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VIGA 2DO METODOCOORDENADAS GLOBALES Y GRADOS DE LIBERTADCOORDENADASNODOXYXY1301223234362564027850278

TODAS LAS BARRASE=Kg/cm2GDL8A=cm2gdr3I=gdf5EA=10000Kg

MATRICES DE RIGIDEZ EN COORDENADAS GLOBALES

BARRA 1

NODOXYXYNudo i13012Nudo j23234por K1matriz consenos directores *EA/Lpor matris -1 y 1po transpuesta de matris de cosenos directores

L=2.000mcosx=0.000cosy=1.000EA=10000.0000.00005000-50000.0001.00001.0001.0000-50005000000.000K1=00.00001.000Fuerzas Internas (Kg)q=kT1234ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!10.05ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!2-0.35K1=ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!30.00ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!4-0.47

BARRA 2

NODOXYXYNudo i13012Nudo j36256

L=3.606mcosx=0.832cosy=0.555EA=10000.0000.83202774-2773.50098112620.8320.55500.5550.5550-2773.50098112622773.5009811262000.832K1=00.83200.555Fuerzas Internas (Kg)se halla multiplicando EA/L or tranpuesta de cosenos directores por los deltas uqe se hallaronq=kT1256ERROR:#VALUE!cuando este signo arriba positivo y abajo negativo es compresion ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!10.052ERROR:#VALUE!pero si ocurre lo contrario es traccionERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!2-0.352K1=ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!50.000ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!60.000

BARRA 3


L=3.000mcosx=1.000cosy=0.000EA=1.00E+0401.00003333-3333.33333333331.0000.00000.000verificacion de estabilidad b+r igual menor o mayor a 3j0.0000-3333.33333333333333.3333333333001.000K1=01.00000.000Fuerzas Internas (Kg)q=kT3456ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!30.00ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!4-0.47K1=ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!50.00ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!60.000

BARRA 4


L=3.000mcosx=-1.000cosy=0.000EA=1.00E+040-1.00003333.33-3333.33-1.0000.00000.0000.0000-3333.333333.3300-1.000K1=0-1.00000.000Fuerzas Internas (Kg)q=kT3478ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!30.00ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!4-0.47K1=ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!70.00ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!80.00

BARRA 5


L=3.606mcosx=-0.832cosy=0.555EA=1.00E+040-0.83202773.50-2773.50-0.8320.55500.5550.5550-2773.502773.5000-0.832K1=0-0.83200.555Fuerzas Internas (Kg)q=kT1278ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!10.05ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!2-0.35K1=ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!70.00ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!ERROR:#VALUE!80.00

MATRIZ GENERAL DE RiGIDEZ DE LA ESTRUCTURA

F=K78123456-1920.1161280.0773840.2320.0000.0000.000-1920.116-1280.0771280.077-853.38510.052080185100.0006706.7700.000-5000.000-1280.077-853.385-3333.3330.0002-0.351541249400.0000.0006666.6670.000-3333.3330.0000.0000.0003000.000-5000.0000.0005000.0000.0000.0000.0000.0004-0.4715412494-1920.116-1280.077-3333.3330.0005253.4491280.0770.0000.00050.0000-1280.077-853.3850.0000.0001280.077853.3853333.333-1280.07760.000-1920.1161280.077-3333.3330.0000.0000.000-1280.077853.38570.00001280.077-853.3850.0000.0000.0000.00080.000

FfFrKdesKr

F=K1*+K2*solo se usa cuando te dan asentamientoF5F6ERROR:#VALUE!F7ERROR:#VALUE!F8ERROR:#VALUE!ERROR:#VALUE!

inversa de amarillo0.0002600.0000000.0000000.000000matris de desplazamientos0.0000000.0005860.0000000.000586ERROR:#VALUE!10.0000000.0000000.0001500.000000ERROR:#VALUE!20.0000000.0005860.0000000.000786ERROR:#VALUE!3ERROR:#VALUE!4

Hoja134125612910343015136.348763452110595.44413442-3015136.34876345-2110595.4441344233015136.34876345-2110595.44413442-3015136.348763452110595.4441344253015136.348763452110595.44413442-3015136.34876345-2110595.4441344292110595.444134421477416.81089409-2110595.44413442-1477416.810894094-2110595.444134421477416.810894092110595.44413442-1477416.8108940962110595.444134421477416.81089409-2110595.44413442-1477416.8108940910-3015136.34876345-2110595.444134423015136.348763452110595.444134421-3015136.348763452110595.444134423015136.34876345-2110595.444134421-3015136.34876345-2110595.444134423015136.348763452110595.444134423-2110595.44413442-1477416.810894092110595.444134421477416.8108940922110595.44413442-1477416.81089409-2110595.444134421477416.810894092-2110595.44413442-1477416.810894092110595.444134421477416.8108940947834781278563015136.34876345-2110595.44413442-3015136.348763452110595.444134427000073015136.348763452110595.44413442-3015136.34876345-2110595.444134427-2110595.444134421477416.810894092110595.44413442-1477416.81089409803917042.857142860-3917042.8571428682110595.444134421477416.81089409-2110595.44413442-1477416.810894098-3015136.348763452110595.444134423015136.34876345-2110595.44413442300001-3015136.34876345-2110595.444134423015136.348763452110595.4441344252110595.44413442-1477416.81089409-2110595.444134421477416.8108940940-3917042.8571428603917042.857142862-2110595.44413442-1477416.810894092110595.444134421477416.8108940961112569107878111254838600-548386001127419300-27419300927419300-27419300700001200001000008-54838600548386005-27419300274193007-27419300274193001100006000080000121234567891011126030272.697526910-3015136.34876345-2110595.44413442-3015136.348763452110595.44413442000000106871876.47893104-2110595.44413442-1477416.810894092110595.44413442-1477416.810894090-3917042.8571428600002-3015136.34876345-2110595.444134429045409.046290362110595.4441344200-3015136.348763452110595.44413442-3015136.34876345-2110595.44413442003-2110595.44413442-1477416.810894092110595.444134424432250.43268227002110595.44413442-1477416.81089409-2110595.44413442-1477416.81089409004-3015136.348763452110595.444134420011514132.69752690-3015136.34876345-2110595.4441344200-5483860052110595.44413442-1477416.810894090002954833.62178818-2110595.44413442-1477416.810894090000600-3015136.348763452110595.44413442-3015136.34876345-2110595.4441344211514132.69752690-27419300-2741930070-3917042.857142862110595.44413442-1477416.81089409-2110595.44413442-1477416.8108940906871876.478931040000800-3015136.34876345-2110595.4441344200-274193005757066.348763452110595.4441344200900-2110595.44413442-1477416.8108940900002110595.444134421477416.8108940900100000-54838600-2741930000822579001100000000000012

cercha en 3dANALSIS ESTRUCTURAL II - GRUPO A TRABAJO PRACTICO N1EJERCICIO A1COORDENADAS GLOBALES Y GRADOS DE LIBERTADCOORDENADASNODOXYXYFXFY10212200-250gdf23234F3-250gdf30056F5F6gdr43078F7F8gdr

TODAS LAS BARRASE=6.00E+04Kg/cm2GDL8A=1.00E+01cm2gdr4EA=600000Kggdf4

MATRICES DE RIGIDEZ EN COORDENADAS GLOBALES

BARRA 1


L=2.000mcosx=0.000cosy=1.000EA=6.00E+05

0.0000300000-3000000.0001.000001.0000-300000300000000.0001.000K1=00.00001.000Fuerzas Internas (Kg)q=kT5612000050.00140.918412978803000000-3000006-0.50-140.9184129788K1=00001-0.330-30000003000002-0.50

BARRA 2


L=3.000mcosx=1.000cosy=0.000EA=6.00E+05

1.0000200000-2000001.0000.000000.0000-200000200000001.0000.000K1=01.00000.000Fuerzas Internas (Kg)q=kT12342000000-20000001-0.3336.377619468200002-0.50-36.3776194682K1=-200000020000003-0.3300004-0.001

BARRA 3


L=2.000mcosx=0.000cosy=1.000EA=6.00E+05

0.0000300000-3000000.0001.000001.0000-300000300000000.0001.000K1=00.00001.000Fuerzas Internas (Kg)q=kT7834000070.00274.251746312103000000-30000080.00-274.2517463121K1=00003-0.330-30000003000004-0.001

BARRA 4


L=3.606mcosx=-0.832cosy=0.555EA=6.00E+05

-0.8320166410.06-166410.06-0.8320.555000.5550-166410.06166410.0600-0.8320.555K1=0-0.83200.555Fuerzas Internas (Kg)q=kT7812115206.96-76804.64-115206.9676804.6470.00196.6496276069-76804.6451203.1076804.64-51203.1080.00-196.6496276069K1=-115206.9676804.64115206.96-76804.641-0.3376804.64-51203.10-76804.6451203.102-0.50

BARRA 5


L=3.606mcosx=0.832cosy=0.555EA=6.00E+05

0.8320166410.06-166410.060.8320.555000.5550-166410.06166410.06000.8320.555K1=00.83200.555Fuerzas Internas (Kg)q=kT5634115206.9676804.64-115206.96-76804.6450.00-43.72045742476804.6451203.10-76804.64-51203.106-0.5043.720457424K1=-115206.96-76804.64115206.9676804.643-0.33-76804.64-51203.1076804.6451203.104-0.001

MATRIZ GENERAL DE RiGIDEZ DE LA ESTRUCTURA

F=K

12345678200315206.96-76804.64-200000000-115206.9676804.641-0.332-250-76804.64351203.10000-30000076804.64-51203.102-0.5000-2000000315206.9676804.64-115206.96-76804.64003-0.332-2500076804.64351203.10-76804.64-51203.100-3000004-0.001F500-115206.96-76804.64115206.9676804.640050.000F60-300000-76804.64-51203.1076804.64351203.10006-0.500F7-115206.9676804.640000115206.96-76804.6470.000F876804.64-51203.100-30000000-76804.64351203.1080.000

FfFrKdesKr

F=K1*+K2*200315206.96-76804.64-2000000100-115206.9676804.640.00-250-76804.64351203.10002+0-30000076804.64-51203.10-0.500-2000000315206.9676804.643-115206.96-76804.64000-2500076804.64351203.104-76804.64-51203.100-3000000.00200315206.96-76804.64-200000010-250=-76804.64351203.10002+1500000-2000000315206.9676804.64338402.3212771313-2500076804.64351203.10425601.547518087510.00000608390.00000133050.0000040776-0.000000891720020.00000133050.00000313830.0000008917-0.000000195-1502503=0.00000407760.00000089170.0000060839-0.0000013305-38402.32127713134-0.0000008917-0.000000195-0.00000133050.0000031383-25851.5475180875

DESPLAZAMIENTOS1-0.3322=-0.5003-0.3324-0.001MATRIZ DE REACCIONESFr=(Kr) ()F5-36.3776194682F6=116.6666666667F7-163.6223805318F8383.3333333333

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