dezplazamientoCALCULOSMETODO DE LOS DESPLAZAMIENTOSHaciendo uso del mtodo de los desplazamientos realizar el anlisisestructural del prtico principal1) GRADOS DE LIBERTAD DEL MARCO PLANO:2, 3, 4, 5, ,6,7, 8, 10, 11, 12, 13, 14, 15, 16VIGA2) CALCULO DE LA RIGIDEZ RELATIVAB=0.3H0.75I = ( b x h3 ) / 12K = ( 2EI ) / LCOLB=0.3VIGASH =0.5I = (0.3x0.5^3) / 12I =0.010547m4E=1kg/cm2COLUMNAS20000010010000200000000012000000111000I = (0x40^3) / 12I =0.003125m4E=200000kg/cm2Obtencin del K:211001000020Kij = 2KijK = I/L10001Kij = 2(I / L)Entonces obtenemos los siguientes valores:K2,1=K5,6=K9,10=K13,14=(2 x0.003) / 3 =0.007031h13mh23mh33mK2,3=K6,7=K10,11=K14,15 =(2 x0.003) / 3 =0.007031L110mK3,4=K7,8=K11,12=K15,16 =L25mL310mK2,6=K3,7=K4,8=(2 x0.000) / 6 =0.002109K10,14=K11,15=K12,16=K6,10=K7,11=K8,12=(2 x0.000) / 6 =0.004219PARA ESTRUCTURAS SIN DESPLAZAMIENTOMATRIZ DE RIGIDEZ (K)k2k2,30k2,600000000k3,2k3k3,40k3,700000000k4,3k400k4,8000000Adems se debe realizar el siguiente clculo para llenar la matriz de rigidez:k6,200k6k6,70k6,10000000k7,30k7,6k7k7,80k7,110000K2=2(K21 + K23 + K26)=0.032344[K] =00k8,40k8,7k800k8,12000K3=2(K32 + K37 + K34)=0.032344000k10,600k10k10,110k10,1400K4=2(K43 + K48)=0.0182810000k11,70k11,10k11k11,120k11,15000000k12,80k12,11k1200k12,16K6=2(K6,5 +K6,10 +K6,7 +K6,2)=0.040781000000k14,1000k14k14,150K7=2(K7,3 +K7,6 +K7,11 +K7,8)=0.0407810000000k15,110k15,14k15k15,16K8=2(K8,7 +K8,4+K8,12 )=0.02671900000000k16,120k16,15k16K10=K7=0.040781K11=K8=0.040781K12=K9=0.026719K14=K2=0.032344K15=K3=0.032344K16=K4=0.018281Reemplazando los valores:MATRIZ DE RIGIDEZ (K)234678101112141516Reemplazando los valores en la siguiente ecuacin:1234567891011120.032340.0070300.0021100000000Mij = Mij + Kij (2i + j + 3)0.007030.032340.0070300.00211000000000.007030.01828000.002110000000.00211000.040780.0070300.0042200000M2,7=0.000Tn-m[K] =00.0021100.007030.040780.0070300.004220000M3,8=0.000Tn-m000.0021100.007030.02672000.00422000M4,9=0.000Tn-m0000.00422000.040780.0070300.0021100M5,10=0.000Tn-m00000.0042200.007030.040780.0070300.002110M7,2=0.000Tn-m000000.0042200.007030.02672000.00211M8,3=0.000Tn-m0000000.00211000.032340.007030M9,4=0.000Tn-m00000000.0021100.007030.032340.00703M10,5=0.000Tn-m000000000.0021100.007030.01828M7,12=0.000Tn-mM8,13=0.000Tn-mM9,14=0.000Tn-mM10,15=0.000Tn-mM12,7=0.000Tn-mM13,8=0.000Tn-mM14,9=0.000Tn-mM15,10=0.000Tn-mM12,17=0.000Tn-mM13,18=0.000Tn-mM14,19=0.000Tn-mM15,20=0.000Tn-mM17,12=0.000Tn-mM18,13=0.000Tn-mM19,14=0.000Tn-mM20,15=0.000Tn-mMATRIZ DE RIGIDEZ INVERTIDA:32.743219-7.8391733.070109-1.8580320.822902-0.4770290.217861-0.1433650.114627-0.0180390.017620-0.020003-7.83917335.813327-13.9793900.822902-2.3350611.776960-0.1433650.332488-0.3726190.017620-0.0380420.0576263.070109-13.97939060.701999-0.4770291.776960-5.4119530.114627-0.3726190.963099-0.0200030.057626-0.133291-1.8580320.822902-0.47702925.746814-4.8342951.391246-2.8626571.089965-0.5155530.217861-0.1433650.1146270.822902-2.3350611.776960-4.83429527.138060-7.6167871.089965-3.3782102.121070-0.1433650.332488-0.372619[ K ]-1=-0.4770291.776960-5.4119531.391246-7.61678740.980388-0.5155532.121070-7.1047980.114627-0.3726190.9630990.217861-0.1433650.114627-2.8626571.089965-0.51555325.746814-4.8342951.391246-1.8580320.822902-0.477029-0.1433650.332488-0.3726191.089965-3.3782102.121070-4.83429527.138060-7.6167870.822902-2.3350611.7769600.114627-0.3726190.963099-0.5155532.121070-7.1047981.391246-7.61678740.980388-0.4770291.776960-5.411953-0.0180390.017620-0.0200030.217861-0.1433650.114627-1.8580320.822902-0.47702932.743219-7.8391733.070109Una vez obtenidos todos los valores de K, se procede a calcular los valores de momentos de empotramiento:0.017620-0.0380420.057626-0.1433650.332488-0.3726190.822902-2.3350611.776960-7.83917335.813327-13.979390-0.0200030.057626-0.1332910.114627-0.3726190.963099-0.4770291.776960-5.4119533.070109-13.97939060.701999CASO 1:Primera Condicin para momento mximo positivo-CARGA VIVA 13) CALCULO DE LOS MOMENTOS DE EMPOTRAMIENTO PERFECTOM2,6=-166666.666666667Kg-mM3,7=-166666.666666667Kg-mM4,8=-166666.666666667Kg-mKg-mM6-2=166666.666666667Kg-mM7,3=166666.666666667Kg-mCARGAS DISTRIBUIDASM8,4=166666.666666667Kg-mCarga : 2-620000.0000Kg-mCarga : 3-720000.0000M 6,10=-41666.6666666667Kg-mCarga : 4-820000.0000M 7,11=-41666.6666666667Kg-mCarga : 6-1020000.0000M 8,12=-41666.6666666667Kg-mCarga : 7-1120000.0000Kg-mCarga : 8-1220000.0000M 10,6=41666.6666666667Kg-mCarga : 10-1420000.0000M 11,7=41666.6666666667Kg-mCarga : 11-1520000.0000M12,8=41666.6666666667Kg-mCarga : 12-1620000.0000Kg-mM10,14=-166666.6667Kg-mM11,15=-166666.6667Kg-mk2k2300k2700000000000-M2M12,16=-166666.6667Kg-mk32k3k3400k380000000000-M3Kg-m0k43k4k4500k49000000000-M4M14,10=166666.666666667Kg-m00k54k5000k5,1000000000-M5M15,11=166666.666666667Kg-mk72000k7k7800k7,120000000-M7M16,12=166666.666666667Kg-m0k8300k87k8k8900k8,13000000-M800k9400k98k9k9,1000k9,1400000-M9=000k10,500k10,9k10000k10,150000x-M100000k12,7000k12k12,1300k12,17000-M1200000k13,800k13,12k13k13,1400k13,1800-M13000000k14,900k14,13k14k14,1500k14,190-M140000000k15,1000k15,14k15000k15,20-M1500000000k17,12000k17k17,1800-M17000000000k18,1300k18,17k18k18,190-M184) CALCULO DE LOS MOMENTOS PARA LA MATRIZ0000000000k19,1400k19,18k19k19,20-M1900000000000k20,1500k20,19k20-M20Reemplazamos en la siguiente ecuacin: Mij = -MiProcedemos a reemplazar los valores y obtenemos la siguiente matriz:-M2166666.667-M3166666.667-M4166666.667-M6-125000.000-M7-125000.000-M8=-125000.000=[ M ]-M10125000.000-M11125000.000-M12125000.000-M14-166666.667-M15-166666.667-M16-166666.667La expresin abreviada es:[ M ] = [ k ] [ ]Multiplicando ec. 01 por la inversa de [k] y obtenemos:[ M ] [ k ]-1= [ ]24878422.9278069932270222.7560467848916871.989590146-3357548.400850867-1782052.971695418=-5834620.75092482103357548.40085086111782052.97169541125834620.7509248114-4878422.92780715-2270222.7560467816-8916871.989590145) CALCULO DE LOS MOMENTOS FINALESReemplazando los valores en la siguiente ecuacin:Mij = Mij + Kij (2i + j + 3)M2,6=-153168.149Kg-mM3,7=-160848.182Kg-mM4,8=-141356.016Kg-mM6,2=162792.433Kg-mM7,3=163937.382Kg-mM8,4=160860.887Kg-mM6,10=-55831.324Kg-mM7,11=-49184.703Kg-mM8,12=-66281.473Kg-mK2,1=K5,6=K9,10=K13,14=(2 x0.000) / 3 =0.00703125000.00703125M10,6=55831.324Kg-mM11,7=49184.703Kg-mM12,8=66281.473Kg-mK2,3=K6,7=K10,11=K14,15 =(2 x0.000) / 3 =0.00703125000.00703125M10,14=-162792.433Kg-mK3,4=K7,8=K11,12=K15,16 =M11,15=-163937.382Kg-mM12,16=-160860.887Kg-mK2,6=K3,7=K4,8=(2 x0.000) / 6 =0.00210937500.002109375M14,10=153168.149Kg-mK10,14=K11,15=K12,16=M15,11=160848.182Kg-mM16,12=141356.016Kg-mK6,10=K7,11=K8,12=(2 x0.000) / 6 =0.00421875000.00421875M1-2=34301.411Kg-mM2-3=84565.326Kg-mM3-4=94621.764Kg-mM2-1=68602.822Kg-mM3-2=66226.419Kg-mM4-3=141356.016Kg-mM5-6=-23607.762Kg-m-141356.016160860.887-66281.47366281.473-160860.887141356.016M6-7=-59745.584Kg-m481216M7-8=-66084.797Kg-mM6-5=-47215.524Kg-m141356.016-94579.4194579.41-141356.016M7-6=-48667.882Kg-mM8-7=-94579.414Kg-mM9-10=23607.762Kg-mM10-11=59745.584Kg-mM11-12=66084.797Kg-mM10-9=47215.524Kg-mM11-10=48667.882Kg-m-160848.182163937.382-49184.70349184.703-163937.382160848.182M12-11=94579.414Kg-m94621.763-66084.8071166084.8015-94621.764M13-14=-34301.411Kg-mM14-15=-84565.326Kg-m66226.42-48667.8848667.88-66226.419M15-16=-94621.764Kg-mM14-13=-68602.822Kg-mM15-14=-66226.419Kg-mM16-15=-141356.016Kg-m-153168.149162792.433-55831.32455831.324-162792.433153168.14984565.332-59745.5861059745.5814-84565.326268602.82-47215.5247215.52-68602.82234301.41-23607.7623607.762-34301.4115913COLUMNASVIGAS-141.36160.86-66.2866.28-160.86141.36481216141.36-94.5894.58-141.36-66.08-163.9494.62-160.848163.94-49.1849.18-163.94160.85-94.6237111566.23-48.6748.67-66.23-59.7559.7584.57-153.17162.79-55.8355.83-162.79153.17-84.5726101468.60-47.2247.22-68.6034.30-23.6123.61-34.3015913

Peru:

crossRIGIDECESLongitudCOEFICIENTES DE GIROFACTOR DE CORRIMIENTOFACTOR DE CORRIMIENTOCALCULO DE MOMENTO DE PISOK 1-2 =0.013K 2-6 =0.013L (1) =10.00q 2-6 =1.500u 2-1 =0.332u 6-7 =0.199u 11-12 =0.199N 1 =-0.375N 1 =-0.5M 3 =6.809K 2-3 =0.013K 3-7 =0.013L (2) =5.00q 3-7 =0.000u 2-6 =0.336u 7-6 =0.199u 12-8 =0.502N 2 =-0.375N 2 =-0.5M 2 =13.504K 3-4 =0.013K 4-8 =0.013L (3) =10.00q 4-8 =0.750u 2-3 =0.332u 7-11 =0.402u 12-11 =0.248N 3 =-0.375N 3 =-0.5M 1 =16.852K 5-6 =0.013K 6-10 =0.025q 6-10 =0.000u 3-2 =0.332u 7-8 =0.199u 12-16 =0.251K 6-7 =0.013K 7-11 =0.025Alturaq 7-11 =2.000u 3-7 =0.336u 7-3 =0.201u 14-13 =0.332K 7-8 =0.013K 8-12 =0.025h(1) =3.00q 8-12 =0.000u 3-4 =0.332u 8-4 =0.251u 14-10 =0.336K 9-10 =0.013K 10-14 =0.013h(2) =3.00q 10-14 =1.500u 4-3 =0.497u 8-12 =0.502u 14-15 =0.332RIGIDECESLongitudCMCOEFICIENTES DE GIROK 10-11 =0.013K 11-15 =0.013h(3) =3.00q 11-15 =1.500u 4-8 =0.503u 8-7 =0.248u 15-14 =0.332K 1-2 =0.0005333333K 2-6 =0.0009L (1) =6q 2-6 =1.642u 2-1 =-0.1355932203u 6-7 =-0.0930232558u 11-7 =-0.2288135593K 11-12 =0.013K 12-16 =0.013q 12-16 =0.750u 6-2 =0.201u 10-6 =0.402u 15-11 =0.336K 2-3 =0.0005333333K 3-7 =0.0009L (2) =6q 3-7 =1.642u 2-6 =-0.2288135593u 7-6 =-0.0930232558u 11-10 =-0.1355932203K 13-14 =0.013u 6-5 =0.199u 10-9 =0.199u 15-16 =0.332K 3-4 =0.0005333333K 4-8 =0.0009q 4-8 =1.392u 2-3 =-0.1355932203u 7-11 =-0.1569767442u 11-12 =-0.1355932203K 14-15 =0.013u 6-10 =0.402u 10-14 =0.201u 16-15 =0.497K 5-6 =0.0005333333K 6-10 =0.0009q 6-10 =1.642u 3-2 =-0.1355932203u 7-8 =-0.0930232558u 12-8 =-0.3139534884K 15-16 =0.013u 10-11 =0.199u 16-12 =0.503K 6-7 =0.0005333333K 7-11 =0.0009Alturaq 7-11 =1.642u 3-7 =-0.2288135593u 7-3 =-0.1569767442u 12-11 =-0.1860465116vigascargasu 11-7 =0.402K 7-8 =0.0005333333K 8-12 =0.0009h(1) =3q 8-12 =1.392u 3-4 =-0.1355932203u 8-4 =-0.1928571429base0.30M.E.Pu 11-15 =0.201K 9-10 =0.0005333333h(2) =3CVu 4-3 =-0.1860465116u 8-12 =-0.1928571429altura0.75M 2-6 =-12.500M 6-2 =12.500u 11-10 =0.199K 10-11 =0.0005333333h(3) =3q 2-6 =0.652u 4-8 =-0.3139534884u 8-7 =-0.1142857143M 3-7 =0.000M 7-3 =0.000K 11-12 =0.0005333333q 3-7 =0.652u 6-2 =-0.1569767442u 10-6 =-0.2288135593columnasM 4-8 =-6.250M 8-4 =6.250q 4-8 =0.25u 6-5 =-0.0930232558u 10-9 =-0.1355932203base0.30M 6-10 =0.000M 10-6 =0.000q 6-10 =0.652u 6-10 =-0.1569767442u 10-11 =-0.1355932203altura0.50M 7-11 =-4.167M 11-7 =4.167q 7-11 =0.652M 8-12 =0.000M 12-8 =0.000columnasq 8-12 =0.25M 10-14 =-12.500M 14-10 =12.500base0.3cargas MUERTASCARGAS VIVASM 11-15 =-12.500M 15-11 =12.500altura0.4M.E.PM.E.PM 12-16 =-6.250M 16-12 =6.250M 2-6 =-4.926M 6-2 =4.93M 2-6 =-1.956M 6-2 =1.95612vigasM 3-7 =-4.926M 7-3 =4.93M 3-7 =-1.956M 7-3 =1.956base0.3M 4-8 =-4.176M 8-4 =4.18M 4-8 =-0.75M 8-4 =0.75altura0.6M 6-10 =-4.926M 10-6 =4.93M 6-10 =-1.956M 10-6 =1.956M 7-11 =-4.926M 11-7 =4.93M 7-11 =-1.956M 11-7 =1.956M 8-12 =-4.176M 12-8 =4.18M 8-12 =-0.75M 12-8 =0.7531ER CASO CM40.000.0080.000.0012-0.000.030.004812-0.090.010.010.080.050.000.000.000.00-0.05-0.090.010.010.080.050.00-0.31-0.190.00-0.19-0.310.00-0.050.01-0.090.080.01-0.28-0.190.000.00-0.110.000.00-0.190.28-0.17-0.070.100.18-0.180.00-0.080.020.000.020.070.000.17-0.500.00-0.100.010.000.010.080.000.500.05-0.05-0.090.010.010.010.080.04-0.05-0.28-0.06-0.090.010.010.010.080.050.28-0.28-0.05-0.090.010.010.010.080.050.28-1.961.967-1.961.9611-0.05-0.090.010.010.010.080.053-0.00-0.010.00-0.05-0.090.01-0.040.010.010.080.050.280.47-0.00-0.00-0.47-0.280.28-0.05-0.040.010.05-0.280.280.47-0.00-0.00-0.47-0.280.28-0.05-0.040.010.05-0.28-0.04-0.000.47-0.47-0.000.040.28-0.04-0.280.52-1.022.42-2.431.02-0.520.28-0.04-0.28-0.200.28-0.05-0.270.20-0.280.29-0.05-0.270.280.040.27-0.04-0.26-0.040.040.000.007110.00-0.040.000.0060.000.0010-0.14-1.961.96-0.09-1.961.96-0.142-0.000.03-0.003-1.96-0.23-0.160.00-0.16-0.231.96-0.04-0.070.010.010.060.04-0.140.45-0.07-0.09-0.07-0.43-0.14-0.04-0.070.010.010.060.040.000.48-0.010.00-0.01-0.460.000.000.01-0.070.060.010.000.270.47-0.00-0.04-0.00-0.47-0.26-0.08-0.12-0.050.080.130.070.290.47-0.00-0.05-0.00-0.47-0.270.280.47-0.00-0.05-0.00-0.47-0.28-0.040.000.040.280.47-0.00-0.04-0.00-0.47-0.28-0.040.000.040.280.47-0.00-0.04-0.00-0.47-0.280.000.000.00-0.040.280.47-0.00-0.04-0.00-0.47-0.280.040.000.000.00-0.040.280.00-0.04-0.280.04-0.040.280.00-0.04-0.280.04159-0.040.000.04-0.040.000.04-0.040.000.04-0.040.010.03-0.040.010.030.000.006100.00-0.140.000.00-0.090.000.00-0.1420.00-0.23-0.160.00-0.16-0.230.00-0.14-0.060.02-0.090.020.05-0.140.00-0.070.010.000.010.060.00-0.04-0.070.010.010.010.060.03-0.04-0.070.010.010.010.060.04-0.04-0.070.010.000.010.060.04-0.04-0.070.010.000.010.060.04-0.04-0.070.010.000.010.060.04-0.04-0.070.010.000.010.060.04-0.040.000.04-0.040.000.040.000.000.00159

kaniRIGIDECESLongitudCOEFICIENTES DE GIROFACTOR DE CORRIMIENTOK 1-2 =0.0003125K 2-6 =0.0010547L (1) =10.00q 2-6 =20.000u 2-1 =-0.093u 6-7 =-0.057u 11-12 =-0.057N 1 =-0.375K 2-3 =0.0003125K 3-7 =0.0010547L (2) =5.00q 3-7 =20.000u 2-6 =-0.314u 7-6 =-0.057u 12-8 =-0.218N 2 =-0.375K 3-4 =0.0003125K 4-8 =0.0010547L (3) =10.00q 4-8 =20.000u 2-3 =-0.093u 7-11 =-0.193u 12-11 =-0.065N 3 =-0.375K 5-6 =0.0003125K 6-10 =0.0010547q 6-10 =20.000u 3-2 =-0.093u 7-8 =-0.057u 12-16 =-0.218K 6-7 =0.0003125K 7-11 =0.0010547Alturaq 7-11 =20.000u 3-7 =-0.314u 7-3 =-0.193u 14-13 =-0.093K 7-8 =0.0003125K 8-12 =0.0010547h(1) =3.00q 8-12 =20.000u 3-4 =-0.093u 8-4 =-0.218u 14-10 =-0.314K 9-10 =0.0003125K 10-14 =0.0010547h(2) =3.00q 10-14 =20.000u 4-3 =-0.114u 8-12 =-0.218u 14-15 =-0.093K 10-11 =0.0003125K 11-15 =0.0010547h(3) =3.00q 11-15 =20.000u 4-8 =-0.386u 8-7 =-0.065u 15-14 =-0.093K 11-12 =0.0003125K 12-16 =0.0010547q 12-16 =20.000u 6-2 =-0.193u 10-6 =-0.193u 15-11 =-0.314K 13-14 =0.0003125u 6-5 =-0.057u 10-9 =-0.057u 15-16 =-0.093K 14-15 =0.0003125u 6-10 =-0.193u 10-14 =-0.193u 16-15 =-0.114K 15-16 =0.0003125u 10-11 =-0.057u 16-12 =-0.386vigascargasu 11-7 =-0.193base0.30M.E.Pu 11-15 =-0.193altura0.75M 2-6 =-166.667M 6-2 =166.667u 11-10 =-0.057M 3-7 =-166.667M 7-3 =166.667columnasM 4-8 =-166.667M 8-4 =166.667base0.30M 6-10 =-41.667M 10-6 =41.667altura0.50M 7-11 =-41.667M 11-7 =41.667M 8-12 =-41.667M 12-8 =41.667M 10-14 =-166.667M 14-10 =166.667M 11-15 =-166.667M 15-11 =166.667M 12-16 =-166.667M 16-12 =166.66748120.000.000.000.0040.000.0080.000.00120.00-0.31-0.190.00-0.19-0.310.000.07-3.53-3.67-0.190.000.00-0.110.000.00-0.191.06-0.08-0.080.220.001.060.450.000.450.920.650.980.98-0.050.140.140.000.651.190.430.260.431.15-2.622.040.90-4.440.060.37-4.040.731.210.430.250.431.18-1.97-4.49-4.040.741.210.430.250.431.19-4.30-4.30-4.300.741.02-0.180.25-0.180.36-4.55-3.786.8090.631.06-0.08-0.11-0.080.22-1.60-4.44-4.040.65-0.05-2.62-0.100.26-0.5001.020.000.0070.000.00111.02-3.40-0.10-3.400.26-3.403-1.72-10.20-10.491.11-5.07-0.04-5.070.31-5.071.022.52-0.20-0.200.651.23-5.380.31-5.380.57-5.38-5.982.332.33-0.110.450.450.261.12-5.450.79-5.451.19-5.45-4.964.852.13-7.930.261.10-8.081.06-4.950.78-1.551.14-1.55-8.04-7.820.77-4.360.71-0.950.94-0.95-8.49-8.49-8.490.00-4.300.00-0.890.00-0.89-7.27-7.93-0.090.000.00-0.090.000.00-0.09-4.49-7.93-8.0830.00-0.23-0.160.00-0.16-0.230.00-5.980.670.15-0.090.000.00-0.090.000.00-0.091.490.000.0060.000.00100.002.191.2370.001.232.05110.002-2.51-6.72-15.300.882.661.420.691.422.780.831.493.691.181.180.371.082.771.420.801.422.941.13-8.094.884.880.671.551.550.151.122.790.340.800.341.661.19-6.598.576.06-8.912.741.92-9.431.132.64-0.170.19-0.170.880.67-8.25-9.281.072.52-0.20-0.10-0.200.650.36-9.58-9.58-9.5813.5041.02-0.110.26-0.5001.49-6.750.67-6.750.15-6.751.53-9.790.69-9.790.19-9.79-8.09-8.91-9.431.68-10.400.84-10.400.31-10.401.66-10.511.10-3.761.66-3.761591.59-9.161.11-2.411.59-2.411.33-8.621.01-1.871.33-1.870.00-8.490.00-1.740.00-1.74-0.090.000.00-0.090.000.00-0.0920.00-0.23-0.160.00-0.16-0.230.00-0.090.000.00-0.090.000.00-0.090.002.881.7960.001.793.30100.001.163.891.981.011.983.921.331.574.121.951.111.954.091.591.664.261.491.101.490.771.661.723.851.220.841.220.460.311.563.691.180.691.180.370.1916.8521.490.670.15-0.500-8.43-8.43-8.43-10.18-10.18-10.18-10.56-10.56-10.56-10.63-10.63-2.21-9.86-9.86-1.44-9.64-9.64-1.22-9.58-9.58-1.15159

metodo de fuerzas

cross parea losa

dezplazamiento de losaCALCULOSMETODO DE LOS DESPLAZAMIENTOSHaciendo uso del mtodo de los desplazamientos realizar el anlisisestructural del prtico principal1) GRADOS DE LIBERTAD DEL MARCO PLANO:1, 2, 3, 4VIGA2) CALCULO DE LA RIGIDEZ RELATIVAB=1H1I = ( b x h3 ) / 12K = ( 2EI ) / LVIGASI = (1x0.5^3) / 12I =0.083333m4E=200000kg/cm2Obtencin del K:Kij = 2KijK = I/LKij = 2(I / L)Entonces obtenemos los siguientes valores:K2,1=K5,6=K9,10=K13,14=(2 x0.083) / 5 =0.033333L15mCARGAS DISTRIBUIDASL25mCarga : 1-2200.0000L35mCarga : 2-3200.0000K2,3=K6,7=K10,11=K14,15 =(2 x0.083) / 5 =0.033333L45mCarga : 3-4200.0000K3,4=K7,8=K11,12=K15,16 =L55mCarga : 4-5200.0000Carga : 5-6200.0000K2,6=K3,7=K4,8=(2 x0.083) / 5 =0.033333K10,14=K11,15=K12,16=K6,10=K7,11=K8,12=(2 x0.083) / 5 =0.033333CASO 1:Primera Condicin para momento mximo positivo-CARGA VIVA 13) CALCULO DE LOS MOMENTOS DE EMPOTRAMIENTO PERFECTOM1,2=-416.6666666667Tn-mM2,1=416.6666666667Tn-mM2,3=-16666.6666666667Tn-mM3,2=16666.6666666667Tn-mM3,4=-16666.6666666667Tn-mM4,3=16666.6666666667Tn-mM4,5=-16666.6666666667Tn-mM5,4=16666.6666666667Tn-mM5,6=-16666.6666666667Tn-mM6,5=16666.6666666667Tn-m5) CALCULO DE LOS MOMENTOS FINALESReemplazando los valores en la siguiente ecuacin:Mij = Mij + Kij (2i + j + 3)M1,2=0.000Tn-mM2,3=0.000Tn-mM3,4=0.000Tn-mM4,5=0.000Tn-mM5,6=0.000Tn-mM2,1=0.000Tn-mM3,2=0.000Tn-mM4,3=0.000Tn-mM5,4=0.000Tn-mM6,5=0.000Tn-mM12=0.000Tn-mM23=0.000Tn-mM34=0.000Tn-mM45=0.000Tn-mM67=0.000Tn-mM78=0.000Tn-mM89=0.000Tn-mM9,10=0.000Tn-mM21=0.000Tn-mM32=0.000Tn-mM43=0.000Tn-mM54=0.000Tn-mM76=0.000Tn-mM87=0.000Tn-mM98=0.000Tn-mM10,9=0.000Tn-m5) CALCULO DE LOS MOMENTOS FINALESReemplazando los valores en la siguiente ecuacin:Mij = Mij + Kij (2i + j + 3)M2,7=0.000Tn-mM3,8=0.000Tn-mM4,9=0.000Tn-mM5,10=0.000Tn-mM7,2=0.000Tn-mM8,3=0.000Tn-mM9,4=0.000Tn-mM10,5=0.000Tn-mM7,12=0.000Tn-mM8,13=0.000Tn-mM9,14=0.000Tn-mM10,15=0.000Tn-mM12,7=0.000Tn-mM13,8=0.000Tn-mM14,9=0.000Tn-mM15,10=0.000Tn-mM12,17=0.000Tn-mM13,18=0.000Tn-mM14,19=0.000Tn-mM15,20=0.000Tn-mM17,12=0.000Tn-mM18,13=0.000Tn-mM19,14=0.000Tn-mM20,15=0.000Tn-mM12=0.000Tn-mM23=0.000Tn-mM34=0.000Tn-mM45=0.000Tn-mM67=0.000Tn-mM78=0.000Tn-mM89=0.000Tn-mM9,10=0.000Tn-mM21=0.000Tn-mM32=0.000Tn-mM43=0.000Tn-mM54=0.000Tn-mM76=0.000Tn-mM87=0.000Tn-mM98=0.000Tn-mM10,9=0.000Tn-m

MBD00068991.unknown