8.70 VISTA EN PLANTA 1 2 6 5 7 8 4 B C D E F B C D E F 5 5 5 5 5 5 G 3 6 Esc. 1:50 5 G 1 2 5 7 8 3 5 5 5 4 5 5 5 d12c/15 L=0.90 5 5 5 5 5 5 d12c/15 L=0.90 5 d12c/15 L=0.90 d12c/15 L=0.90 5 5 5 d12c/15 L=1.10 5 d12c/15 L=1.10 5 5 d12c/15 L=1.10 d12c/15 L=1.10 5 5 d12c/15 L=0.90 d12c/15 L=0.90 5 5 5 5 d12c/15 L=1.10 d12c/15 L=0.90 5 5 5 5 6dc/12 5 5 6dc/12 5 5 6dc/12 B 2 3 G 1 B ZAPATA TIPO III Esc. 1:25 (B-1), (D-1), (F-1) ZAPATA TIPO II Esc. 1:25 (B-2), (B-5), (B-7), (C-6), (D-2), (D-5), (D-6), (D-8), (F-2) ZAPATA TIPO I Esc. 1:25 (E-8), (G-3) NIVEL DE FUNDACION - 1.00 NIVEL DEL TERRENO 0.00 NIVEL DE FUNDACION 2 +2.08 NIVEL DE FUNDACION 3 +3.08 NIVEL PLANTA BAJA +3.08 NIVEL PLANTA BAJA +4.21 NIVEL ACERA +4.58 B D F E G NIVELES DE FUNDACION EN ELEVACION CUADRO DE COLUMNAS 0.00 m. 3.08 m. 7.08 m. 9.78 m. 12.48 m. CUBIERTA P. ALTILLO PISO 1 P. BAJA SP. BAJA (B-2), (B-5), (B-7), (C-6), (D-2), (D-5), (D-6), (D-8) (B-1), (D-1), (E-8) (G-3), (G-6) (F-1), (F-2), (F-6) (E-4) 20 20 6d12 ed6c/15 20 20 6d12 ed6c/15 20 20 6d12 ed6c/15 20 20 8d12 ed6c/15 20 20 6d12 ed6c/15 20 20 6d12 ed6c/15 25 25 6d12 ed6c/15 8d12 ed6c/15 25 25 8d12 ed6c/15 25 25 20 35 6d12 ed6c/15 8d12 ed6c/15 25 25 COLUMNA TIPO I COLUMNA TIPO II COLUMNA TIPO III (*) (*) SI í>12mm, 12 í 2 1 C C 35cm 1 15 S HORMIGONADO JUNTA DE HORMIGONADO JUNTA DE JUNTA DE HORMIGONADO CODO PATILLA GANCHO SECCION B-B SECCION A-A 1 1 r r 1 r 1 1 r 1 2 r r 1 A A B B 6 30mm 30mm 30mm A 1 s s s 2 2 s s 2 s 2 í 1 1 1 5cm. í 2 1 3 í 5cm 5cm 2 JUNTA DE HORMIGONADO L C a C b b a 8 5cm. L DETALLE COLUMNA DE TRANSICION d d d PERSPECTIVA A VIGAS PLANAS TIPOS SECCION 30/17 Viga Eje 1' Tramo F-F'' Viga Eje F'' Tramo 1'-3 Viga Eje D' Tramo 2-4 Viga Eje 3 Tramo F-F' Viga Eje F Tramo 6-7 Viga Eje 6' Tramo D-D'' Viga Eje 7 Tramo D''-F' ed6c/18 5 5 ed6c/18 20/40 L=1.85 1d10 L=4.85 2d12 L= 1.35 1d10 L=4.85 2d12 L=2.75 1d10 VIGA EJE 3 - 6 F G H 5 5 VIGA EJE 6 P.1. D F C ed6c/18 ed6c/18 5 5 5 5 20/40 L=6.33 2d12+1d10 L=6.33 2d12+1d10 20/40 F' 5 ed6c/18 VIGA EJE 6 P.A. D F C ed6c/18 ed6c/18 5 5 5 5 20/40 L=6.33 2d12+1d10 L= 5.75 2d12+1d10 20/40 F' ed6c/18 L= 0.60 4d16 VIGA EJE 6 P.Cubierta D C ed6c/18 5 5 5 20/40 D'' ed6c/18 20/40 L=6.33 2d12+1d10 L=6.33 2d12+1d10 5 A B C ed6c/18 ed6c/18 5 5 VIGA EJE 7 L= 3.00 1d10 L=3.00 2d12+1d10 5 VIGA EJE 8 D F C E F' 20/40 ed6c/18 5 L=2.88 1d10 L=6.33 2d12 L= 2.25 1d10 L=6.33 2d12+1d10 ed6c/18 ed6c/18 5 5 5 5 5 20/40 20/40 VIGA EJE 8 P.Cubierta D C ed6c/18 5 5 20/40 D'' ed6c/18 20/40 L=6.33 2d12+1d10 L=6.33 2d12+1d10 5 5 9 10 11 12 13 14 15 8 7 5 6 1 2 3 4 0 8 7 6 5 4 3 2 1 9 10 11 12 13 14 15 DESCANSO VISTA ELEVACION Esc: 1:50 NIVEL DEL TERRENO 0.00 NIVEL DE P.B. +2.90 VISTA PLANTA 5 5 5 5 5 5 H = 30 cm CH = 19.3 cm e = 15 cm Esc: 1:50 d10c/15 d10c/15 d10c/15 d10c/15 d6c/20 d6c/20 5 5 1' 1' 5 1 1 d10c/15 d10c/15 d10c/15 d10c/15 d10c/15 d10c/15 5 F F 5 5 5 \LNOTAS GENERALESGENERALES.- Norma ACI 318-08 \L 1. HORMIGON: f'c = 210 kgf/cm2 \W5.15464; Tipo de cemento Portland I-30 \W5.15464; Tama\U+00F1o m\U+00E1ximo de agregado 2.0 cm. \W5.15464; Utilizar agregados lavados 2. ACERO: fy = 4200 kgf/cm2 Barras corrugadas de alta adherencia 3. CARGA VIVA: \W5.15464; Ambientes 200 Kgf/m2 \W5.15464; Escaleras 500 Kgf/m2 4. Resistencia admisible del suelo: s adm = 1.0 kgf/cm2 5. RECUBRIMIENTOS: Fundaciones 5.0 cm Columnas 2.5 cm Vigas 2.5 cm \W5.15464; Losas y escaleras 2.0 cm muro de contención 3.0 cm 6. EMPALMES DE ACEROS: 40 Ø 6. Las dimensiones deben ser verificadas en obra. 7. Cualquier modificaci\U+00F3n al plano, libera de responsabilidad al Ingeniero Estructural. 8. La construcci\U+00F3n de la estructura debe necesariamente ser supervisada por un ingeniero civil registrado. 9. En la planta baja: Después del vaciado de las columnas se deberá construir los muros de e = 18cm (muro 18 gambote) antes del vaciado de las vigas y losas en las partes que se necesiten. d 12 c/15 L=8.70 d 12 c/15 L=8.70 d 12 c/15 L=3.80 d 12c/15 L=3.80 5 d12c/15 L=0.90 d12c/15 L=8.70 5 5 d12c/15 L= 8.70 d12c/15 L= 3.80 Esc. 1:25 MURO DE CONTENCION ELEVACION DEL MURO DE CONTENCION Esc. 1:25 5 F 5 5 5 5 5 5 5 2d10 ed6c/20 2d10 Corte a-a' vigas DETALLE VIGA ARIOSTRE VIGA ARIOSTRE VIGA ARIOSTRE VIGA ARIOSTRE a a' 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 35/17 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 35/17 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 35/17 20/40 35/17 35/17 35/17 35/17 35/17 20/17 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 35/17 35/17 20/40 20/40 20/40 20/40 35/17 35/17 5 5 d10c/15 h=17 1' 3 6 F F'' G F F'' G 2 1' 3 6 2 30/17 30/17 CALCULO ESTRUCTURAL: LOSAS FECHA: 1:50 ESCALA: 1/4 LAMINA Firmas: REALIZADO POR: DIBUJANTE: APROBADO: ID: DETALLE DE LOSA PLANTA BAJA Nivel +2.90 DETALLE DE LOSA PISO 1 Nivel +7.08 PROYECTO: "EDIFICIO VIVIENDA\H1.08x;" 5 5 5 5 5 5 5 5 h=17 3 6 F G F G 2 3 6 2 DETALLE DE LOSA PISO 1 Nivel +5.80 5 5 5 5 5 9 10 11 12 13 14 15 16 17 18 19 1 2 3 4 5 6 7 8 1 2 6 5 7 8 4 1 2 6 5 7 8 4 A B C D E F D' F' A B C D E F D' F' 30/17 35/17 35/17 35/17 35/17 15/40 h=17 h=17 h=17 h=17 h=17 h=17 h=17 h=17 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 10 14 13 12 11 9 8 7 6 5 4 3 1 2 6 5 7 8 A B C D E F D'' F' 3 1 2 6 5 7 8 3 A B C D E F D'' F' 30/17 30/17 30/17 30/17 DETALLE DE LOSA PISO ALTILLO Nivel +9.78 5 5 5 5 5 5 5 5 5 5 5 5 5 DETALLE DE LOSA CUBIERTA Nivel +12.48 2 6 5 7 8 2 6 5 7 8 A B C D D'' A B C D D'' 5 5 5 5 5 5 5 5 5 5 5 5 d 6 c/26 DETALLE VIGUETAS EN UNA DIRECCIÓN LOSA DE TODA LA VIVIENDA Espesor capa de compresion e=5 cm Complemento de plastoformo 12 40 12 12 40 h=17 h=17 h=17 h=17 h=17 h=17 h=17 h=17 CALCULO ESTRUCTURAL: FECHA: INDICADA ESCALA: 2/4 LAMINA Firmas: REALIZADO POR: DIBUJANTE: APROBADO: ID: PROYECTO: "EDIFICIO VIVIENDA\H1.08x;" CALCULO ESTRUCTURAL: FUNDACION FECHA: INDICADA ESCALA: 4/4 LAMINA Firmas: REALIZADO POR: DIBUJANTE: APROBADO: ID: PROYECTO: "EDIFICIO VIVIENDA\H1.08x;" VIGAS L=4.70 1d10 L=9.85 2d12 L= 1.25 1d10 L=1.25 1d10 1 2 5 7 20/40 20/40 20/40 VIGA EJE A L=2.50 1d10 L=9.85 2d12 L=1.50 1d10 L=2.20 1d10 ed6c/18 ed6c/18 ed6c/18 5 5 5 5 5 VIGA EJE B P.1 1 2 5 7 L=4.70 1d10 L=9.85 2d12 L= 1.25 1d10 L=1.25 1d10 20/40 20/40 20/40 L=2.50 1d10 L=9.85 2d12 L=1.50 1d10 L=2.20 1d10 ed6c/18 ed6c/18 ed6c/18 5 5 5 5 5 VIGA EJE C 6 8 L=3.05 2d12+1d10 20/40 L=3.05 2d12+1d10 6 8 6 8 ed6c/18 5 VIGA EJE D'' P.A. L=3.05 2d12+1d10 20/40 L=3.05 2d12+1d10 ed6c/18 5 L=3.05 2d12+1d10 15/40 L=3.05 2d12+1d10 ed6c/18 5 VIGA EJE F' 5 5 5 5 5 5 5 VIGA EJE G 3 6 L=4.25 2d12 L=1.35 1d10 20/40 ed6c/18 5 L=1.35 1d10 L=4.25 2d12+1d10 5 VIGA EJE B P.A. 1 2 5 7 L=9.85 6d16 35/17 35/17 35/17 ed6c/10 ed6c/10 ed6c/10 5 5 5 5 L=9.85 6d16 5 VIGA EJE B P. CUBIERTA. 2 5 7 L=6.40 6d16 35/17 35/17 ed6c/10 ed6c/10 5 5 5 L=6.40 6d16 5 VIGA EJE D P.A. 1 2 6 L= 1.25 1d10 L=9.38 2d16 35/17 20/40 5 ed6c/18 ed6c/10 5 5 5 5 L=7.48 6d16 L=7.48 4d16 L=3.55 2d12+1d10 ed6c/10 VIGA EJE D'' PISO CUBIERTA 2 6 8 L=11.65 2d12+1d10 L=4.20 1d10 L=8.20 2d12 20/40 20/40 5 ed6c/15 ed6c/18 5 5 L= 1.25 1d10 5 5 VIGA EJE F 1 2 6 4d16 L=2.70 4d16 L= 1.30 1d10 L=9.75 2d12 20/40 30/17 20/40 5 ed6c/18 ed6c/18 L= 3.20 1d10 ed6c/10 5 5 5 5 VIGA EJE F 2 6 L=11.65 2d12+1d10 L=5.25 2d12 20/40 ed6c/18 L= 1.60 1d10 5 5 5 L=1.60 1d10 VIGA EJE D PISO 1 1 2 6 8 L=11.65 2d12+1d10 L=9.75 1d12 L= 1.25 1d10 L=11.65 2d12 20/40 20/40 20/40 5 5 ed6c/18 ed6c/15 ed6c/18 5 5 5 VIGA EJE E 20/40 35/17 5 5 ed6c/10 ed6c/18 6 8 4 L=6.95 2d16 L= 4.00 4d16 L=3.05 2d12+1d10 L=4.00 6d16 5 5 VIGA EJE F 1 2 6 8 L=11.65 2d12+1d10 L=4.60 1d12 L= 1.30 1d10 L=11.65 2d12 20/40 20/40 20/40 5 5 ed6c/18 ed6c/18 L= 3.20 1d10 ed6c/18 5 5 5 5 CALCULO ESTRUCTURAL: VIGAS - COLUMNAS - ESCALERA FECHA: INDICADA ESCALA: 3/4 LAMINA Firmas: REALIZADO POR: DIBUJANTE: APROBADO: ID: PROYECTO: "EDIFICIO VIVIENDA\H1.08x;" VIGA EJE 1 20/40 20/40 20/40 ed6c/18 ed6c/18 ed6c/18 5 5 5 5 5 5 A B D F F' L=1.85 1d10 L= 2.10 1d10 L=9.15 2d12 L= 2.60 1d10 L=9.15 2d12 L=2.75 1d10 L=3.68 1d10 ed6c/18 VIGA EJE 2 P.1. 20/40 35/17 20/40 ed6c/18 ed6c/18 ed6c/18 5 5 5 A B D F L=5.70 4d16 L= 2.10 1d10 L=8.65 2d16 L=3.68 1d10 5 5 L=4.45 6d16 L=4.30 1d10 VIGA EJE 2 P.A. 20/40 20/40 20/40 ed6c/18 ed6c/18 ed6c/18 5 5 5 A B D F L=1.35 1d10 L= 2.10 1d10 L=8.65 2d12 L= 2.60 1d10 L=8.65 2d12 L=3.68 1d10 L=2.75 1d10 5 5 VIGA EJE 2 P. Cubierta 20/40 20/40 ed6c/18 ed6c/18 ed6c/18 5 5 5 A B D L= 2.10 1d10 L= 2.45 1d10 L=5.40 2d12+1d10 5 D'' 20/40 L= 5.40 2d12 5 VIGA EJE 4 L= 3.10 6d16 L=3.10 6d16 D E 5 5 5 ed6c/10 35/17 VIGA EJE 5 35/17 35/17 ed6c/10 ed6c/10 5 5 A B D L= 4.30 6d16 L=4.30 6d16 5 5 5 7 30/17 5 5 4d12 4d12 ed6c/10 5 5 5 5 2d12 2d12+1d10 ed6c/18 2d12 ed6c/18 2d12+1d10 Corte a-a' vigas a a' b b' Corte b-b' vigas 5 5 5 5 5 5 20/20 25/25 20/35 L=8.70 VISTA EN PLANTA 1 2 6 5 7 8 4 B C D E F B C D E F 5 5 5 5 5 5 G 3 6 Esc. 1:50 5 G 1 2 5 7 8 3 5 5 5 4 5 5 5 d12c/15 L=0.90 5 5 5 5 5 5 d12c/15 L=0.90 5 d12c/15 L=0.90 d12c/15 L=0.90 5 5 5 d12c/15 L=1.10 5 d12c/15 L=1.10 5 5 d12c/15 L=1.10 d12c/15 L=1.10 5 5 d12c/15 L=0.90 d12c/15 L=0.90 5 5 5 5 d12c/15 L=1.10 d12c/15 L=0.90 5 5 5 5 6dc/12 5 5 6dc/12 5 5 6dc/12 B 2 3 G 1 B ZAPATA TIPO III Esc. 1:25 (B-1), (D-1), (F-1) ZAPATA TIPO II Esc. 1:25 (B-2), (B-5), (B-7), (C-6), (D-2), (D-5), (D-6), (D-8), (F-2) ZAPATA TIPO I Esc. 1:25 (E-8), (G-3) NIVEL DE FUNDACION - 1.00 NIVEL DEL TERRENO 0.00 NIVEL DE FUNDACION 2 +2.08 NIVEL DE FUNDACION 3 +3.08 NIVEL PLANTA BAJA +3.08 NIVEL PLANTA BAJA +4.21 NIVEL ACERA +4.58 B D F E G NIVELES DE FUNDACION EN ELEVACION CUADRO DE COLUMNAS 0.00 m. 3.08 m. 7.08 m. 9.78 m. 12.48 m. CUBIERTA P. ALTILLO PISO 1 P. BAJA SP. BAJA (B-2), (B-5), (B-7), (C-6), (D-2), (D-5), (D-6), (D-8) (B-1), (D-1), (E-8) (G-3), (G-6) (F-1), (F-2), (F-6) (E-4) 20 20 6d12 ed6c/15 20 20 6d12 ed6c/15 20 20 6d12 ed6c/15 20 20 8d12 ed6c/15 20 20 6d12 ed6c/15 20 20 6d12 ed6c/15 25 25 6d12 ed6c/15 8d12 ed6c/15 25 25 8d12 ed6c/15 25 25 20 35 6d12 ed6c/15 8d12 ed6c/15 25 25 COLUMNA TIPO I COLUMNA TIPO II COLUMNA TIPO III (*) (*) SI í>12mm, 12 í 2 1 C C 35cm 1 15 S HORMIGONADO JUNTA DE HORMIGONADO JUNTA DE JUNTA DE HORMIGONADO CODO PATILLA GANCHO SECCION B-B SECCION A-A 1 1 r r 1 r 1 1 r 1 2 r r 1 A A B B 6 30mm 30mm 30mm A 1 s s s 2 2 s s 2 s 2 í 1 1 1 5cm. í 2 1 3 í 5cm 5cm 2 JUNTA DE HORMIGONADO L C a C b b a 8 5cm. L DETALLE COLUMNA DE TRANSICION d d d PERSPECTIVA A VIGAS PLANAS TIPOS SECCION 30/17 Viga Eje 1' Tramo F-F'' Viga Eje F'' Tramo 1'-3 Viga Eje D' Tramo 2-4 Viga Eje 3 Tramo F-F' Viga Eje F Tramo 6-7 Viga Eje 6' Tramo D-D'' Viga Eje 7 Tramo D''-F' ed6c/18 5 5 ed6c/18 20/40 L=1.85 1d10 L=4.85 2d12 L= 1.35 1d10 L=4.85 2d12 L=2.75 1d10 VIGA EJE 3 - 6 F G H 5 5 VIGA EJE 6 P.1. D F C ed6c/18 ed6c/18 5 5 5 5 20/40 L=6.33 2d12+1d10 L=6.33 2d12+1d10 20/40 F' 5 ed6c/18 VIGA EJE 6 P.A. D F C ed6c/18 ed6c/18 5 5 5 5 20/40 L=6.33 2d12+1d10 L= 5.75 2d12+1d10 20/40 F' ed6c/18 L= 0.60 4d16 VIGA EJE 6 P.Cubierta D C ed6c/18 5 5 5 20/40 D'' ed6c/18 20/40 L=6.33 2d12+1d10 L=6.33 2d12+1d10 5 A B C ed6c/18 ed6c/18 5 5 VIGA EJE 7 L= 3.00 1d10 L=3.00 2d12+1d10 5 VIGA EJE 8 D F C E F' 20/40 ed6c/18 5 L=2.88 1d10 L=6.33 2d12 L= 2.25 1d10 L=6.33 2d12+1d10 ed6c/18 ed6c/18 5 5 5 5 5 20/40 20/40 VIGA EJE 8 P.Cubierta D C ed6c/18 5 5 20/40 D'' ed6c/18 20/40 L=6.33 2d12+1d10 L=6.33 2d12+1d10 5 5 9 10 11 12 13 14 15 8 7 5 6 1 2 3 4 0 8 7 6 5 4 3 2 1 9 10 11 12 13 14 15 DESCANSO VISTA ELEVACION Esc: 1:50 NIVEL DEL TERRENO 0.00 NIVEL DE P.B. +2.90 VISTA PLANTA 5 5 5 5 5 5 H = 30 cm CH = 19.3 cm e = 15 cm Esc: 1:50 d10c/15 d10c/15 d10c/15 d10c/15 d6c/20 d6c/20 5 5 1' 1' 5 1 1 d10c/15 d10c/15 d10c/15 d10c/15 d10c/15 d10c/15 5 F F 5 5 5 \LNOTAS GENERALESGENERALES.- Norma ACI 318-08 \L 1. HORMIGON: f'c = 210 kgf/cm2 \W5.15464; Tipo de cemento Portland I-30 \W5.15464; Tama\U+00F1o m\U+00E1ximo de agregado 2.0 cm. \W5.15464; Utilizar agregados lavados 2. ACERO: fy = 4200 kgf/cm2 Barras corrugadas de alta adherencia 3. CARGA VIVA: \W5.15464; Ambientes 200 Kgf/m2 \W5.15464; Escaleras 500 Kgf/m2 4. Resistencia admisible del suelo: s adm = 1.0 kgf/cm2 5. RECUBRIMIENTOS: Fundaciones 5.0 cm Columnas 2.5 cm Vigas 2.5 cm \W5.15464; Losas y escaleras 2.0 cm muro de contención 3.0 cm 6. EMPALMES DE ACEROS: 40 Ø 6. Las dimensiones deben ser verificadas en obra. 7. Cualquier modificaci\U+00F3n al plano, libera de responsabilidad al Ingeniero Estructural. 8. La construcci\U+00F3n de la estructura debe necesariamente ser supervisada por un ingeniero civil registrado. 9. En la planta baja: Después del vaciado de las columnas se deberá construir los muros de e = 18cm (muro 18 gambote) antes del vaciado de las vigas y losas en las partes que se necesiten. d 12 c/15 L=8.70 d 12 c/15 L=8.70 d 12 c/15 L=3.80 d 12c/15 L=3.80 5 d12c/15 L=0.90 d12c/15 L=8.70 5 5 d12c/15 L= 8.70 d12c/15 L= 3.80 Esc. 1:25 MURO DE CONTENCION ELEVACION DEL MURO DE CONTENCION Esc. 1:25 5 F 5 5 5 5 5 5 5 2d10 ed6c/20 2d10 Corte a-a' vigas DETALLE VIGA ARIOSTRE VIGA ARIOSTRE VIGA ARIOSTRE VIGA ARIOSTRE a a' 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 35/17 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 35/17 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 35/17 20/40 35/17 35/17 35/17 35/17 35/17 20/17 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 20/40 35/17 35/17 20/40 20/40 20/40 20/40 35/17 35/17 5 5 d10c/15 5

Language	Spanish
Drawing Type	Plan
Category	Construction Details & Systems
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File Type	dwg
Materials	Aluminum, Concrete
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Tags	amounts, autocad, calculation, concrete, Design, details, DWG, erdbebensicher strukturen, irons, plan, reinforced, seismic structures, structural, strukturen