Muros Estructurales
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METRADO DE CARGAS Materiales Peso Unidad Concreto armado 2400 Kg/m3 0.17 0.05 280 74 o menos 30 2300 Kg/m3 0.20 0.05 300 75 a 149 60 1800 Kg/m3 0.25 0.05 350 150 a 249 90 1350 Kg/m3 0.30 0.05 420 250 a 399 150 2000 Kg/m3 Materiales Peso Unidad 400 a 549 210 Agua dulce 1000 Kg/m3 19 550 a 699 270 Acero 7850 Kg/m3 14 700 a 849 330 Acabados (e=5cm.) 100 Kg/m2 850 a 1000 390 PISO TIPICO 1 -4 Elementos Ubicación Largo (m) Ancho (m) Altura (m) Area (m2) Volumen (m3) CARGA MUERTA Losa maciza Pisos 0.10 465.91 46.59 Muro h= 2.40 m. Pisos 2.40 35.67 85.60 Muro h= var. 2.20 0.10 0.90 0.22 0.20 1.40 0.10 0.90 0.14 0.13 1.20 0.10 0.90 0.12 0.11 0.75 0.10 0.90 0.08 0.07 1.95 0.10 0.90 0.20 0.18 0.80 0.10 1.90 0.08 0.15 0.60 0.10 2.05 0.06 0.12 Escalera Tramo inclinado 1.81 Descanso 0.12 3.00 0.36 Piso terminado Pisos 465.91 Escaleras 3.25 CARGA VIVA Sobrecarga Pisos 465.91 Escaleras 1.81 AZOTEA Elementos Ubicación Largo (m) Ancho (m) Altura (m) Area (m2) Volumen (m3) CARGA MUERTA Losa maciza Pisos 0.10 479.41 47.94 Muro h= 2.40 m. Pisos 2.40 35.67 85.60 Muro h= var. 2.20 0.10 0.90 0.22 0.20 1.40 0.10 0.90 0.14 0.13 1.20 0.10 0.90 0.12 0.11 0.75 0.10 0.90 0.08 0.07 1.95 0.10 0.90 0.20 0.18 0.80 0.10 1.90 0.08 0.15 0.60 0.10 2.05 0.06 0.12 Piso terminado Pisos 479.41 CARGA VIVA Sobrecarga Pisos 479.41 CUADRO RESUMEN CARGA MUERTA CARGA VIVA PISO 5 389.11 47.94 PISO 4 391.56 94.63 Espesor aligerado (m) Espesor de losa superior (m) Peso propio (Kg/m2) Peso tabique (Kg/m) Carga equivalente (Kg/m2) Concreto simple con grava Albañilería unidades de arcilla solida Albañilería unidades de arcilla hueca Tarrajeo con cemento Unidades solida para muro portante de arcilla o silico-calcareo Kg/(m2xcm) Unidades hueca para tabiques de arcilla o silico-calcareo Kg/(m2xcm) V-1 Alfeizer 0.90 m. V-2 Alfeizer 0.90 m. V-3 Alfeizer 0.90 m. V-4 Alfeizer 0.90 m. V-7 Alfeizer 0.90 m. V- 6Alfeizer 1.90 m. V-5 Alfeizer 2.05 m. V-1 Alfeizer 0.90 m. V-2 Alfeizer 0.90 m. V-3 Alfeizer 0.90 m. V-4 Alfeizer 0.90 m. V-7 Alfeizer 0.90 m. V- 6Alfeizer 1.90 m. V-5 Alfeizer 2.05 m.
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Transcript of Muros Estructurales
Metrado cargasMETRADO DE CARGAS
MaterialesPesoUnidadEspesor aligerado (m)Espesor de losa
superior (m)Peso propio (Kg/m2)
ARMANDO: Losa aligerada 01 sola direccin con vigueta de 0.1 m. de
ancho y 0.4 m. entre ejes.Peso tabique (Kg/m)
ARMANDO: Arcilla o silico calcareoCarga equivalente
(Kg/m2)Caracteristicas de tramo inclicadoValoresUnidadesConcreto
armado2400Kg/m30.170.0528074 o menos30p (paso)0.25mConcreto simple
con grava2300Kg/m30.200.0530075 a 14960cp
(contrapaso)0.17mAlbailera unidades de arcilla
solida1800Kg/m30.250.05350150 a 24990t (espesor de
grganta)0.12mAlbailera unidades de arcilla
hueca1350Kg/m30.300.05420250 a 399150ancho de escalera1.20mTarrajeo
con cemento2000Kg/m3MaterialesPesoUnidad400 a 549210Peso propio por
unidad 554.92Kg/m2Agua dulce1000Kg/m3Unidades solida para muro
portante de arcilla o silico-calcareo Kg/(m2xcm)19550 a
699270Acero7850Kg/m3Unidades hueca para tabiques de arcilla o
silico-calcareo Kg/(m2xcm)14700 a 849330Acabados
(e=5cm.)100Kg/m2850 a 1000390
PISO TIPICO 1 -4 ElementosUbicacinLargo (m)Ancho (m)Altura (m)Area (m2)Volumen (m3)Cantidad (Unid)Carga unitaria (Unid)Sub-Total (Kg)Total (Tn)CARGA MUERTA391.56Losa macizaPisos0.10465.9146.591.002400.00111818.44Muro h= 2.40 m.Pisos2.4035.6785.601.002400.00205449.59Muro h= var.V-1 Alfeizer 0.90 m.2.200.100.900.220.208.002400.003801.60V-2 Alfeizer 0.90 m.1.400.100.900.140.1316.002400.004838.40V-3 Alfeizer 0.90 m.1.200.100.900.120.118.002400.002073.60V-4 Alfeizer 0.90 m.0.750.100.900.080.078.002400.001296.00V-7 Alfeizer 0.90 m.1.950.100.900.200.188.002400.003369.60V- 6Alfeizer 1.90 m.0.800.101.900.080.158.002400.002918.40V-5 Alfeizer 2.05 m.0.600.102.050.060.128.002400.002361.60EscaleraTramo inclinado1.814.00554.924017.62Descanso0.123.000.362.002400.001728.00Piso terminadoPisos465.911.00100.0046591.02Escaleras3.254.00100.001300.00CARGA VIVA94.63SobrecargaPisos465.911.00200.0093182.03Escaleras1.814.00200.001448.00
AZOTEAElementosUbicacinLargo (m)Ancho (m)Altura (m)Area (m2)Volumen (m3)Cantidad (Unid)Carga unitaria (Unid)Sub-Total (Kg)Total (Tn)CARGA MUERTA389.11Losa macizaPisos0.10479.4147.941.002400.00115058.44Muro h= 2.40 m.Pisos2.4035.6785.601.002400.00205449.59Muro h= var.V-1 Alfeizer 0.90 m.2.200.100.900.220.208.002400.003801.60V-2 Alfeizer 0.90 m.1.400.100.900.140.1316.002400.004838.40V-3 Alfeizer 0.90 m.1.200.100.900.120.118.002400.002073.60V-4 Alfeizer 0.90 m.0.750.100.900.080.078.002400.001296.00V-7 Alfeizer 0.90 m.1.950.100.900.200.188.002400.003369.60V- 6Alfeizer 1.90 m.0.800.101.900.080.158.002400.002918.40V-5 Alfeizer 2.05 m.0.600.102.050.060.128.002400.002361.60Piso terminadoPisos479.411.00100.0047941.02CARGA VIVA47.94SobrecargaPisos479.411.00100.0047941.02
CUADRO RESUMENCARGA MUERTACARGA VIVAPISO 5389.1147.94PISO 4391.5694.63PISO 3391.5694.63PISO 2391.5694.63PISO 1391.5694.63TOTAL1955.36426.46PESO SISMICO2061.9789758521Tn
Analisis estatico
ANALISIS SISMICO ESTATICOPeriodo fundamentalhn(m)=12Altura tomada desde el nivel + 0.00 m.CT=60CT= 35 Porticos, CT= 45 Porticos,cajas de ascensor y escaleras, CT= 60 Mamposteria, Muros de corteT(hn/CT)=0.20Perdo fundamentalFuerza cortante en la baseZ =0.4Factor de zonaU = 1.0Categora de la edificacinS =1.2Parametro del sueloTp(s) =0.6Parametro del sueloC (2.5xTp/T)= 7.5Factor de amplificacin ssmica C2.5C =2.5Configuracin estructuralRegularSi la configuracin estructural es irregular utilizar 0.75RR=4Coeficiente de reduccion C/R=0.63C/R 0.125 Psismico (Kg)=2061.98100%(CM) + X%(CV)V (Kg) =618.5936927556Fuerza cortante en la base estaticaDistribucin de la fuerza ssmica por altura Distribucin de la fuerza ssmica por altura T0.7; Fa=0.866031169992.7890539133hiPiFihiPiFi2.4415.221370418639.263.7415.221370418651.35415.2213704186691.3435817469691.34358174694.8415.221370418678.526.35415.221370418688.12415.2213704186691.3435817469691.34358174697.2415.2213704186117.799415.2213704186124.90415.2213704186691.3435817469691.34358174699.6415.2213704186157.0511.65415.2213704186161.67415.2213704186691.3435817469691.343581746914.3401.0934941778225.9814.3401.0934941778192.56401.0934941778667.820667806667.820667806
Excentricidad Accidental:Lx(m)=19.60Dimensin del edificio en la direccin perpendicular a la accin de la fuerza de sismoLy(m)=33.30ex (0.05Lx)=0.98Excentricidadx-xey (0.05Ly)=1.67Excentricidady-yCalculo de la deriva de entrepisosPisoComn (Comb. Sismo X+)Comn (Comb. Sismo Y+)Control de desplazamiento xControl de desplazamiento yEstado xEstado y162.9278.750.0260.033No cumpleNo cumple2102.77141.010.0170.026No cumpleNo cumple3131.61187.150.0120.019No cumpleNo cumple4146.28212.10.0060.010No cumpleNo cumpleCumpleCumple
Analisis dinamicoSuelo rgidoTp0.400Z0.400U1.000S1.000R6.000CTSa/g=ZUCS/R2.5000.0000.1672.5000.4000.1672.0000.5000.1331.4290.7000.0951.0001.0000.0670.6671.5000.0440.5002.0000.0330.3333.0000.0220.2504.0000.0170.2005.0000.0130.1676.0000.0110.1437.0000.0100.1258.0000.0080.1119.0000.007Factor de escalaVxdin.=451.67Vydin=448.060.80Vxest.=332.17709633490.80Vyest.=332.17709633490.90Vxest.=373.69923337670.90Vyest.=373.6992333767f regularxx0.7354420181f regularyy0.7413674426f irregularxx0.8273722704f irregularyy0.8340383729
Hoja1PeriodosModePeriodUXUYUZSumUXSumUYSumUZRXRYRZSumRXSumRYSumRZ10.37192519.217932.6903019.217932.6903042.137524.78325.149842.137524.78325.149820.15415843.724832.1083062.942764.7986041.672856.7930.343783.810381.57625.493530.102673.18014.5592066.122869.357800.28190.32323.32584.092281.899228.818540.0913821.46650.8888067.589370.246605.55616.165528.816189.648488.064757.634550.06777816.501413.2003084.090783.446909.572511.227924.687799.220999.292682.322260.0554384.74843.7775088.839187.224400.14940.48991.315599.370399.782583.637770.0469581.35871.2815090.197888.50600.25920.00938.078599.629599.791991.716280.0361250.15715.7007090.354994.206700.26690.02330.007799.896499.815291.723990.0331155.94820.6565096.303194.863300.0320.06240.000699.928499.877691.7245100.0238980.01380.0569096.316994.920200.01910.02451.970899.947599.902193.6953110.0224510.31470.9044096.631695.824600.00130.00891.12299.948899.91194.8174120.0218351.22852.0866097.860297.911200.00080.01843.823499.949699.929398.6408130.0194281.38070.9313099.240998.842500.02050.05170.019399.970199.98198.6601140.0172050.07680.1548099.317798.997300.0040.0020.154599.974199.98398.8146150.013790.39130.2045099.708999.201800.00290.0008099.97799.983898.8146160.0129420.16810.5505099.87799.752300.0210.01220.926699.997999.99699.7412170.0114660.01730.0139099.894399.766200.00020.00040.002199.998199.996499.7433180.0109610.03950.0056099.933899.771700.000700.006799.998899.996499.7501
Txx=0.154158Tp= 0.4C2.5Tyy=0.371925Cxx=6.4868511527Cyy=2.6887141225Masas sismicas por pisoStoryDiaphragmMassXMassYMMIXMYMPeso simisco (Tnf )hi (m)STORY6AZOTEA6.34736.3473152.5776.1936.4962.26701316.95STORY5TECHO519.773919.7739870.20917.9895.747193.98195914.3STORY4TECHO421.808321.80831057.63497.7795.878213.93942311.65STORY3TECHO321.928621.92861055.51577.7575.858215.1195669STORY2TECHO221.928621.92861055.51577.7575.858215.1195666.35STORY1TECHO124.090224.09021164.26147.5646.014236.3248623.7Total =1136.752389tn.Cortante basal para el caso estaticoVxest.=189.4587315Vyest.=189.4587315Vxdin.=100.68Vydin=95.25Txx=0.154158Tyy=0.3719250.80Vxest.=151.56698520.80Vyest.=151.5669852Z=0.4Z=0.40.90Vxest.=170.512858350.90Vyest.=170.51285835U=1U=1f regularxx1.5054329082f regularyy1.5912544378Cxx=2.5Cyy=2.5f irregularxx1.6936120218f irregularyy1.7901612425S=1S=1P=1136.752389P=1136.752389Rxx=6Ryy=6Cortante basal para el caso dinamicoStoryLoadLocPVXVYTMXMYSTORY6SISMOXXTop013.6612.98172.200STORY6SISMOXXBottom013.6612.98172.234.39936.191STORY6SISMOYYTop013.0411.5144.57500STORY6SISMOYYBottom013.0411.5144.57530.46934.567STORY5SISMOXXTop038.2336.08488.42234.39936.191STORY5SISMOXXBottom038.2336.08488.422125.562134.709STORY5SISMOYYTop036.3836.29453.22930.46934.567STORY5SISMOYYBottom036.3836.29453.229124.815126.402STORY4SISMOXXTop061.2757.35787.231125.562134.709STORY4SISMOXXBottom061.2757.35787.231275.438294.395STORY4SISMOYYTop057.2858.48738.595124.815126.402STORY4SISMOYYBottom057.2858.48738.595278.42275.939STORY3SISMOXXTop079.4573.29997.791275.438294.395STORY3SISMOXXBottom079.4573.29997.791467.651501.636STORY3SISMOYYTop073.1875.68941.427278.42275.939STORY3SISMOYYBottom073.1875.68941.427476.797466.978STORY2SISMOXXTop092.3584.411135.291467.651501.636STORY2SISMOXXBottom092.3584.411135.291688.447741.508STORY2SISMOYYTop084.3587.621069.468476.797466.978STORY2SISMOYYBottom084.3587.621069.468705.121686.931STORY1SISMOXXTop0100.6890.611217.687688.447741.508STORY1SISMOXXBottom0100.6890.611217.6871019.4751105.051STORY1SISMOYYTop090.6195.251149.633705.121686.931STORY1SISMOYYBottom090.6195.251149.6331049.1611017.393
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