DISEÑO COLUMNAS
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ANALISIS DE COLUMNAS RECTANGULARES CON VARILLAS EN DOS CARAS Calculo de columna tipica e b= 25.00 cm h h= 50.00 cm d= 44.05 cm d' = 5.00 cm b As = 5.70 cm2 As As Pu As' = 5.70 cm2 f 'c= 210.00 kg/cm2 fy= 4200.00 kg/cm2 d' d δ= 1.2% cuantía Es= ### kg/cm2 (Módulo elasticidad acero) d'' = 19.13 cm (centroide plástico) Φ= 0.7 0.85 FALLA BALANCEADA Coordenadas del punto balance 25.91 cm 98.29 ton 0.37 23.01 ton-m 2.32 Pu c c f 's f s Mu ton cm cm kg/cm2 kg/cm2 ton-m 268.97 4,200.00 4,200.00 0.00 251.90 57.94 0.00274 -0.00072 57.94 4,200.00 -1,438.19 3.84 234.83 53.95 0.00272 -0.00055 53.95 4,200.00 -1,100.57 7.64 217.77 50.02 0.00270 -0.00036 50.02 4,200.00 -716.38 10.92 200.70 46.18 0.00268 -0.00014 46.18 4,200.00 -277.09 13.73 183.63 42.44 0.00265 0.00011 42.44 4,200.00 227.44 16.09 166.56 38.82 0.00261 0.00040 38.82 4,200.00 809.14 18.05 149.49 35.33 0.00258 0.00074 35.33 4,200.00 1,481.67 19.65 132.42 32.00 0.00253 0.00113 32.00 4,200.00 2,260.27 20.97 115.35 28.85 0.00248 0.00158 28.85 4,200.00 3,161.07 22.06 98.29 25.91 0.00242 0.00210 25.91 4,200.00 4,200.00 23.01 86.00 22.02 0.00232 0.00300 22.67 4,200.00 4,200.00 22.49 73.71 19.09 0.00221 0.00392 19.43 4,200.00 4,200.00 21.63 61.43 16.26 0.00208 0.00513 16.26 4,155.22 4,200.00 20.40 49.14 13.57 0.00189 0.00674 13.57 3,789.65 4,200.00 18.74 36.86 11.08 0.00165 0.00893 11.08 3,292.55 4,200.00 16.81 24.57 8.86 0.00131 0.01191 8.86 2,614.30 4,200.00 14.66 12.29 6.99 0.00085 0.01591 6.99 1,706.08 4,200.00 12.33 0.00 5.50 0.00027 0.02104 5.50 542.17 4,200.00 9.90 -64.51 0.00 4,200.00 4,200.00 0.00 MOMENTOS Y FUERZA AXIALES ANALISIS SAP2000 ABAJO ARRIBA MUERTA VIVA1 VIVA2 SISMO MUERTA VIVA1 VIVA2 MOMENTOS -1.05 -0.65 0.22 16.54 2.04 1.34 -0.49 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 COMB1 119.20 -3.58 4.59 0.40 1671.03 1.00 3.58 COMB2 107.84 -3.24 5.47 0.40 1596.81 1.00 3.24 COMB3 105.50 -3.16 3.16 0.40 1580.47 1.00 3.16 COMB4 75.84 18.83 -2.28 0.55 1495.39 1.00 18.83 COMB5 115.86 -22.53 8.63 0.45 1783.31 1.00 22.53 COMB6 67.95 18.55 -2.04 0.56 1495.39 1.00 18.55 COMB7 66.33 19.64 -3.08 0.54 1495.39 1.00 19.64 COMB8 107.98 -22.80 9.24 0.44 1732.23 1.00 22.80 COMB9 106.35 -21.71 6.95 0.47 1721.16 1.00 21.71 OBRA: "CONSTRUCCION Y EQUIPAMIENTO DE LA IES RAMON CASTILLA - CHICOLON BAJO, CP. LLAUCAN, HUALGAYOC - CAJAMARCA" b1= cb= Pb= AP = Mb= AM = e'S eS
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DISEÑO DE COLUMNAS
Transcript of DISEÑO COLUMNAS
COLUMNA2ANALISIS DE COLUMNAS RECTANGULARESCON VARILLAS EN DOS CARASOBRA: "CONSTRUCCION Y EQUIPAMIENTO DE LA IES RAMON CASTILLA - CHICOLON BAJO, CP. LLAUCAN, DISTRITO BAMBAMARCA, PROVINCIA HUALGAYOC - CAJAMARCA"Calculo de columna tipicad"eb=25.00cmhh=50.00cm4 3/4"d=44.05cm2 5/8"d' =5.00cmbAs =5.70cm2As As1A'sPuAs =5.70cm2As' =5.70cm2As' =5.70cm2f 'c=210.00kg/cm2As1 =3.96cm2fy=4200.00kg/cm2d'd=1.2%cuantaEs=2,000,000kg/cm2 (Mdulo elasticidad acero)d'' =19.13cm (centroide plstico)=0.7b1=0.85FALLA BALANCEADACoordenadas del punto balancecb=25.91cmPb=98.29tonAP =0.37Mb=23.01ton-mAM =2.32Puce'SeScf 'sf sMuPu diseoMu diseoMu (Aprox.)toncmcmkg/cm2kg/cm2ton-mtonton-mton-m268.974,200.004,200.000.00150.620.000.00251.9057.940.00274-0.0007257.944,200.00-1,438.193.84150.622.692.30234.8353.950.00272-0.0005553.954,200.00-1,100.577.64150.625.354.60217.7750.020.00270-0.0003650.024,200.00-716.3810.92150.627.656.90200.7046.180.00268-0.0001446.184,200.00-277.0913.73140.499.619.21183.6342.440.002650.0001142.444,200.00227.4416.09128.5411.2611.51166.5638.820.002610.0004038.824,200.00809.1418.05116.5912.6313.81149.4935.330.002580.0007435.334,200.001,481.6719.65104.6413.7616.11132.4232.000.002530.0011332.004,200.002,260.2720.9792.7014.6818.41115.3528.850.002480.0015828.854,200.003,161.0722.0680.7515.4420.7198.2925.910.002420.0021025.914,200.004,200.0023.0168.8016.1123.0186.0022.020.002320.0030022.674,200.004,200.0022.4960.2015.7421.3873.7119.090.002210.0039219.434,200.004,200.0021.6351.6015.1419.7461.4316.260.002080.0051316.264,155.224,200.0020.4043.0014.2818.1049.1413.570.001890.0067413.573,789.654,200.0018.7434.4013.1216.4636.8611.080.001650.0089311.083,292.554,200.0016.8125.8011.8314.8224.578.860.001310.011918.862,614.304,200.0014.6617.2011.2713.1812.296.990.000850.015916.991,706.084,200.0012.338.6010.2911.540.005.500.000270.021045.50542.174,200.009.900.008.919.90-64.510.004,200.004,200.000.00-58.060.000.00MOMENTOS 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 arribaCOMB1119.20-3.584.590.401671.031.003.584.59COMB2107.84-3.245.470.401596.811.003.245.47COMB3105.50-3.163.160.401580.471.003.163.16COMB475.8418.83-2.280.551495.391.0018.832.28COMB5115.86-22.538.630.451783.311.0022.538.63COMB667.9518.55-2.040.561495.391.0018.552.04COMB766.3319.64-3.080.541495.391.0019.643.08COMB8107.98-22.809.240.441732.231.0022.809.24COMB9106.35-21.716.950.471721.161.0021.716.95COMB1036.4719.73-3.180.541495.391.0019.733.18COMB1176.50-21.626.850.471720.441.0021.626.85
DIAGRAMA2268.9701268.9701119.196119.196150.623256251.90174625251.90174625107.838107.838150.623256234.8333925234.8333925105.498105.498150.623256217.76503875217.7650387575.837575.8375150.623256200.696685200.696685115.8625115.8625140.4876795183.62833125183.6283312567.9567.95128.539831875166.5599775166.559977566.32566.325116.59198425149.49162375149.49162375107.975107.975104.644136625132.42327132.42327106.35106.3592.696289115.35491625115.3549162536.471536.471580.74844137598.286562598.286562576.496576.496568.8005937586.000742187586.000742187560.200519531373.71492187573.71492187551.600445312561.429101562561.429101562543.000371093749.1432812549.1432812534.40029687536.857460937536.857460937525.800222656224.57164062524.57164062517.200148437512.285820312512.28582031258.6000742188000-64.512-64.512-58.0608
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
