columnas1PREDIMENCIONAMIENTO DE COLUMNASCOLUMNAS DE ESQUINA C - 1P.G =A * WA =Area tributariaW =Carga de Servicio en todos los niveles sobre la columnaC1 - 5AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada1.881.61.00300.00902.40Vig. "X"1.60.200.301.002400.00230.40Vig. "Y"1.880.200.301.002400.00270.72Acabados1.881.601.00100.00300.80Tabiqueria1.881.601.00120.00360.96S/C Techo1.881.601.00150.00451.202516.48A=3.9311b * h =1.5 * P.G.P.G =9892.5345280.2 * F'cF'c =210b * h =353.3048cm218.796404033USAR(25 * 25)Por metodo ConstructivoC1 - 4AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada1.881.601.00300.00902.40Vig. "X"1.600.200.301.002400.00230.40Vig. "Y"1.880.200.301.002400.00270.72Acabados1.881.601.00120.00360.96Tabiqueria1.881.601.00100.00300.80Columna3.000.250.251.002400.00450.00S/C1.881.601.00300.00902.403417.68b * h =1.5 * P.G.P.G =13310.2145280.2 * F'cF'c =210b * h =475.3648cm221.8028623023USAR(25 * 25)Por metodo ConstructivoC1 - 3AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada1.881.601.00300.00902.40Vig. "X"1.600.200.301.002400.00230.40Vig. "Y"1.880.200.301.002400.00270.72Acabados1.881.601.00120.00360.96Tabiqueria1.881.601.00100.00300.80Columna3.000.250.251.002400.00450.00S/C1.881.601.00300.00902.403417.68b * h =1.5 * P.G.P.G =16727.8945280.2 * F'cF'c =210b * h =597.4248cm224.4422749467(25*30)USAR(25 *25)Por metodo ConstructivoC1 - 2AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada1.881.601.00300.00902.40Vig. "X"1.600.200.301.002400.00230.40Vig. "Y"1.880.200.301.002400.00270.72Acabados1.881.601.00120.00360.96Tabiqueria1.881.601.00100.00300.80Columna3.000.250.251.002400.00450.00S/C1.881.601.00300.00902.403417.68b * h =1.5 * P.G.P.G =20145.5745280.2 * F'cF'c =210b * h =719.4848cm226.823213912USAR(30 * 30)Por metodo ConstructivoC1 - 1AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada1.881.601.00300.00902.40Vig. "X"1.600.200.301.002400.00230.40Vig. "Y"1.880.200.301.002400.00270.72Acabados1.881.601.00120.00360.96Tabiqueria1.881.601.00100.00300.80Columna3.000.250.251.002400.00450.00S/C1.881.601.00300.00902.403417.68b * h =1.5 * P.G.P.G =23563.2545280.2 * F'cF'c =210b * h =841.5448cm229.0093916615USAR(30 * 30)Por metodo Constructivo

&L

UNH&R

ING. CIVIL&LALEX SONCCO BENDEZU&RCONCRETO ARMADO II

columnas2COLUMNAS LATERALES C-2P.G =A * WA =Area tributariaW =Carga de Servicio en todos los niveles sobre la columnaC2 - 5AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada3.711.5013001669.5Vig. "X"1.500.200.3012400216Vig. "Y"3.710.200.3012400534.24Acabados3.711.501100556.5Tabiqueria3.711.501120667.8S/C Techo3.711.501150834.754478.79b * h =1.25 * P.G.P.G =4478.790.25 * F'cF'c =210b * h =106.6379cm210.3265607606USAR(25 * 25)Por metodo ConstructivoC2 - 4AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada3.711.5013001669.5Vig. "X"1.500.200.3012400216Vig. "Y"3.710.200.3012400534.24Acabados3.711.51120667.8Tabiqueria3.711.51120667.8Columna3.000.250.2512400450S/C3.711.513001669.55874.84b * h =1.25 * P.G.P.G =10353.630.25 * F'cF'c =210b * h =246.5150cm215.7007961582USAR(25 * 25)Por metodo ConstructivoC2 - 3AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada3.711.5013001669.5Vig. "X"1.500.200.3012400216Vig. "Y"3.710.200.3012400534.24Acabados3.711.51120667.8Tabiqueria3.711.51120667.8Columna3.000.250.2512400450S/C3.711.513001669.55874.84b * h =1.25 * P.G.P.G =16228.470.25 * F'cF'c =210b * h =386.3921cm219.656859944USAR(25 * 25)Por metodo ConstructivoC2 - 2AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada3.711.5013001669.5Vig. "X"1.500.200.3012400216Vig. "Y"3.710.200.3012400534.24Acabados3.711.51120667.8Tabiqueria3.711.51120667.8Columna3.000.250.2512400450S/C3.711.513001669.55874.84b * h =1.25 * P.G.P.G =22103.310.25 * F'cF'c =210b * h =526.2693cm222.9405598387USAR(25 * 30)Por metodo ConstructivoC2 - 1AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada3.711.5013001669.5Vig. "X"1.500.200.3012400216Vig. "Y"3.710.200.3012400534.24Acabados3.711.51120667.8Tabiqueria3.711.51120667.8Columna3.000.250.2512400450S/C3.711.513001669.55874.84b * h =1.25 * P.G.P.G =27978.150.25 * F'cF'c =210b * h =666.1464cm225.8098126412USAR(25 * 30)Por metodo Constructivo

columnas3COLUMNAS CENTRALES C - 3P.G =A * WA =Area tributariaW =Carga de Servicio en todos los niveles sobre la columnaC3 - 5AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada3.713.2513003617.25Vig. "X"3.250.200.3012400468Vig. "Y"3.710.200.3012400534.24Acabados3.713.2511001205.75Tabiqueria3.713.2511201446.9S/C Techo3.713.2511501808.6259080.765b * h =1.1 * P.G.P.G =9080.7650.3 * F'cF'c =210b * h =158.5530cm212.5917846107USAR(25 * 25)Por metodo ConstructivoC3 - 4AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada3.713.2513003617.25Vig. "X"3.250.200.3012400468Vig. "Y"3.710.200.3012400534.24Acabados3.713.2511001205.75Tabiqueria3.713.2511201446.9Columna3.000.250.2512400450S/C3.713.2513003617.2511339.39b * h =1.1 * P.G.P.G =20420.1550.3 * F'cF'c =210b * h =356.5424cm218.8823300704USAR(25 * 25)Por metodo ConstructivoC3 - 3AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada3.713.2513003617.25Vig. "X"3.250.200.3012400468Vig. "Y"3.710.200.3012400534.24Acabados3.713.2511201446.9Tabiqueria3.713.2511001205.75Columna3.000.250.2512400450S/C3.713.2513003617.2511339.39b * h =1.1 * P.G.P.G =31759.5450.3 * F'cF'c =210b * h =554.5317cm223.5484975762USAR(25 * 25)C3 - 2AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada3.713.2513003617.25Vig. "x"3.250.200.4012400624Vig. "Y"3.710.200.85124001513.68Acabados3.713.2511201446.9Tabiqueria3.713.2511001205.75Columna3.000.250.5512400990S/C3.713.2513003617.2513014.83b * h =1.1 * P.G.P.G =44774.3750.3 * F'cF'c =210b * h =781.7748cm227.9602360789USAR(30 * 35)Por metodo ConstructivoC3 - 1AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada3.713.2513003617.25Vig. "X"3.250.200.4012400624Vig. "Y"3.710.200.85124001513.68Acabados3.713.2511201446.9Tabiqueria3.713.2511201446.9Columna3.000.250.5512400990S/C3.713.2513003617.2513255.98b * h =1.1 * P.G.P.G =58030.3550.3 * F'cF'c =210b * h =1013.2284cm231.8312491215USAR(30 * 35)Por metodo Constructivo

Pesos por pisoCALCULO DE LOS PESOS POR PISOQuinto NivelPeso (Kg/m2)AREALongitudPeso Parcial.Peso Losa300.00113.478834043.64Peso Vigax2400.000.2259.004860y2400.000.22512.876949.8Peso ColumnasC - 12400.000.253.001800C - 22400.000.6253.004500C - 32400.000.3753.002700Peso Acabados100.00135.251813525.18Peso Tabuiqueria120.00135.251816230.21625% S.C.37.50135.25185071.9425TOTAL89680.778589.6807785Cuarto NivelPeso (Kg/m2)AREALongitudPeso Parcial.Peso Losa300.00113.478834043.64Peso Vigax2400.000.2259.004860y2400.000.22512.876949.8Peso ColumnasC - 12400.000.253.001800C - 22400.000.6253.004500C - 32400.000.3753.002700Peso Acabados100.00135.251813525.18Peso Tabuiqueria120.00135.251816230.21625% S.C.87.50135.251811834.5325TOTAL96443.368596.4433685Tercer NivelPeso (Kg/m2)AREALongitudPeso Parcial.Peso Losa300.00113.478834043.64Peso Vigax2400.000.2259.004860y2400.000.22512.876949.8Peso ColumnasC - 12400.000.253.001800C - 22400.000.6253.004500C - 32400.000.3753.002700Peso Acabados100.00135.251813525.18Peso Tabuiqueria120.00135.251816230.21625% S.C.87.50135.251811834.5325TOTAL96443.368596.4433685Segundo NivelPeso (Kg/m2)AREALongitudPeso Parcial.Peso Losa300.00113.478834043.64Peso Vigax2400.000.2259.004860y2400.000.22512.876949.8Peso ColumnasC - 12400.000.363.002592C - 22400.000.753.005400C - 32400.000.633.004536Peso Acabados100.00135.251813525.18Peso Tabuiqueria120.00135.251816230.21625% S.C.87.50135.251811834.5325TOTAL99971.368599.9713685Primer NivelPeso (Kg/m2)AREALongitudPeso Parcial.Peso Losa300.00113.478834043.64Peso Vigax2400.000.2259.004860y2400.000.22512.876949.8Peso ColumnasC - 12400.000.363.002592C - 22400.000.753.005400C - 32400.000.633.004536Peso Acabados100.00135.251813525.18Peso Tabuiqueria120.00135.251816230.21625% S.C.87.50135.251811834.5325TOTAL99971.368599.9713685DISTRIBUCION DE FUERZAS EN CADA NIVELNIVELPi(tn)Hi(m)Pi*HiPi*Hi/totalVi (tn)589.68151345.2120.31510.20496.44121157.3200.2718.78396.449867.9900.2036.58299.976599.8280.1404.55199.973299.9140.0702.27482.514270.26532.39okey !!32.39

Cortante basalCALCULO DE LA CORTANTE BASALDONDE :Z =Factor de zonaU =Factor de uso e importanciaC =Coeficiente de amplificacin sismicaS =Factor de sueloR =Coeficiente de ReduccinP =Peso Total de la edificacinDONDE :Tps =Periodo que define la plataforma de espectro para cada tipo de sueloT =Periodo Fundamental de la EstructuraDONDE :hn =Altura total de la edificacin en metrosCt =Coeficiente para estimar el periodo predominante de un edificioCALCULOS :hn =15Altura total del EdificioCt =35Por RNE- E.030T =0.43Tps =0.4Suelo DuroT =0.43C =2.29correctoZ =0.3Zona 2U =1AlmacenesC =2.29S =1Suelos RigidosR =10Concreto ArmadoP =470.70ToneladasV =32.39toneladas

V = ZUCS * P RC = 2.5 * Tp(s) , C