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