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