Espectro NSR10Aa =0.25Espectro de diseoAv =0.25NSR10Fa =1.15BucaramangaFv =1.55Grupo II =1Suelo tipo CTo =0.1347826087Tc =0.6469565217TL =3.72Sa,i =0.2875Sa,max =0.71875Kn =0.465Kmin =1.7298DT =0.05TSaSa00.718750.28750.050.718750.44747983870.10.718750.60745967740.150.718750.718750.20.718750.718750.250.718750.718750.30.718750.718750.350.718750.718750.40.718750.718750.450.718750.718750.50.718750.718750.550.718750.718750.60.718750.718750.650.71538461540.71538461540.70.66428571430.66428571430.750.620.620.80.581250.581250.850.54705882350.54705882350.90.51666666670.51666666670.950.48947368420.489473684210.4650.4651.050.44285714290.44285714291.10.42272727270.42272727271.150.40434782610.40434782611.20.38750.38751.250.3720.3721.30.35769230770.35769230771.350.34444444440.34444444441.40.33214285710.33214285711.450.32068965520.32068965521.50.310.311.550.30.31.60.2906250.2906251.650.28181818180.28181818181.70.27352941180.27352941181.750.26571428570.26571428571.80.25833333330.25833333331.850.25135135140.25135135141.90.24473684210.24473684211.950.23846153850.238461538520.23250.23252.050.22682926830.22682926832.10.22142857140.22142857142.150.21627906980.21627906982.20.21136363640.21136363642.250.20666666670.20666666672.30.2021739130.2021739132.350.19787234040.19787234042.40.193750.193752.450.18979591840.18979591842.50.1860.1862.550.18235294120.18235294122.60.17884615380.17884615382.650.17547169810.17547169812.70.17222222220.17222222222.750.16909090910.16909090912.80.16607142860.16607142862.850.16315789470.16315789472.90.16034482760.16034482762.950.15762711860.157627118630.1550.1553.050.15245901640.15245901643.10.150.153.150.14761904760.14761904763.20.14531250.14531253.250.14307692310.14307692313.30.14090909090.14090909093.350.13880597010.13880597013.40.13676470590.13676470593.450.13478260870.13478260873.50.13285714290.13285714293.550.13098591550.13098591553.60.12916666670.12916666673.650.12739726030.12739726033.70.12567567570.12567567573.750.1230080.1230083.80.11979224380.11979224383.850.11670096140.11670096143.90.11372781070.11372781073.950.11086684830.110866848340.10811250.1081125

Espectro NSR10

PeriodoEjercicio27agosto2012Perodo fundamental aproximado de la edificacinCt =0.047Coeficiente utilizado para calcular el periodo de la estructuraa =0.9Exponente para ser utilizado en el calculo del periodo aproximado Tah =6mAltura en metros, medida desde la base, del piso ms alto del edificioTa =0.2357403822sPeriodo de vibracin fundamental aproximadoN =2Nmero de pisos de la edificacinTa =0.2sPeriodo de vibracin fundamental aproximadoFuerzas ssmicas horizontales equivalentes con el perodo fundamental aproximado de la edificacinTa =0.2sPeriodo de vibracin fundamental aproximadoSa =0.71875g =9.81m/s2M =8.4tVs =59.227875kNTa =0.2sPeriodo de vibracin fundamental aproximadok =1Pisohhxmxmx*hx^kCvxFxVx[m][m][t][kN][kN]1337.221.60.7544.4209062559.2278752361.27.20.2514.8069687514.80696875Suma68.428.8159.227875Perodo fundamental de la edificacinNivelmifidimi*di^2fi*di[t][kN][m]1a3.622.2104531250.010820.00042146060.24031710281b3.622.2104531250.010780.00041835020.239428684721.214.806968750.035680.00152767490.528312645Suma8.459.2278750.00236748581.0080584325T =0.3044953765sFuerzas ssmicas horizontales equivalentes con el perodo fundamental de la edificacinTa =0.3044953765sPeriodo de vibracin fundamental aproximadoSa =0.71875g =9.81m/s2M =8.4tVs =59.227875kNTa =0.3044953765sPeriodo de vibracin fundamental aproximadok =1Pisohhxmxmx*hx^kCvxFxVx[m][m][t][kN][kN]1337.221.60.7544.4209062559.2278752361.27.20.2514.8069687514.80696875Suma68.428.8159.227875Comparacin entre las fuerzas ssmicas horizontales equivalentes evaluadas con el perodo fundamental aproximado versus exactoPisoFx,aproxFx,exactoDiferenciaDiferencia[kN][kN][%]144.4209062544.4209062500214.8069687514.8069687500Suma59.22787559.227875

Ejercicio27agosto2012EnunciadoEvaluar la respuesta (desplazamientos y fuerzas internas) en direccin X de una estructura aporticada de concreto reforzado conformada por 2 prticos como los mostrados en la figura debido a la carga ssmica de la NSR-10.Nomenclatura de nudos y elementosPropiedades del materialSeccin transversal de las columnasFactores de modificacin de la columnaPropiedades de la vigaHiptesis de cargaDefinicin del espectro de diseoDefinicin del anlisis espectralCargas de la hiptesis de cargaDesplazamientos del nudo 1 por la hiptesis de cargaDesplazamientos del nudo 2 por la hiptesis de cargaVideos de los modos de vibracinDiagrama de fuerza axial por el espectro ssmicoDiagrama de fuerza cortante por el espectro ssmicoDiagrama del momento flector por el espectro ssmicoReacciones en el apoyo 4 por el espectro ssmicoModo de vibracin 1Modo de vibracin 2Modo de vibracin 3Nomenclatura de nudos y elementosPropiedades del materialSeccin transversal de las columnasFactores de modificacin de la columnaPropiedades de la vigaHiptesis de cargaDefinicin del espectro de diseoDefinicin del anlisis espectralCargas de la hiptesis de cargaDesplazamientos del nudo 1 por la hiptesis de cargaDesplazamientos del nudo 2 por la hiptesis de cargaVideos de los modos de vibracinDiagrama de fuerza axial por el espectro ssmicoDiagrama de fuerza cortante por el espectro ssmicoDiagrama del momento flector por el espectro ssmicoReacciones en el apoyo 4 por el espectro ssmicoConstruccin de la matriz de rigidez de la estructuraVigaColumnab =0.25mb =0.25mh =0.3mh =0.3mL =4mL =3mA =0.075m2A =0.075m2I =0.0005625m4I =0.0005625m4E =20MPaE =20MPaAE/L =375000kN/mAE/L =500000kN/m12EI/L3 =2109.375kN/m12EI/L3 =5000kN/m6EI/L2 =4218.75kN/m6EI/L2 =7500kN/m4EI/L =11250kN-m4EI/L =15000kN-m2EI/L =5625kN-m2EI/L =7500kN-mMatriz de rigidez [K]Matriz de rigidez [K]37500000-3750000050000000-500000000210942190-210942190500075000-5000750004219112500-4219562507500150000-75007500-3750000037500000-50000000500000000-2109-421902109-42190-5000-750005000-75000421956250-4219112500750075000-750015000Matriz [T]Matriz [T]1000000-100000100001000000010000010000001000000-10000010000100000001000001Matriz [T]TMatriz [T]T100000010000010000-100000001000001000000100000010000010000-100000001000001Producto [T]T*[K]Producto [T]T*[K]37500000-37500000050007500-0-500075000210942190-21094219-50000000500000-0004219112500-4219562507500150000-75007500-3750000037500000-0-5000-750005000-75000-2109-421902109-4219500000-0-0-5000000-00421956250-4219112500750075000-750015000Producto [T]T*[K]*[T]Producto [T]T*[K]*[T]37500000-375000005000-07500-5000075000210942190-21094219-050000000-500000004219112500-421956257500015000-7500-07500-3750000037500000-50000-75005000-0-75000-2109-421902109-42190-500000-0-0500000-00421956250-421911250750007500-7500-015000Ensamblaje Mariz de la estructuray1y2y3y4y5y6y7y8y9y10y11y12y13y14y155000-07500-500007500000000000y1-050000000-5000000000000000y27500015000-7500-07500000000000y3-50000-7500385000-00-37500000-500007500000y40-500000-0-0100210942190-210942190-5000000000y575000750004219412500-42195625-7500-07500000y6000-37500000380000-07500000-500007500y70000-2109-4219-0502109-42190000-5000000y80000421956257500-421926250000-7500-07500y9000-50000-75000005000-0-7500000y100000-500000-0000-0500000-0000y11000750007500000-7500-015000000y12000000-50000-75000005000-0-7500y130000000-500000-0000-0500000-0y14000000750007500000-7500-015000y15Modificar la matriz de rigidez de la estructura por las condiciones de bordeVector de FuerzasInversa de la matriz de rigidezVector de desplazamientosy1y2y3y4y5y6y7y8y9y10y11y12y13y14y15y1y2y3y4y5y6y7y8y95000-07500-500007500000000000y1f114.81kN0.00161538050.0000018381-0.00058307550.0002661540.0000018381-0.00018307550.0002633746-0.0000018381-0.0000366102y1d10.035684614m-050000000-5000000000000000y2f20kN0.00000183810.0000039985-0.00000040850.00000061270.0000019985-0.00000040850.00000061270.0000000015-0.0000004085y2d20.0000544381m7500015000-7500-07500000000000y3f30kN-m-0.0005830755-0.00000040850.0003154065-0.000036856-0.00000040850.0000487398-0.00003637260.00000040850.0000000792y3d3-0.0102617544rad-50000-7500385000-00-37500000000000y4f422.21kN0.0002661540.0000006127-0.0000368560.00015558610.0000006127-0.0000368560.0001542568-0.0000006127-0.0000363726y4d40.0108233507m0-500000-0-0100210942190-21094219000000y5f50kN0.00000183810.0000019985-0.00000040850.00000061270.0000019985-0.00000040850.00000061270.0000000015-0.0000004085y5d50.0000544381m75000750004219412500-42195625000000y6f60kN-m-0.0001830755-0.00000040850.0000487398-0.000036856-0.00000040850.0000487398-0.00003637260.00000040850.0000000792y6d6-0.0043377544rad000-37500000380000-07500000000y7f722.21kN0.00026337460.0000006127-0.00003637260.00015425680.0000006127-0.00003637260.0001555861-0.0000006127-0.000036856y7d70.0107821869m0000-2109-4219-0502109-4219000000y8f80kN-0.00000183810.00000000150.0000004085-0.00000061270.00000000150.0000004085-0.00000061270.00000199850.0000004085y8d8-0.0000544381m0000421956257500-421926250000000y9f90kN-m-0.0000366102-0.00000040850.0000000792-0.0000363726-0.00000040850.0000000792-0.0000368560.00000040850.0000487398y9d9-0.002168604rad000000000100000y10000000000010000y11000000000001000y12000000000000100y13000000000000010y14000000000000001y15Ordenar la matriz para desplazamientos principales y secundariosy1y2y3y4y5y6y7y8y9y1y4y7y2y3y5y6y8y9y1y4y7y2y3y5y6y8y95000-07500-500007500000y15000-50000-075000750000y15000-50000-075000750000y1-050000000-5000000000y2-0005000000-500000000y2-5000385000-3750000-7500-0000y47500015000-7500-07500000y37500-75000015000-0750000y30-3750003800000000-07500y7-50000-7500385000-00-37500000y4-5000385000-3750000-7500-0000y4-0005000000-500000000y20-500000-0-0100210942190-21094219y50-00-500000-010021094219-21094219y57500-75000015000-0750000y375000750004219412500-42195625y675000007500421941250-42195625y60-00-500000-010021094219-21094219y5000-37500000380000-07500y70-3750003800000000-07500y775000007500421941250-42195625y60000-2109-4219-0502109-4219y800-000-2109-4219502109-4219y800-000-2109-4219502109-4219y80000421956257500-421926250y90075000042195625-421926250y90075000042195625-421926250y9y1y4y7y2y3y5y6y8y95000-50000-075000750000y1-5000385000-3750000-7500-0000y40-3750003800000000-07500y7-0005000000-500000000y27500-75000015000-0750000y30-00-500000-010021094219-21094219y575000007500421941250-42195625y600-000-2109-4219502109-4219y80075000042195625-421926250y9Matriz [Kpp]Matriz [Kps]y1y4y7y2y3y5y6y8y95000-50000y1-075000750000y1-5000385000-375000y40-7500-0000y40-375000380000y70000-07500y7Matriz [Ksp]Matriz [Kss]y1y4y7y2y3y5y6y8y9-000y25000000-500000000y27500-75000y3015000-0750000y30-00y5-500000-010021094219-21094219y5750000y607500421941250-42195625y600-0y800-2109-4219502109-4219y8007500y90042195625-421926250y9Matriz [Kss]-1y2y3y5y6y8y90.00000399550.00000009090.0000019955-0.00000018180.0000000045-0.000000281y20.00000009090.0000735630.0000000909-0.0000137927-0.00000009090.0000029264y30.00000199550.00000009090.0000019955-0.00000018180.0000000045-0.000000281y5-0.0000001818-0.0000137927-0.00000018180.00002758550.0000001818-0.0000058527y60.0000000045-0.00000009090.00000000450.00000018180.00000199550.000000281y8-0.0000002810.0000029264-0.000000281-0.00000585270.0000002810.0000394397y9Producto [Kss]-1 * [Ksp]Producto [Kps] * [Kss]-1 * [Ksp]Producto - [Kps] * [Kss]-1 * [Ksp]Producto - [Kss]-1 * [Ksp]-0.0006818847-0.0006818847-0.00210764374138-3362-165-413833621650.00068188470.00068188470.00210764370.4482772079-0.55172279210.0219477337-33624138-1653362-4138165-0.44827720790.5517227921-0.0219477337-0.0006818847-0.0006818847-0.0021076437-165-1652218165165-22180.00068188470.00068188470.00210764370.10344558410.1034455841-0.0438954673-0.1034455841-0.10344558410.04389546730.00068188470.00068188470.0021076437-0.0006818847-0.0006818847-0.0021076437-0.0219477337-0.02194773370.29579791420.02194773370.0219477337-0.2957979142Matriz condensada [K]portico = Suma [Kpp] - [Kps] * [Kss]-1 * [Ksp]y1y4y7862-1638165y1-1638380862-374835y4165-374835377782y7Nmero de prticos =2Matriz condesanda de la estructura [K]eVector de FuerzasInversa de la matriz de rigidezVector de desplazamientos principalesy1y4y7y1y4y71724-3276329y1f129.62kN0.00080769020.0001330770.0001316873y1d10.035684614m-3276761724-749671y4f444.42kN0.0001330770.0000777930.0000771284y4d40.0108233507m329-749671755563y7f744.42kN-m0.00013168730.00007712840.000077793y7d70.0107821869mVector de desplazamientos secundarios {ys} = - [Kss]-1 * [Ksp] * {yp}d20.0000544381md3-0.0102617544radd50.0000544381md6-0.0043377544radd8-0.0000544381md9-0.002168604radVector de desplazamientosComparacin con la solucin sin condensar la matriz de rigidezMatriz completaMatriz condensadaDiferenciaDiferencia porcentuald10.035684614md10.0356846140.035684614-0-0d20.0000544381md20.00005443810.0000544381-0-0d3-0.0102617544radd3-0.0102617544-0.01026175440-0d40.0108233507md40.01082335070.0108233507-0-0d50.0000544381md50.00005443810.0000544381-0-0d6-0.0043377544radd6-0.0043377544-0.00433775440-0d70.0107821869md70.01078218690.0107821869-0-0d8-0.0000544381md8-0.0000544381-0.00005443810-0d9-0.002168604radd9-0.002168604-0.0021686040-0Masa de cada nivelNivelMasa[t/m2]10.421.2Separacin de los prticos =3mLongitud de carga =4mMatriz de masa [M]GDL12.400407.207007.2Matriz de rigidez [K]GDL11724-3275.8418808079329.21600477554-3275.8418808079761724.158119192-749670.7839952257329.2160047755-749670.783995225755563.031287488Modow2ABCDEFf(w2)1415.4040041061415225723649504808489636053.844808489636053.845-408684512173644-82233920660.7835-8075956827306.72021546.5325247466-1110545763674760808489636053.844808489636053.8451116998696714910-81351234475.0967-7988561077784.73-0.0800781253211423.355875213-294860067522881000808489636053.844808489636053.84528420202349952400082428008366.71758227405498339.62-10648117210578400209490.794549517-281605131622433000808489636053.844808489636053.84528159535563556300080919916974.75188078087677707.88-3237.3642578125Nota: teclee un valor en la casilla en verde de w2 y observe que el valor de la funcin f(w2) tiende a cero u oscila entre un valor negativo y positivo.Frecuencias y periodos de cada modoModow^2wf = w/(2p)T = 1/f[rad/s][Hz = cps][s]1415.4020.383.240.308321546.5339.336.260.15983211423.36459.8173.180.0137Clculo de los modos de vibracinModo1w2 =415.4040041061Matriz de rigidez [K]Matriz de masa [M]GDLGDL11724-3275.8418808079329.216004775512.4004-3275.8418808079761724.158119192-749670.783995225407.207329.2160047755-749670.783995225755563.0312874887007.2Matriz de rigidez [K]-w2*[M]Vector propioGDL1727-3275.8418808079329.2160047755a114-3275.8418808079758733.249289628-749670.783995225a417329.2160047755-749670.783995225752572.122457924a71sia11 =1Sistema de ecuaciones a resolverVector independienteMatrizVector de incognitasInversa de la matrizSolucin-727.1885093374-3275.8418808079329.2160047755a41-0.0003398302-0.00000014920.24663173993275.8418808079758733.249289628-749670.783995225a71-0.0003439383-0.0000014850.2452434634Vector modalNorma =1.8085893161a1112.4a410.24663173990.4379559488a710.24524346340.4330393657Vector modal normalizadoa110.5529171222a410.1363669119a710.13559931Modo2w2 =1546.5325247466Matriz de rigidez [K]Matriz de masa [M]GDLGDL11724-3275.8418808079329.216004775512.4004-3275.8418808079761724.158119192-749670.783995225407.207329.2160047755-749670.783995225755563.0312874887007.2Matriz de rigidez [K]-w2*[M]Vector propioGDL1-1988-3275.8418808079329.2160047755a124-3275.8418808079750589.123941017-749670.783995225a427329.2160047755-749670.783995225744427.997109312a72sia12 =1Sistema de ecuaciones a resolverVector independienteMatrizVector de incognitasInversa de la matrizSolucin1987.5199401998-3275.8418808079329.2160047755a42-0.0003394177-0.0000001491-0.67508766143275.8418808079750589.123941017-749670.783995225a72-0.0003398335-0.0000014832-0.6802843449Vector modalNorma =3.0022353358a1112.4a41-0.67508766143.2813521239a71-0.68028434493.3320648879Vector modal normalizadoa110.3330851476a41-0.2248616733a71-0.2265926115Modo3w2 =211423.355875213Matriz de rigidez [K]Matriz de masa [M]GDLGDL11724-3275.8418808079329.216004775512.4004-3275.8418808079761724.158119192-749670.783995225407.207329.2160047755-749670.783995225755563.0312874887007.2Matriz de rigidez [K]-w2*[M]Vector propioGDL1-505692-3275.8418808079329.2160047755a134-3275.8418808079-760524.004182343-749670.783995225a437329.2160047755-749670.783995225-766685.131014048a73sia13 =1Sistema de ecuaciones a resolverVector independienteMatrizVector de incognitasInversa de la matrizSolucin505691.89598132-3275.8418808079329.2160047755a43-0.0002770218-0.0000001217-140.08808397143275.8418808079-760524.004182343-749670.783995225a730.0002810323-0.0000012105142.1118136024Vector modalNorma =535.4526679551a1112.4a41-140.0880839714141297.633149654a71142.1118136024145409.526470632Vector modal normalizadoa110.0018675787a41-0.2616255224a710.2654049968Modos normalizados. Matriz modal [F]Modos normalizados. Matriz modal transpuesta [F]TModo123Entrepiso20.55291712220.33308514760.00186757870.55291712220.13636691190.135599311a0.1363669119-0.2248616733-0.26162552240.3330851476-0.2248616733-0.22659261151b0.13559931-0.22659261150.26540499680.0018675787-0.26162552240.2654049968Modos normalizados. Negatovo de la matriz modal transpuesta, - [F]TMatriz de masa [M]Producto, - [F]T * [M]GDL-0.5529171222-0.1363669119-0.1355993112.400-1.3270010934-0.9818417654-0.9763150322-0.33308514760.22486167330.2265926115407.20-0.79940435431.6190040481.6314668025-0.00186757870.2616255224-0.26540499687007.2-0.00448218891.8837037612-1.9109159767Coeficiente de participacin, [T] = - [F]T * [M] * {1}ModoGG2fraccin masa% masa% masa total acumulada1-3.2910.790.6464.2464.2422.456.010.3635.7699.993-0.030.000.000.01100.0016.80Espectro de diseoAa =0.25Espectro de diseoAv =0.25NSR10Fa =1.15BucaramangaFv =1.55Grupo II =1Suelo tipo CTo =0.1347826087Tc =0.6469565217TL =3.72Sa,i =0.2875Sa,max =0.71875Kn =0.465Kmin =1.7298To =0.1347826087Tc =0.6469565217TL =3.72Sa,i =0.2875Sa,max =0.71875Sa,min =0.465Sa,T =1.7298g =9.81ModoT% masaModo fundamental armnicoSaSaww2SdGz[s][1/g][m/s2][rad/s][rad/s]2[m][m]10.310064.24fundamental0.71887.050920.2683415.400.0170-3.29-0.055820.160035.76armnico0.71887.051439.26991546.530.00462.450.011230.01000.01armnico0.31953.1343628.3185211423.360.0000-0.03-0.0000Valor mximo64.24Modos normalizados. Matriz modal [F]Matriz desplazamientos generalizadosMatriz desplazamientosModo123Modo123Modo123GDLGDLGDL10.55291712220.33308514760.00186757871-0.0557612414001-0.03083134510.0037224458-0.000000000940.1363669119-0.2248616733-0.2616255224400.011175658204-0.0076039883-0.00251297720.000000122970.13559931-0.22659261150.2654049968700-0.00000046997-0.0075611859-0.0025323216-0.0000001247Desplazamientos secundarios - desplazamientos condensados - desplazamientos rotacionales o giros, {ys} = -[Kss]-1 * [Ksp] * {yp}Producto - [Kss]-1 * [Ksp]0.00068188470.00068188470.0021076437-0.44827720790.5517227921-0.02194773370.00068188470.00068188470.0021076437-0.1034455841-0.10344558410.0438954673-0.0006818847-0.0006818847-0.00210764370.02194773370.0219477337-0.2957979142Desplazamientos secundarios por el modo 1Producto -[Kss]-1 * [Ksp]Desplazamientos principales modo 1Desplazamientos condensados modo 10.00068188470.00068188470.0021076437y11-0.0308313451y21-0.0000421448-0.44827720790.5517227921-0.0219477337y41-0.0076039883y310.00979164660.00068188470.00068188470.0021076437y71-0.0075611859y51-0.0000421448-0.1034455841-0.10344558410.0438954673y610.0036440637-0.0006818847-0.0006818847-0.0021076437y810.00004214480.02194773370.0219477337-0.2957979142y910.0013930145Desplazamientos secundarios por el modo 2Producto -[Kss]-1 * [Ksp]Desplazamientos principales modo 1Desplazamientos condensados modo 10.00068188470.00068188470.0021076437y120.0037224458y22-0.0000045125-0.44827720790.5517227921-0.0219477337y42-0.0025129772y32-0.00299957570.00068188470.00068188470.0021076437y72-0.0025323216y52-0.0000045125-0.1034455841-0.10344558410.0438954673y62-0.0002362716-0.0006818847-0.0006818847-0.0021076437y820.00000451250.02194773370.0219477337-0.2957979142y920.0007756005Desplazamientos secundarios por el modo 3Producto -[Kss]-1 * [Ksp]Desplazamientos principales modo 1Desplazamientos condensados modo 10.00068188470.00068188470.0021076437y13-0.0000000009y23-0.0000000002-0.44827720790.5517227921-0.0219477337y430.0000001229y330.0000000710.00068188470.00068188470.0021076437y73-0.0000001247y53-0.0000000002-0.1034455841-0.10344558410.0438954673y63-0.0000000181-0.0006818847-0.0006818847-0.0021076437y830.00000000020.02194773370.0219477337-0.2957979142y930.0000000396Desplazamientos totalesModo 1Modo 2Modo 3y11 =-0.0308313451my12 =0.0037224458my13 =-0.0000000009my21 =-0.0000421448my22 =-0.0000045125my23 =-0.0000000002my31 =0.0097916466rady32 =-0.0029995757rady33 =0.000000071rady41 =-0.0076039883my42 =-0.0025129772my43 =0.0000001229my51 =-0.0000421448my52 =-0.0000045125my53 =-0.0000000002my61 =0.0036440637rady62 =-0.0002362716rady63 =-0.0000000181rady71 =-0.0075611859my72 =-0.0025323216my73 =-0.0000001247my81 =0.0000421448my82 =0.0000045125my83 =0.0000000002my91 =0.0013930145rady92 =0.0007756005rady93 =0.0000000396radFuerzas internas elemento 1. VigaMatriz de rigidez [K]Matriz [T]37500000-375000001000000210942190-2109421901000004219112500-42195625001000-37500000375000000001000-2109-421902109-42190000100421956250-421911250000001Matriz de rigidez [K]*[T]37500000-375000000210942190-2109421904219112500-42195625-37500000375000000-2109-421902109-42190421956250-421911250Desplazamientos y fuerzas internas por cada modoPor el modo 1Por el modo 2Por el modo 3Combinacin modal SRSS{U}1,1{F}1,1{U}1,2{F}1,2{U}1,3{F}1,3{F}1-0.0076039883-16.05-0.00251297727.250.00000012290.0917.61N-0.000042144821.07-0.00000451252.26-0.00000000020.0021.19N0.003644063748.48-0.00023627161.67-0.00000001810.0048.50N-m-0.007561185916.05-0.0025323216-7.25-0.0000001247-0.0917.61N0.0000421448-21.070.0000045125-2.260.0000000002-0.0021.19N0.001393014535.810.00077560057.360.00000003960.0036.56N-mFuerzas internas elemento 3. ColumnaMatriz de rigidez [K]Matriz [T]50000000-500000000-100000500075000-5000750010000007500150000-75007500001000-50000000500000000000-100-5000-750005000-75000001000750075000-750015000000001Matriz de rigidez [K]*[T]0-5000000-05000000500007500-5000-075007500015000-7500-07500-050000000-5000000-5000-0-750050000-7500750007500-7500-015000Desplazamientos y fuerzas internas por cada modoPor el modo 1Por el modo 2Por el modo 3Combinacin modal SRSS{U}1,1{F}1,1{U}1,2{F}1,2{U}1,3{F}1,3{F}1-0.007603988321.07-0.00251297722.260.00000012290.0021.19N-0.0000421448-10.69-0.0000045125-14.34-0.00000000020.0017.88N0.0036440637-2.37-0.0002362716-22.39-0.00000001810.0022.52N-m0-21.070-2.260-0.0021.19N010.69014.340-0.0017.88N0-29.700-20.6200.0036.16N-m

Hoja3

MBD0013125D/ejercicio27agosto2012-modo2.avi

MBD00131A2F/ejercicio27agosto2012-modo3.avi

MBD000B0AD4.unknown

MBD00130034/ejercicio27agosto2012-modo1.avi