COLUMNA2ANALISIS DE COLUMNAS RECTANGULARESCON VARILLAS EN DOS CARASProyecto:Elemento 2 (Seccin 1-1 prtico P-6)d"eb=40.00cmhh=60.00cmd=55.00cmd' =5.00cmbAs =12.99cm2AsA'sPuAs' =12.99cm2f 'c=210.00kg/cm2fy=4200.00kg/cm2d'd=1.1%cuantaEs=2,000,000kg/cm2 (Mdulo elasticidad acero)d'' =25cm (centroide plstico)=0.7b1=0.85FALLA BALANCEADACoordenadas del punto balancecb=32.35cmPb=196.35tonAP =0.37Mb=59.19ton-mAM =2.10Puce'SeScf 'sf sMuPu diseoMu diseoMu (Aprox.)toncmcmkg/cm2kg/cm2ton-mtonton-mton-m532.884,200.004,200.000.00298.410.000.00499.2370.450.00279-0.0006670.454,200.00-1,315.969.61298.416.735.92465.5765.640.00277-0.0004965.644,200.00-972.7118.86298.4113.2011.84431.9260.930.00275-0.0002960.934,200.00-583.8526.92298.4118.8517.76398.2756.330.00273-0.0000756.334,200.00-141.7033.90278.7923.7323.67364.6151.860.002710.0001851.864,200.00362.6939.86255.2327.9129.59330.9647.550.002680.0004747.554,200.00939.4444.94231.6731.4635.51297.3143.420.002650.0008043.424,200.001,599.7449.26208.1234.4841.43263.6639.500.002620.0011839.504,200.002,355.4852.96184.5637.0747.35230.0035.800.002580.0016135.804,200.003,218.5656.22161.0039.3553.27196.3532.350.002540.0021032.354,200.004,200.0059.19137.4541.4359.19171.8126.850.002440.0031528.314,200.004,200.0058.15120.2640.7155.31147.2623.180.002350.0041224.264,200.004,200.0056.27103.0839.3951.43122.7219.640.002240.0054020.224,200.004,200.0053.5585.9037.4847.5598.1816.270.002080.0071416.274,156.154,200.0049.9368.7234.9543.6873.6313.160.001860.0095413.163,720.234,200.0045.2151.5431.6539.8049.0910.410.001560.0128610.413,117.084,200.0039.9234.3630.4835.9224.548.110.001150.017358.112,300.634,200.0034.1817.1828.4332.040.006.320.000620.023136.321,249.524,200.0028.170.0025.3528.17-109.120.004,200.004,200.000.00-98.200.000.00MOMENTOS Y FUERZA AXIALES ANALISIS SAP2000ABAJOARRIBAMUERTAVIVA1VIVA2SISMOMUERTAVIVA1VIVA2SISMOMOMENTOS-1.05-0.650.2216.542.041.34-0.49-4.01AXIAL-62.76-7.61-6.3116.01ALTURA2.75mEc=220,000kg/cm2AXIALM3 abajoM3 arribaCmPcnsM3 abajoM3 arribaCOMB1119.20-3.934.590.404620.051.003.934.59COMB2107.84-3.565.470.404414.861.003.565.47COMB3105.50-3.483.480.404369.691.003.483.48COMB475.8418.83-2.500.554134.471.0018.832.50COMB5115.86-22.538.630.454930.511.0022.538.63COMB667.9518.55-2.240.554134.471.0018.552.24COMB766.3319.64-3.080.544134.471.0019.643.08COMB8107.98-22.809.240.444789.261.0022.809.24COMB9106.35-21.716.950.474758.661.0021.716.95COMB1036.4719.73-3.180.544134.471.0019.733.18COMB1176.50-21.626.850.474756.671.0021.626.85

DIAGRAMA2532.87857532.87857119.196119.196298.4119992499.225713499.225713107.838107.838298.4119992465.572856465.572856105.498105.498298.4119992431.919999431.91999975.837575.8375298.4119992398.267142398.267142115.8625115.8625278.7869994364.614285364.61428567.9567.95255.2299995330.961428330.96142866.32566.325231.6729996297.308571297.308571107.975107.975208.1159997263.655714263.655714106.35106.35184.5589998230.002857230.00285736.471536.4715161.0019999196.35196.3576.496576.4965137.445171.80625171.80625120.264375147.2625147.2625103.08375122.71875122.7187585.90312598.17598.17568.722573.6312573.6312551.54187549.087549.087534.3612524.5437524.5437517.180625000-109.116-109.116-98.2044

MOMENTO (ton-m)FUERZA AXIAL (ton)DIAGRAMA DE INTERACCION

ACEROBARRA DE CONSTRUCCIONDIMENSIONES Y PESOSACEROS AREQUIPASIDERPERUNoDIAMETROAREAPESOAREAPESOAREAcm2kg/mcm2kg/mpulg2LISO 6 mm0.280.220.280.22LISO 1/4"0.320.250.320.25 8 mm0.500.400.500.393 3/8"0.710.560.710.560.11 12 mm1.130.891.130.894 1/2"1.290.991.270.990.205 5/8"2.001.551.981.550.316 3/4"2.842.242.852.240.448 1"5.103.975.073.980.7911 1 3/8"10.067.919.587.911.48EQUIVALENCIAS ENTRE UNIDADES1 Lb/plg2=0.00689N/mm23.486.51 Lb/plg2=0.07031kg/cm22.585.231 N/mm2=10.2041kg/cm2MATERIALMKSS.I.INGLESkg/cm2N/mm2Kips/plg2f'c=21020.63Ec=200,00019,6002,8453,000fy=4,20041260Es=2,000,000196,00028,44530,000