DISEÑO COLUMNAS
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ANALISIS DE COLUMNAS RECTANGULARES CON VARILLAS EN DOS CARAS Proyecto: Elemento 2 (Sección 1-1 pórtico P-6) e b= 40.00 cm h h= 60.00 cm d= 55.00 cm d' = 5.00 cm b As = 12.99 cm2 As Pu As' = 12.99 cm2 f 'c= 210.00 kg/cm2 fy= 4200.00 kg/cm2 d' d δ= 1.1% cuantía Es= ### kg/cm2 (Módulo elasticidad acero) d'' = 25 cm (centroide plástico) Φ= 0.7 0.85 FALLA BALANCEADA Coordenadas del punto balance 32.35 cm 196.35 ton 0.37 59.19 ton-m 2.10 Pu c c f 's f s Mu Pu diseño ton cm cm kg/cm2 kg/cm2 ton-m ton 532.88 4,200.00 4,200.00 0.00 298.41 499.23 70.45 0.00279 -0.00066 70.45 4,200.00 -1,315.96 9.61 298.41 465.57 65.64 0.00277 -0.00049 65.64 4,200.00 -972.71 18.86 298.41 431.92 60.93 0.00275 -0.00029 60.93 4,200.00 -583.85 26.92 298.41 398.27 56.33 0.00273 -0.00007 56.33 4,200.00 -141.70 33.90 278.79 364.61 51.86 0.00271 0.00018 51.86 4,200.00 362.69 39.86 255.23 330.96 47.55 0.00268 0.00047 47.55 4,200.00 939.44 44.94 231.67 297.31 43.42 0.00265 0.00080 43.42 4,200.00 1,599.74 49.26 208.12 263.66 39.50 0.00262 0.00118 39.50 4,200.00 2,355.48 52.96 184.56 230.00 35.80 0.00258 0.00161 35.80 4,200.00 3,218.56 56.22 161.00 196.35 32.35 0.00254 0.00210 32.35 4,200.00 4,200.00 59.19 137.45 171.81 26.85 0.00244 0.00315 28.31 4,200.00 4,200.00 58.15 120.26 147.26 23.18 0.00235 0.00412 24.26 4,200.00 4,200.00 56.27 103.08 122.72 19.64 0.00224 0.00540 20.22 4,200.00 4,200.00 53.55 85.90 98.18 16.27 0.00208 0.00714 16.27 4,156.15 4,200.00 49.93 68.72 73.63 13.16 0.00186 0.00954 13.16 3,720.23 4,200.00 45.21 51.54 49.09 10.41 0.00156 0.01286 10.41 3,117.08 4,200.00 39.92 34.36 24.54 8.11 0.00115 0.01735 8.11 2,300.63 4,200.00 34.18 17.18 0.00 6.32 0.00062 0.02313 6.32 1,249.52 4,200.00 28.17 0.00 -109.12 0.00 4,200.00 4,200.00 0.00 -98.20 MOMENTOS Y FUERZA AXIALES ANALISIS SAP2000 ABAJO ARRIBA MUERTA VIVA1 VIVA2 SISMO MUERTA VIVA1 VIVA2 SISMO MOMENTOS -1.05 -0.65 0.22 16.54 2.04 1.34 -0.49 -4.01 AXIAL -62.76 -7.61 -6.31 16.01 ALTURA 2.75 m Ec= 220,000 kg/cm2 AXIAL M3 abajo M3 arriba Cm Pc δns M3 abajo M3 arriba COMB1 119.20 -3.93 4.59 0.40 4620.05 1.00 3.93 4.59 COMB2 107.84 -3.56 5.47 0.40 4414.86 1.00 3.56 5.47 COMB3 105.50 -3.48 3.48 0.40 4369.69 1.00 3.48 3.48 COMB4 75.84 18.83 -2.50 0.55 4134.47 1.00 18.83 2.50 COMB5 115.86 -22.53 8.63 0.45 4930.51 1.00 22.53 8.63 COMB6 67.95 18.55 -2.24 0.55 4134.47 1.00 18.55 2.24 COMB7 66.33 19.64 -3.08 0.54 4134.47 1.00 19.64 3.08 COMB8 107.98 -22.80 9.24 0.44 4789.26 1.00 22.80 9.24 COMB9 106.35 -21.71 6.95 0.47 4758.66 1.00 21.71 6.95 COMB10 36.47 19.73 -3.18 0.54 4134.47 1.00 19.73 3.18 COMB11 76.50 -21.62 6.85 0.47 4756.67 1.00 21.62 6.85 b1= cb= Pb= AP = Mb= AM = e'S eS
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Transcript of DISEÑO COLUMNAS
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
