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DISEÑO DE UN EDIFICIO DE 10 PISOS CON ETABS DATOS GENERALES: - Hospital ubicado en el Departamento de Junín (Zona 2) o Zona 2---------------------------------------------- ---------------- Z = 0.30 o Uso: Edificaciones esenciales ------------------------------- U = 1.50 o Suelo: Intermedio ---------------------------------------------- S = 1.20 y Tp = 0.60 o Sistema Estructural:

practica nº 02 - etabs

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Page 1: practica nº 02 - etabs

DISEÑO DE UN EDIFICIO DE 10 PISOS CON ETABS

DATOS GENERALES:

- Hospital ubicado en el Departamento de Junín (Zona 2)o Zona 2---------------------------------------------- ---------------- Z = 0.30o Uso: Edificaciones esenciales ------------------------------- U = 1.50o Suelo: Intermedio ---------------------------------------------- S = 1.20 y Tp = 0.60o Sistema Estructural:

En X : Pórticos --------------------------------------- R x = 8 En Y : Muros Estructurales ------------------------ R y = 6

Page 2: practica nº 02 - etabs

DISEÑO EN PLANTA:

DISEÑO EN ALTURA

Page 3: practica nº 02 - etabs

ESTRUCTURACIÓN:

Page 4: practica nº 02 - etabs

COLUMNAS:

C1: 0.30 X 0.60

C2:

C3: 0.30 X0.70

C4:

VIGAS:

VP: 0.30 X 0.60

VA: 0.30 X 0.40

VC: 0.25 X 0.30

MUROS

Muro de ladrillo KK 18 huecos, e=0.13m

ANÁLISIS DINÁMICO

Page 5: practica nº 02 - etabs

Z = 0.3U = 1.5

S= 1.2, Tp = 0.6Rx = 8Ry = 6

Espectro en X

Espectro en Y

ESPECTRO DE SISMO EN XT Sa C

0 1.65544 2.50.1 1.65544 2.50.2 1.65544 2.50.3 1.65544 2.50.4 1.65544 2.50.5 1.65544 2.50.6 1.65544 2.50.7 1.41895 2.142857140.8 1.24158 1.8750.9 1.10363 1.66666667

1 0.99326 1.51.1 0.90297 1.363636361.2 0.82772 1.251.3 0.76405 1.153846151.4 0.70947 1.071428571.5 0.66218 11.6 0.62079 0.93751.7 0.58427 0.882352941.8 0.55181 0.833333331.9 0.52277 0.78947368

2 0.49663 0.75

Page 6: practica nº 02 - etabs

- CORTANTES DINÁMICOS EN LA BASE

ESPECTRO DE SISMO EN YT Sa C

0 2.20725 2.50.1 2.20725 2.50.2 2.20725 2.50.3 2.20725 2.50.4 2.20725 2.50.5 2.20725 2.50.6 2.20725 2.50.7 1.89193 2.142857140.8 1.65544 1.8750.9 1.47150 1.66666667

1 1.32435 1.51.1 1.20395 1.363636361.2 1.10363 1.251.3 1.01873 1.153846151.4 0.94596 1.071428571.5 0.88290 11.6 0.82772 0.93751.7 0.77903 0.882352941.8 0.73575 0.833333331.9 0.69703 0.78947368

2 0.66218 0.75

Page 7: practica nº 02 - etabs

Story Load Loc P VX VY T MX MY

STORY1 SX Top 0 142.52 1.94 854.127 33.8842306.21

6

STORY1 SX Bottom 0 142.52 1.94 854.127 39.6972719.22

8STORY1 SY Top 0 2.59 235.64 844.381 4083.36 18.886

STORY1 SY Bottom 0 2.59 235.64 844.3814766.55

1 11.631

- PORCENTAJE DE FUERZA CORTANTE QUE SOPORTAN LOS MUROS EN LA BASE:

Story Pier Load Loc P V2 V3 T M2 M3

STORY1 P1 SX Bottom 18.01 0.05 0 8.691799.18

6 4.236

STORY1 P1 SY Bottom 6.95 193.66 0 78.419 3.292503.84

4

Por lo tanto:

CORTANTE EN MUROS % MUROS % COLUMNAS

SISTEMA ESTRUCTURAL R

VX 0 0 100 APORTICADO 8VY 193.66 82.18 17.82 MUROS 6

Page 8: practica nº 02 - etabs

- PERIODOS DE VIBRACIÓN:

Mode Period UX UY UZ SumUX SumUY SumUZ RX RY RZ SumRX SumRY SumRZ

1 0.8645710 82.2712 0 0 82.2712 0 0 0 99.3262 0.0086 0 99.3262 0.00862 0.3320940 0.0059 40.4931 0 82.2771 40.4931 0 57.5114 0.0006 31.113 57.5114 99.3268 31.12163 0.3266920 0.0006 29.4515 0 82.2777 69.9446 0 41.3981 0.0039 44.1616 98.9095 99.3306 75.28334 0.2795710 11.2399 0.0417 0 93.5177 69.9863 0 0.0528 0.5136 0 98.9623 99.8443 75.28335 0.1540610 3.3258 0.0001 0 96.8435 69.9864 0 0 0.1221 0.0015 98.9623 99.9664 75.28486 0.1040500 1.5242 0.003 0 98.3677 69.9893 0 0.0004 0.0186 0.0083 98.9628 99.9849 75.29317 0.0990010 0.0049 0.1164 0 98.3725 70.1057 0 0.0137 0 15.4223 98.9765 99.9849 90.71548 0.0850540 0.0001 19.9373 0 98.3726 90.043 0 0.8892 0 0.1437 99.8657 99.985 90.8599 0.0762680 0.7886 0 0 99.1612 90.0431 0 0 0.0099 0.0006 99.8657 99.9949 90.8597

10 0.0592790 0.4281 0.0002 0 99.5892 90.0432 0 0 0.0026 0.0078 99.8657 99.9975 90.867511 0.0544270 0.0044 0.0877 0 99.5936 90.1309 0 0.0057 0 4.2883 99.8714 99.9975 95.155812 0.0481760 0.2275 0.0002 0 99.8211 90.1311 0 0 0.0016 0.0032 99.8714 99.9991 95.15913 0.0424790 0.0001 4.7738 0 99.8212 94.9049 0 0.103 0 0.1301 99.9743 99.9991 95.289114 0.0409950 0.1155 0.013 0 99.9367 94.9179 0 0.0003 0.0005 0.0216 99.9746 99.9996 95.310815 0.0390810 0.0008 0.2223 0 99.9375 95.1403 0 0.0052 0 1.6293 99.9798 99.9996 96.9416 0.0364450 0.0455 0.0004 0 99.983 95.1406 0 0 0.0003 0.0066 99.9799 99.9999 96.946717 0.0339790 0.0159 0.0007 0 99.9989 95.1413 0 0 0 0.0492 99.9799 100 96.995918 0.0334870 0 0.0103 0 99.999 95.1516 0 0.0007 0 1.0726 99.9806 100 98.068519 0.0292770 0 1.9786 0 99.999 97.1303 0 0.0086 0 0.0276 99.9892 100 98.096120 0.0290790 0.0001 0.0847 0 99.999 97.2149 0 0.0006 0 0.2984 99.9898 100 98.394521 0.0261060 0.0001 0.053 0 99.9991 97.268 0 0.0005 0 0.1858 99.9904 100 98.580322 0.0253680 0 0.0841 0 99.9991 97.3521 0 0.0005 0 0.035 99.9909 100 98.615323 0.0247930 0.0002 0.0956 0 99.9993 97.4476 0 0.0003 0 0.4946 99.9912 100 99.109924 0.0241910 0.0002 0.2256 0 99.9995 97.6733 0 0.002 0 0.2937 99.9932 100 99.403725 0.0229220 0 0.575 0 99.9995 98.2482 0 0.0022 0 0.0002 99.9954 100 99.403926 0.0214250 0.0001 0.0364 0 99.9995 98.2846 0 0.0001 0 0.1029 99.9955 100 99.506827 0.0213300 0 0.1028 0 99.9995 98.3874 0 0.0007 0 0.0039 99.9963 100 99.510628 0.0203980 0 0.2252 0 99.9996 98.6126 0 0.0008 0 0.0155 99.9971 100 99.526129 0.0194960 0.0002 0.004 0 99.9998 98.6166 0 0.0001 0 0.3044 99.9972 100 99.830530 0.0192700 0 0.169 0 99.9998 98.7856 0 0.0003 0 0.0212 99.9974 100 99.8517

Page 9: practica nº 02 - etabs

VERIFICACIÓN DE LAS DISTORSIONES:

Story Item Load Point X Y Z DriftX DriftYSTORY10 Max Drift X SX 17 0 0 30 0.000397 STORY10 Max Drift Y SX 17 0 0 30 0.000004STORY10 Max Drift X SY 17 0 0 30 0.000035 STORY10 Max Drift Y SY 1 0 0.6 30 0.0003400STORY9 Max Drift X SX 19 6.8 0 27 0.000578 STORY9 Max Drift Y SX 1 0 0.6 27 0.000005STORY9 Max Drift X SY 19 6.8 0 27 0.000049 STORY9 Max Drift Y SY 10 0 6.6 27 0.0003570STORY8 Max Drift X SX 18 3.2 0 24 0.000764 STORY8 Max Drift Y SX 17 0 0 24 0.000006STORY8 Max Drift X SY 19 6.8 0 24 0.000056 STORY8 Max Drift Y SY 10 0 6.6 24 0.0003720STORY7 Max Drift X SX 18 3.2 0 21 0.000926 STORY7 Max Drift Y SX 17 0 0 21 0.000006STORY7 Max Drift X SY 19 6.8 0 21 0.000061 STORY7 Max Drift Y SY 10 0 6.6 21 0.0003790STORY6 Max Drift X SX 19 6.8 0 18 0.001059 STORY6 Max Drift Y SX 87 0.235 12.1 18 0.000008STORY6 Max Drift X SY 19 6.8 0 18 0.000062 STORY6 Max Drift Y SY 17 0 0 18 0.0003760STORY5 Max Drift X SX 19 6.8 0 15 0.001167 STORY5 Max Drift Y SX 19 6.8 0 15 0.000006STORY5 Max Drift X SY 19 6.8 0 15 0.000056 STORY5 Max Drift Y SY 17 0 0 15 0.0003560STORY4 Max Drift X SX 19 6.8 0 12 0.001245 STORY4 Max Drift Y SX 19 6.8 0 12 0.000006STORY4 Max Drift X SY 19 6.8 0 12 0.000051 STORY4 Max Drift Y SY 17 0 0 12 0.0003250STORY3 Max Drift X SX 19 6.8 0 9 0.001289 STORY3 Max Drift Y SX 3 6.8 3.6 9 0.000006STORY3 Max Drift X SY 98 6.565 12.1 9 0.00005 STORY3 Max Drift Y SY 17 0 0 9 0.0002790STORY2 Max Drift X SX 19 6.8 0 6 0.001304 STORY2 Max Drift Y SX 19 6.8 0 6 0.000006STORY2 Max Drift X SY 6 0 12.1 6 0.000047 STORY2 Max Drift Y SY 10 0 6.6 6 0.0002140STORY1 Max Drift X SX 108 0.235 0.6 3 0.001263 STORY1 Max Drift Y SX 6 0 12.1 3 0.000015STORY1 Max Drift X SY 109 6.565 0.6 3 0.000045 STORY1 Max Drift Y SY 2 6.8 0.6 3 0.0001320

Page 10: practica nº 02 - etabs

RESUMEN

DISTORSIONES

PISOS .75 * R * DRIFT X 0.75 * R *DRIF Y10 0.00238 0.001539 0.00347 0.001618 0.00458 0.001677 0.00556 0.001716 0.00635 0.001695 0.00700 0.001604 0.00747 0.001463 0.00773 0.001262 0.00782 0.000961 0.00758 0.00059

MÁXIMOS 0.007824 0.001706LIMITES 0.007000 0.005000

CONCLUSIONES

- La distorsión en la dirección X supera el máximo permisible, por lo tanto que se debe rediseñar algunos elementos estructurales, o se debe o mejorar la calidad del concreto.

PISOS DRIFT X DRIF Y10 0.000397 0.00034009 0.000578 0.00035708 0.000764 0.00037207 0.000926 0.00037906 0.001059 0.00037605 0.001167 0.00035604 0.001245 0.00032503 0.001289 0.00027902 0.001304 0.00021401 0.001263 0.0001320