Tf Edificio

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Losa Aligerada 2DBlockh=15cmb=40cme=20cm

Losa aligerada 2DVolumen de Concreto / m2Distancia a Eje de Nervio "x"0.50m=((0.5m*0.5m*(0.15m+0.04m))-(0.4m*0.4m*0.15m))/(0.5m*0.5m)Peso de los BlocksDistancia a Eje de Nervio "y"0.50mh=108kg/pzaAltura Block0.15m=0.094m/mh=1510kg/pzaEspesor de Capa de Compresin0.04mBlocks / m2h=2012kg/pza=2/(.5m*.5m)= 8 piezas/mh=2515kg/pza

LOSA EN 2D PARA ENTREPISO:Casco=30cmt=4cm0.096ConceptoEspesor (m)xP. Volumetrico (kg/m3)Peso (kg/m)1Piso0.02x150030.002Mortero 0.02x200040.00LOSA EN 2D PARA ENTREPISO:3Hormigon0.05x110055.00TipoCarga viva (C.V)Condicionkg/mEntrepiso 14Losa Aligerada 2D0.094x2200206.80Gravitacional170CM+CVmax572Losa5Caseton poliestireno0.096x100.96Estabilidad-CM-Sobrecarga362Area=6Enjarre0.02x150030.00Def. a largo plazo70CM+CVmedia4727Sobrecarga40.00Accidental90CM+CVacc492=402.76Redondeado hacia abajo a 0 decimalesCarga muerta (C.M)402*La carga accidental se usar para diseo ssmico por viento y cuando se revisen distribuciones de carga mas desfavorables, que la uniformemente repartida sobre el rea. DF 0.30

LOSA EN 2D PARA AZOTEA PLANA:Casco=30cmt=4cmConceptoEspesor (m)xP. Volumetrico (kg/m3)Peso (kg/m)1Ladrillo de Azotea0.02x150030.002Mortero0.02x200040.00LOSA EN 2D PARA AZOTEA PLANA:3Hormigon0.10x1100110.00TipoCarga viva (C.V)Condicionkg/m4Losa Aligerada 2D0.094x2200206.80Gravitacional100CM+CVmax5575Enjarre0.02x150030.00Estabilidad-CM-Sobrecarga4176Caseton poliestireno0.10x100.96Def. a largo plazo15CM+CVmedia4727Sobrecarga40.00Accidental70CM+CVacc527=457.76Redondeado hacia abajo a 0 decimalesCarga muerta (C.M)4570.35

Muro SogaDimensiones Ladrillo de barro recocido: base= 28cmaltura= 7cmespesor= 14cmPor un ladrillo de barro recocido con enjarre y mortero de 2cm de cada lado (Area=0.3x0.09=0.027m)MaterialPeso Volumtrico (kg/m)rea (m)Espesor (m)Peso.vol*Area*EspesorLadrillo 13000.01960.143.6Mortero20000.00740.142.1Enjarre15000.0270.020.80.0546.4Peso 1 m de muro= 6.1kg * 1m / 0.027m = 238.86 kg/mPeso 1 m de muro= (1m/.16m)*238.86kg/m= 1493.75kg/mRedondeado hacia arriba 0 decimalesWm== 239 kg/m

Peso entrepisoEntrepiso 1Losa: W losa = Area losa * C.acc = 352.54m x 492kg/mW losa= 173,449.68 kg492Trabes:SeccionEcSeccin: b=50cm h=90cm Longitud total=145.5mVolumen total= bxhxL= 65.475m65.475NivelhiTrabesColumnasTrabes ColumnasW trabes=65.475m x 2,200 kg/m W trabes= 144,045 kgmbhbhColumnas: Cim05090250Seccin: b=70cm h=70cm L= #col x 4.4m = 15 x 4.4m = 66mVolumen total= bxhxL=32.34m32.341550907070250250W columnas= 32.34m x 2,200 kg/m W columnas= 71,148 kg28.840806060200200Muro lindero:312.340806060200200W muro=rea muro x w muro A=12.75m x 4.4m = 56.1 mw muro= 239kg/m415.840806060200200W Muro=2*(56.1m) x 239 kg/m W muro= 26,815.80 kg239Muro tapn o muro bajo:Peso total= rea losa x peso muro tapn = 352.54m x 50kg/m W muro tapon= 17,627 kgW Entrepiso 1= W losa + W trabes + W columnas + W muro lindero + W muro tapon= 433,085.48 kg433.08548Entrepiso 2Losa: W losa = Area losa * C.acc = 352.54m x 492kg/mW losa= 173,454.60 kgTrabes:492Seccin: b=40cm h=80cm Longitud total=145.5mVolumen total= bxhxL= 46.56m46.56W trabes=46.56m x 2,200 kg/m W trabes= 102,432 kgColumnas: Seccin: b=60cm h=60cm L= #col x 4.4m = 15 x 4.4m = 66mVolumen total= bxhxL=23.76m23.76W columnas= 23.76m x 2,200 kg/m W columnas= 52,272 kgMuro lindero:239W muro=rea muro x w muro A=12.75m x 3.65m =46.53 mw muro= 239kg/mW Muro=2*(46.53m) x 239 kg/m W muro= 22,241.34 kgMuro tapn o muro bajo:Peso total= rea losa x peso muro tapn = 352.54m x 50kg/m W muro tapon= 17,627 kgW Entrepiso 2= W losa + W trabes + W columnas + W muro lindero + W muro tapon= 368,026.94 kg368.02694Entrepiso 3Losa: W losa = Area losa * C.acc = 352.54m x 492kg/mW losa= 173,449.68 kg492Trabes:Seccin: b=40cm h=80cm Longitud total=145.5mVolumen total= bxhxL= 46.56m46.56W trabes=46.56m x 2,200 kg/m W trabes= 102,432 kgColumnas: Seccin: b=60cm h=60cm L= #col x 4.4m = 15 x 4.4m = 66mVolumen total= bxhxL=23.76m23.76W columnas= 23.76m x 2,200 kg/m W columnas= 52,272 kgMuro lindero:W muro=rea muro x w muro A=12.75m x 3.5m =44.625 mw muro= 239kg/mW Muro=2*(44.625m) x 239 kg/m W muro= 21,330.75 kg239Muro tapn o muro bajo:Peso total= rea losa x peso muro tapn = 352.54m x 50kg/m W muro tapon= 17,627 kgW Entrepiso 3= W losa + W trabes + W columnas + W muro lindero + W muro tapon= 367,111.43 kg367.11143AzoteaLosa: W losa = Area losa * C.acc = 352.54m x 527kg/mW losa= 185,788.58 kg527Trabes:Seccin: b=40cm h=80cm Longitud total=145.5mVolumen total= bxhxL= 46.56m46.56W trabes=46.56m x 2,200 kg/m W trabes= 102,432 kgColumnas: Seccin: b=60cm h=60cm L= #col x 4.4m = 15 x 4.4m = 66mVolumen total= bxhxL=23.76m23.76W columnas= 23.76m x 2,200 kg/m W columnas= 52,272 kg239Muro lindero:W muro=rea muro x w muro A=12.75m x 1.75m =22.312 mw muro= 239kg/mW Muro=2*(22.312m) x 239 kg/m W muro= 10,665.14 kgW Azotea= W losa + W trabes + W columnas= 351,157.72 kg351.157716

A, B, CMODELOCONDICION DE FRONTERANIVELNo. NODS# NodoX1 (cm)X2 (cm)X3 (cm)X4 (cm)X5 (cm)xTi (cm)ri (cm)F (kg)V (kg)K=v/r (kg/cm)K=v/r (Ton/cm)A, B, CArticulado4536373839400.7370.7220.7110.7050.7030.7160.1064000400037,878.7937.883531323334350.6260.6150.6070.6020.60.6100.1703000700041,224.9741.222526272829300.4510.4430.4380.4350.4340.4400.2142000900042,134.8342.131521222324250.230.2280.2260.2250.2240.2270.22710001000044,130.6344.13

y

1, 2, 3, 4, 5MODELOCONDICION DE FRONTERANIVELNo. NODS# NodoX1 (cm)X2 (cm)X3 (cm)xTi (cm)ri (cm)F (kg)V (kg)K=v/r (kg/cm)K=v/r (Ton/cm)1, 2, 3, 4, 5Articulado431314151.3171.3061.3021.3080.1984000400020,236.0920.24331011121.1171.1091.1061.1110.3113000700022,532.1922.53237890.8040.7990.7970.8000.3882000900023,175.9723.18134560.4130.4110.4110.4120.41210001000024,291.5024.29

XSeccionEcNivelhiTrabesColumnasTrabes ColumnasmbxhbxhCim0.5x.725015.5x.7.6x.625025028.8.3x.7.5x.5200200312.3.3x.7.5x.5200200415.8.3x.7.5x.5200200

Rigidez EdificioRIGIDEZ PARA MODELO PENDULAR K (kg/cm)EJENivelABC K (kg/cm) K (T/cm)X437878.7937878.7937878.79113636.36113.64341224.9741224.9741224.97123674.91123.67242134.8342134.8342134.83126404.49126.40144130.6344130.6344130.63132391.88132.3912345Y420236.0920236.0920236.0920236.0920236.09101180.44101.18322532.1922532.1922532.1922532.1922532.19112660.94112.66223175.9723175.9723175.9723175.9723175.97115879.83115.88124291.5024291.5024291.5024291.5024291.50121457.49121.46

Sismo estticoANALISIS SISMICO ESTATICO- EDIFICIOABTipo de estructuraBRegularCondicion de regularidadRegularIrregularTipo de suelo CFE-93IIIFactor de importanciaF.I1.00Factor de regularidadF.R1.00Periodo suelo sitioTs0.90 sCoef. Sismico basicoc0.36Ordenada espectral para T=0a00.10Limite inf. Meseta de diseoTa0.32
Daniel Robles: Solo para tipo III conociendo TsLimite sup. Meseta de diseoTb1.08r1.00Factor de comportamiento sismicoQ2.00

SyNivel Hi mWi Estructura TonWi*Hi Ton/mFi TonVi TonKi Ton/cmrel cmxi cmWi xi Ton/mFi xi Ton/mcmEntrepiso 15.0433.092,1650.017738.29273.49121.462.252.252,195.8686.21Entrepiso 28.8368.033,23957.26235.20115.882.034.286,746.15245.17Entrepiso 312.3367.114,51579.84177.94112.661.585.8612,610.09467.92Azotea15.8351.165,54898.1098.10101.180.976.8316,383.03670.061,51915,468273.4937,935.131,469.36

Ty1.019

SxNivel Hi mWi Estructura TonWi*Hi Ton/mFi TonVi TonKi Ton/cmrel cmxi cmWi xi Ton/mFi xi Ton/mcmEntrepiso 15.0433.092,1650.017738.29273.49132.392.072.071,848.1279.09Entrepiso 28.8368.033,23957.26235.20126.401.863.935,673.89224.84Entrepiso 312.3367.114,51579.84177.94123.671.445.3710,567.51428.35Azotea15.8351.165,54898.1098.10113.640.866.2313,622.88611.021,51915,468273.4931,712.401,343.30

Tx0.975SyNivelQrel cmQrel cmE.L. cmDiferencia cm% (90 aprox)Revisin

Entrepiso 122.254.506.00-1.5075.06OKEntrepiso 222.034.064.56-0.5089.02OKEntrepiso 321.583.164.20-1.0475.21OKAzotea20.971.944.20-2.2646.17OK

SxNivelQrel cmQrel cmE.L. cmDiferencia cm% (90 aprox)RevisincmEntrepiso 122.074.136.00-1.8768.86OKEntrepiso 221.863.724.56-0.8481.61OKEntrepiso 321.442.884.20-1.3268.51OKAzotea20.861.734.20-2.4741.11OK

Analisis Dinamico XANALISIS SISMICO DINAMICO X- EDIFICIO

DIRECCION XNIVELKi (Ton/cm)W (Ton)M (Ton-seg/cm)1132.392433.0850.4415c0.362126.404368.0270.3752Q2.003123.675367.1110.3742Ta0.324113.636351.1580.3580a00.10Resolver |k-w2M|=00.4415000M=00.375200000.374200000.3580

258.80-126.4000K=-126.40250.08-123.6700-123.67237.31-113.6400-113.64113.64Revisionww (rad/s)T (s)cQ258.80-0.441w-126.400041.546.450.9750.362.00K-wM=-126.40250.08-0.375w-123.670314.6217.740.3540.362.000-123.67237.31-0.374w-113.64716.9626.780.2350.291.7400-113.64113.64-0.358w1131.2933.630.1870.251.59

Modo 1240.46-126.4000X1X42.974(K-wM){}-126.40234.49-123.670X2X32.5830-123.67221.77-113.64X3X21.90200-113.6498.77X4X11.00100

Modo 2119.90-126.400.000.00X1X4-1.044(K-wM){}-126.40132.05-123.670.00X2X3-0.0130.00-123.67119.57-113.64X3X20.9520.000.00-113.641.02X4X11.00100

Modo 3-57.72-126.400.000.00X1X40.764(K-wM){}-126.40-18.89-123.670.00X2X3-0.9530.00-123.67-30.99-113.64X3X2-0.4620.000.00-113.64-143.01X4X11.00100X4-0.654Modo 4-240.64-126.400.000.00X1X31.663(K-wM){}-126.40-174.33-123.670.00X2X2-1.9020.00-123.67-186.04-113.64X3X11.0010.000.00-113.64-291.32X400

MODOS DE VIBRAR

1.001.001.001.00Zn11.90Zn20.95Zn3-0.46Zn4-1.902.58-0.01-0.951.662.97-1.040.76-0.65Coeficientes de participacion

MODO 1MODO 2ZnT M0.4410.7140.9671.065ZnT M0.441