Analisis Dinamico-trabajo II Unidad
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UNIVERSIDAD JOSE CARLOS MARIATEGUI ING.CIVIL
UNIVERSIDAD JOSE CARLOS MARIATEGUI ING.CIVIL
ANALISIS DINAMICO EN DIRECCION X
1. CARACTERISTICAS GEOMETRICAS Y MASA INERCIAL
CARACTERISTICAS GEOMETRICAS DE LA LOSA
seccinXiYiAiAi.XiAi.Yi
1125.526431681452
26431681452
x=12.00 m
y=5.50 m
MOMENTO POLAR DE INERCIA
seccinx1-xy1-y(x1-x)^2A1(y1-y)^2*A1IxxiIyyi
10000266212672
00266212672
Ix=2662.00 m4
Iy=12672.00 m4
J=15334.00 m4
2. MATRIZ DE MASAS INERCIALES
331.9800000000
0331.980000000
0019282.505000000
000331.9800000
[M] =0000331.980000
0000019282.505000
000000253.59600
0000000253.5960
0000000014729.701
3. MATRIZ DE LA ESTRUCTURA
37284.8249-19597.691789.60989000-48358.417825418.204-1973.93971
-19597.6935086.148-17374.631700025418.204-45506.73419164.2188
1789.60989-17374.631715691.7551000-2321.1240322534.8974-17308.0059
000603843.211-321848.98638669.256536834.4358-19632.7882270.684795
[K] =000-321848.986577214.077-270463.814-19632.788235210.0587-1893.2467
00038669.2565-270463.814220371.6112358.82464-16498.29261542.60128
-48358.417825418.204-2321.1240336834.4358-19632.78822358.8246457760255.2-307758963680209.84
25418.204-45506.73422534.8974-19632.788235210.0587-16498.2926-3077589655249974.3-25883061.8
-1973.9397119164.2188-17308.0059270.684795-1893.24671542.601283680209.84-25883061.821099436.2
4. MATRIZ
0.6351770.7138640.2948690.0000370.0000360.000082-0.000532-0.000623-0.000050
-0.7101010.3895650.586511-0.0000470.0000340.0000010.000580-0.000320-0.000881
0.303819-0.5819250.7543590.000004-0.0000110.000001-0.0002410.000477-0.000417
[] =-0.000047-0.000051-0.0000150.6423700.7191520.2649160.0004070.000497-0.000680
0.000012-0.000047-0.000030-0.7107070.4296320.557042-0.0004130.0000530.003985
-0.000059-0.000023-0.0000060.286776-0.5461050.7870990.000148-0.000171-0.002222
0.0004210.0006550.0002320.000485-0.001009-0.0000930.6420390.7193890.265073
-0.0008350.0004300.0004780.002501-0.001536-0.000177-0.7109790.4293120.556947
-0.000145-0.0003520.0006590.003030-0.001669-0.0002120.286868-0.5460500.787098
5. COEFICIENTES DE VECTORES EN COORDENADAS ORTOGONALES 2081.2238-3350.44774343.2359-0.30440.5518-0.8702-2.05103.8904-4.0125
-3350.44776749.3302-8318.9096-0.18360.3663-0.36091.1919-2.55000.5850
4343.2359-8318.909611115.91060.0510-0.1070-0.0697-0.70141.61001.4817
-0.3044-0.18360.05101890.6113-2967.90744277.522013.4362-24.865822.1447
[M*]=t*m*=0.55180.3663-0.1070-2967.90745983.6377-8145.6540-8.461715.00154.1722
-0.8702-0.3609-0.06974277.5220-8145.654012072.29351.3266-0.8700-35.5475
-2.05101.1919-0.701413.4362-8.46171.32661444.8848-2267.60173268.6054
3.8904-2.55001.6100-24.865815.0015-0.8700-2267.60174569.9450-6221.7513
-4.01250.58501.481722.14474.1722-35.54753268.6054-6221.75139221.9862
588454.461-0.0010.0010.0000.0000.000-0.0010.0010.000
-0.001246262.3350.0000.0000.0000.0000.003-0.0010.000
0.0010.00028262.7070.0000.0000.000-0.0020.0010.000
0.0000.0000.0009585818.408-0.038-0.034-0.0190.008-0.001
K*=.k.=0.0000.0000.000-0.0383749296.0540.008-0.015-0.0170.002
0.0000.0000.000-0.0340.008411807.5570.0000.0000.001
-0.0010.003-0.002-0.019-0.0150.000917089719.700-1.0102.368
0.001-0.0010.0010.008-0.0170.000-1.010359052126.617-1.059
0.0000.0000.000-0.0010.0020.0012.368-1.05939475996.355
210.866-235.7395858.386-0.0160.004-1.1360.107-0.212-2.132
236.989129.328-11220.976-0.017-0.015-0.4480.1660.109-5.179
r*=.M=97.891194.71014545.922-0.005-0.010-0.1140.0590.1219.711
0.012-0.0160.073213.254-235.9415529.7590.1230.63444.637
0.0120.011-0.205238.744142.629-10530.263-0.256-0.389-24.586
0.0270.0000.02787.947184.92715177.235-0.023-0.045-3.130
-0.1770.192-4.6390.135-0.1372.856162.819-180.3014225.483
-0.207-0.1069.2030.1650.018-3.299182.434108.872-8043.149
-0.017-0.293-8.045-0.2261.323-42.85467.221141.24011593.723
6. FRECUENCIA PERIODOS Y MODOS DE VIBRACION-EDICFICACION
FRECUENCIASPERIODOSMODOS
w116.815T1=0.374Modo10.008
w26.040T2=1.040Modo20.022
w31.595T3=3.940Modo30.088
w471.205T4=0.088Modo40.096
w525.032T5=0.251Modo50.251
w65.841T6=1.076Modo60.374
w7796.690T7=0.008Modo71.040
w8280.300T8=0.022Modo81.076
w965.427T9=0.096Modo93.940
7. RESPUESTA SSMICA INERCIAL
RESPUESTA SISMICA INERCIAL
TWC1gSax 100%Say 30%SdxSdy
0.37366535616.815006324.5252.5751250.77253750.0091076060.002732282
1.0401864916.0404411724.5252.5751250.77253750.0705766430.021172993
3.9404471931.594536124.5252.5751250.77253751.0128137810.303844134
0.08824018371.205488624.5252.5751250.77253750.0005078920.000152368
0.25100804825.031808224.5252.5751250.77253750.0041097350.001232921
1.0757902525.8405300624.5252.5751250.77253750.0754907580.022647227
0.007886614796.68987924.5252.5751250.77253754.05714E-061.21714E-06
0.022415922280.30010824.5252.5751250.77253753.27757E-059.83271E-06
0.09603411865.426594724.5252.5751250.77253750.0006015750.000180472
8. RESPUESTA MODAL
6.133E-0400000000
02.884E-030000000
001.245E-02000000
0002.073E-0900000
n=00001.049E-080000
000001.704E-07000
000000-3.336E-1000
0000000-1.713E-090
00000000-6.806E-09
3.895E-042.059E-033.672E-037.734E-143.760E-131.396E-111.774E-131.068E-123.398E-13
-4.355E-041.123E-037.305E-03-9.724E-143.548E-131.076E-13-1.934E-135.486E-135.997E-12
1.863E-04-1.678E-039.395E-037.884E-15-1.117E-132.411E-138.026E-14-8.175E-132.840E-12
-2.898E-08-1.479E-07-1.828E-071.331E-097.542E-094.515E-08-1.359E-13-8.517E-134.629E-12
7.421E-09-1.344E-07-3.760E-07-1.473E-094.506E-099.494E-081.377E-13-9.094E-14-2.712E-11
D=xn=-3.613E-08-6.697E-08-7.338E-085.944E-10-5.727E-091.342E-07-4.941E-142.930E-131.513E-11
2.583E-071.888E-062.884E-061.004E-12-1.058E-11-1.578E-11-2.142E-10-1.232E-09-1.804E-09
-5.122E-071.240E-065.949E-065.183E-12-1.611E-11-3.018E-112.372E-10-7.354E-10-3.790E-09
-8.878E-08-1.014E-068.211E-066.281E-12-1.751E-11-3.621E-11-9.570E-119.353E-10-5.357E-09
23.3668451.6794810.580130.000000.000000.000000.000020.000040.00000
-26.1231228.2021721.044490.000000.000000.00000-0.000020.000020.00002
11.17685-42.1279227.067000.000000.000000.000000.00001-0.000030.00001
-0.00174-0.00371-0.000530.001300.002880.00190-0.00001-0.000030.00002
F=0.00045-0.00338-0.00108-0.001440.001720.003990.000010.00000-0.00011
-0.00217-0.00168-0.000210.00058-0.002190.005630.000000.000010.00006
0.015490.047390.008310.000000.000000.00000-0.02002-0.04510-0.00726
-0.030720.031120.017140.00001-0.000010.000000.02217-0.02692-0.01525
-0.00533-0.025450.023650.00001-0.000010.00000-0.008950.03423-0.02156
9. FUERZAS INERCIALES
FZAS
Fx164.67791
Fx251.71138
Fx358.57246
Fy10.007184
Fy20.007398
Fy30.008133
M10.089156
M20.081179
M30.070549
10. RESPUESTA SISMICA INERCIAL DESPLAZAMIENTOSDESPLAZAMIENTOS
Dx10.010729582
Dx20.019289863
Dx30.023869322
Dy1-4.33028E-07
Dy2-7.9373E-07
Dy38.14417E-08
M18.52285E-06
M21.57666E-05
M32.09212E-05
11. VERIFICACION DE DESPLAZAMIENTOS ANALISIS DINAMICO
NIVELDSPHRELDERIVA
30.02386932230.004579460.00915892
20.01928986330.008560280.01712056
10.01072958230.010729580.02145916
12. VERIFICACION DE DESPLAZAMIENTOS ANALISIS ESTATICO
ndespderiva
DESPLAZAMIENTO -DIRECCION X
30.037930250.01626229
20.029799110.02947019
10.015064010.03012803
13. DESPLAZAMIENTOS Y FUERZAS EN CADA PRTICO PORTICO EJE AAA
DiFinivel
0.01068 m32.25 Tn1
0.01921 m25.81 Tn2
0.02376 m29.15 Tn3
PORTICO EJE BBB
DiFinivel
0.01075 m32.43 Tn1
0.01933 m25.90 Tn2
0.02393 m29.43 Tn3
PORTICO EJE 111
DiFinivel
-0.00010 m-3.43 Tn1
-0.00019 m-2.77 Tn2
-0.00025 m-2.61 Tn3
PORTICO EJE 222
DiFinivel
-0.00005 m-0.07 Tn1
-0.00009 m-0.02 Tn2
-0.00013 m-0.07 Tn3
PORTICO EJE 333
DiFinivel
8.687E-080.00 Tn1
1.680E-070.00 Tn2
2.279E-070.00 Tn3
PORTICO EJE 444
DiFinivel
0.00005 m0.07 Tn1
0.00009 m0.02 Tn2
0.00013 m0.07 Tn3
PORTICO EJE 555
DiFinivel
0.00010 m3.44 Tn1
0.00019 m2.78 Tn2
0.00025 m2.62 Tn3
14. GRAFICAS DE COMPARACION DE DATOS ENTRE ANALISIS SISMICO ESTATICO Y DINAMICO
ANALISIS DINAMICO EN DIRECCION X
1. RESPUESTA SISMICA INERCIAL DIRECCION Y
RESPUESTA SISMICA INERCIAL-DIRECCION Y
TWC1gSax 30%Say 100%SdxSdyrix*riy*M*n
0.373716.815024.52501.03013.43350.00360.0121210.8662-235.73922081.2238-0.0010
1.04026.040424.52501.03013.43350.02820.0941236.9885129.32776749.33020.0028
3.94041.594524.52501.03013.43350.40511.350497.8905194.709911115.91060.0272
0.088271.205524.52501.03013.43350.00020.00070.0124-0.01561890.61130.0000
0.251025.031824.52501.03013.43350.00160.00550.01190.01125983.63770.0000
1.07585.840524.52501.03013.43350.03020.10070.02720.000212072.29350.0000
0.0079796.689924.52501.03013.43350.00000.0000-0.17660.19251444.88480.0000
0.0224280.300124.52501.03013.43350.00000.0000-0.2069-0.10634569.94500.0000
0.096065.426624.52501.03013.43350.00020.0008-0.0166-0.29259221.98620.0000
2. RESPUESTA MODAL
-0.00100637900000000
00.0027944050000000
000.027222036000000
n=000-4.2477E-0900000
00001.35545E-080000
000006.97654E-08000
0000005.22382E-1000
0000000-1.61046E-090
00000000-2.5875E-08
0.63520.71390.29490.00000.00000.0001-0.0005-0.00060.0000
-0.71010.38960.58650.00000.00000.00000.0006-0.0003-0.0009
0.3038-0.58190.75440.00000.00000.0000-0.00020.0005-0.0004
0.0000-0.00010.00000.64240.71920.26490.00040.0005-0.0007
=0.00000.00000.0000-0.71070.42960.5570-0.00040.00010.0040
-0.00010.00000.00000.2868-0.54610.78710.0001-0.0002-0.0022
0.00040.00070.00020.0005-0.0010-0.00010.64200.71940.2651
-0.00080.00040.00050.0025-0.0015-0.0002-0.71100.42930.5569
-0.0001-0.00040.00070.0030-0.0017-0.00020.2869-0.54600.7871
-6.392E-041.995E-038.027E-03-1.585E-134.859E-135.715E-12-2.778E-131.004E-121.292E-12
7.146E-041.089E-031.597E-021.993E-134.586E-134.405E-143.029E-135.158E-132.280E-11
-3.058E-04-1.626E-032.054E-02-1.616E-14-1.444E-139.871E-14-1.257E-13-7.686E-131.080E-11
4.755E-08-1.433E-07-3.996E-07-2.729E-099.748E-091.848E-082.127E-13-8.007E-131.760E-11
D=xn=-1.218E-08-1.303E-07-8.219E-073.019E-095.823E-093.886E-08-2.156E-13-8.550E-14-1.031E-10
5.929E-08-6.489E-08-1.604E-07-1.218E-09-7.402E-095.491E-087.737E-142.755E-135.750E-11
-4.239E-071.829E-066.304E-06-2.058E-12-1.368E-11-6.458E-123.354E-10-1.159E-09-6.859E-09
8.405E-071.201E-061.300E-05-1.062E-11-2.082E-11-1.235E-11-3.714E-10-6.914E-10-1.441E-08
1.457E-07-9.826E-071.795E-05-1.287E-11-2.262E-11-1.482E-111.499E-108.794E-10-2.037E-08
-38.34425050.07647523.1256590.0000000.0000000.000000-0.0000260.0000370.000005
42.86721027.32739145.9982570.0000000.0000000.0000000.0000280.0000190.000092
-18.340863-40.82118359.1620440.0000000.0000000.000000-0.000012-0.0000280.000043
0.002853-0.003598-0.001151-0.0026660.0037260.0007760.000020-0.0000290.000071
[F]-0.000730-0.003270-0.0023680.0029500.0022260.001631-0.000020-0.000003-0.000415
0.003557-0.001629-0.000462-0.001190-0.0028290.0023050.0000070.0000100.000231
-0.0254260.0459210.018161-0.000002-0.0000050.0000000.031354-0.042404-0.027600
0.0504170.0301570.037467-0.000010-0.000008-0.000001-0.034721-0.025305-0.057991
0.008739-0.0246650.051704-0.000013-0.000009-0.0000010.0140090.032186-0.081955
3. FUERZAS INERCIALES Y MATRIZ DE LA ESTRUCTURA
78.26926
80.46688
85.21721
0.00870
[F rest]0.00773
0.00718
0.10878
0.13426
0.13307
37284.825-19597.6901789.6100.0000.0000.000-48358.41825418.204-1973.940
-19597.69035086.148-17374.6320.0000.0000.00025418.204-45506.73419164.219
1789.610-17374.63215691.7550.0000.0000.000-2321.12422534.897-17308.006
0.0000.0000.000603843.211-321848.98638669.25636834.436-19632.788270.685
K=0.0000.0000.000-321848.986577214.077-270463.814-19632.78835210.059-1893.247
0.0000.0000.00038669.256-270463.814220371.6112358.825-16498.2931542.601
-48358.41825418.204-2321.12436834.436-19632.7882358.82557760255.219-30775896.0243680209.844
25418.204-45506.73422534.897-19632.78835210.059-16498.293-30775896.02455249974.254-25883061.792
-1973.94019164.219-17308.006270.685-1893.2471542.6013680209.844-25883061.79221099436.185
4. RESPUESTA SISMICA INERCIAL DESPLAZAMIENTOS
DESPLAZAMIENTOS
Dx10.015037568
Dx20.027758526
Dx30.03445372
Dy1-6.38534E-07
Dy2-1.21775E-06
Dy31.08619E-08
M11.19343E-05
M22.27099E-05
M33.02402E-05
Cabe mencionar q en este sentido el material predominante son los muros de albaileria5. VERIFICACION DE DESPLAZAMIENTOS ANALISIS DINAMICO
NIVELDSPHRELDERIVA
30.0344537230.0066951940.01004279
20.02775852630.0127209580.019081437
10.01503756830.0150375680.022556353
6. VERIFICACION DE DESPLAZAMIENTOS ANALISIS ESTATICODESPLAZAMIENTO -DIRECCION Y
30.003590840.001503584
20.002588450.002007246
10.0012502860.001875429
A.Dinamico243.95336
A.Estatico321.1446
7. DESPLAZAMIENTOS Y FUERZAS EN CADA PORTICO
PORTICO EJE A
AA
DiFi
0.01497 m39.027 Tn1
0.02764 m40.158 Tn2
0.03430 m42.406 Tn3
PORTICO EJE BBB
DiFi
0.01507 m39.243 Tn1
0.02782 m40.308 Tn2
0.03454 m42.811 Tn3
PORTICO EJE 111
DiFi
-0.00014 m-4.154 Tn1
-0.00027 m-4.311 Tn2
-0.00036 m-3.805 Tn3
PORTICO EJE 222
DiFi
-0.00007 m-0.082 Tn1
-0.00014 m-0.030 Tn2
-0.00018 m-0.095 Tn3
PORTICO EJE 3
33
DiFi
8.946E-080.003 Tn
1.676E-070.003 Tn
2.225E-070.002 Tn
PORTICO EJE 4
44
DiFi
0.00007 m0.082 Tn
0.00014 m0.030 Tn
0.00018 m0.095 Tn
PORTICO EJE 555
DiFi
0.00014 m4.160 Tn1
0.00027 m4.317 Tn2
0.00036 m3.809 Tn3
8. GRAFICAS DE COMPARACION DE DATOS ENTRE ANALISIS SISMICO ESTATICO Y DINAMICO
INGENIERIA SISMORESISTENTE MARCO A. RODRIGUEZ VERA