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)Concreto armado2400Kg/m30.170.0528074 o menos30Concreto simple con grava2300Kg/m30.200.0530075 a 14960Albailera unidades de arcilla solida1800Kg/m30.250.05350150 a 24990Albailera unidades de arcilla hueca1350Kg/m30.300.05420250 a 399150Tarrajeo con cemento2000Kg/m3MaterialesPesoUnidad400 a 549210Agua 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 2 -4 ElementosUbicacinLargo (m)Ancho (m)Altura (m)Area (m2)Volumen (m3)Cantidad (Unid)Carga unitaria (Unid)Sub-Total (Kg)Total (Kg)CARGA MUERTA392294.00Losa macizaArea total por piso0.10465.9146.591.002400.00111818.44Muro h= 2.40 m.Area total por piso2.4035.6785.601.002400.00205449.59Muro h= var.Area total por piso2.050.480.981.002400.002361.60Area total por piso1.900.641.221.002400.002918.40Area total por piso0.907.126.411.002400.0015379.20EscaleraArea lateral de tramo 11.200.360.432.002400.002073.60Area lateral de tramo 21.200.360.432.002400.002073.60Area en planta descanso0.123.000.362.002400.001728.00Piso terminadoArea total por piso465.911.00100.0046591.02Escalera (Se considera area de pasos, contrapasos y descanso)9.502.00100.001900.56CARGA VIVA95834.03SobrecargaArea total por piso465.911.00200.0093182.03Area en planta de escalera (Solo se considera area de pasos y descanso)6.632.00200.002652.00

AZOTEA 5ElementosUbicacinLargo (m)Ancho (m)Altura (m)Area (m2)Volumen (m3)Cantidad (Unid)Carga unitaria (Unid)Sub-Total (Kg)Total (Kg)CARGA MUERTA261520.00Losa aligerada ALIG1.6.0x3.0x0.206.003.0018.004.00300.0021600.00Losa macizaMAC1.4.0x4.0x0.154.004.000.152.404.002400.0023040.00ColumnaC1.0.50X0.500.500.502.700.6840.002400.0064800.00VigaV1.0.25X0.500.500.255.000.6330.002400.0045000.00V2.0.25X0.600.600.256.000.9030.002400.0064800.00PlacaPL1-0.25X4.00.254.002.702.706.002400.0038880.00TabiqueriaTAB1.AcabadosALIG1.6.0x3.0x0.206.003.0018.00100.001800.00MAC1.4.0x4.0x0.154.004.0016.00100.001600.00CARGA VIVA6800.00SobrecargaALIG1.6.0x3.0x0.206.003.0018.00200.003600.00MAC1.4.0x4.0x0.154.004.0016.00200.003200.00

CUADRO RESUMENCARGA MUERTACARGA VIVAPISO 5392294.0095834.03PISO 4261520.006800.00PISO 3261520.006800.00PISO 2261520.006800.00PISO 1TOTAL1176854.00116234.03

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)=1136.75100%(CM) + X%(CV)V (Kg) =341.0257167Fuerza cortante en la base estaticaDistribucin de la fuerza ssmica por altura Distribucin de la fuerza ssmica por altura T0.7; Fa=0.477436003451.153857505hiPiFihiPiFi3.7236.32486228.403.700.006.35215.11956649.336.3526322043.599215.11956669.92926322061.7811.65213.93942390.0111.6526322079.9714.3193.981959100.1814.3416252.51054364155.7016.9562.26701338.1216.95

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 y162.9278.750.0170.021No cumpleNo cumple2102.77141.010.0110.017No cumpleNo cumple3131.61187.150.0080.012No cumpleNo cumple4146.28212.10.0040.007CumpleCumple

Analisis dinamicoSuelo intermedioTp0.600Z0.400U1.000S1.200R4.000CTSa/g=ZUCS/R2.5000.0000.3002.5000.6000.3001.8750.8000.2251.5001.0000.1801.1111.3500.1330.9091.6500.1090.7502.0000.0900.5003.0000.0600.3754.0000.0450.3005.0000.0360.2506.0000.0300.2147.0000.0260.1888.0000.0230.1679.0000.020

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