Monografias.com > Sin categoría
Descargar Imprimir Comentar Ver trabajos relacionados

Diseño Estructural Básico para sistema constructivo (página 3)




Enviado por Alfredo Pérez



Partes: 1, 2, 3, 4

Tabla 2.23.Reacciones de apoyos en
la base.

Cimiento

Fx

Fy

Mz

1

-13.413

227.016

12.320

2

39.069

475.323

-65.213

3

-39.072

400.829

64.280

4

13.388

151.344

-12.362

Vigas compuestas IS
150×6/100×8

Columnas del pórtico articuladote
IS 150×6/150×10

Columnas del pórtico
rígido IS 200x12x20

Vigas del pórtico rígido
IS 200x12x20

Tabla 2.24.Reacciones de apoyos en
la base.

Cimiento

Fx

Fy

Mz

1

-14.628

227.081

15.023

2

37.895

363.151

-60.984

3

-37.897

306.346

60.438

4

14.650

151.387

-15.245

Diseño de columnas del
pórtico simétrico

Para 3.60 de
intercolumnio

Vigas compuestas H-120B

Columnas del pórtico articulado
HE-140A

Columnas del pórtico
rígido HE-240A

Vigas del pórtico rígido
HE-240A

Tabla 2.25.Reacciones de apoyos en
la base.

Cimiento

Fx

Fy

Mz

1

-11.252

182.101

9.947

2

-31.284

273.151

53.176

3

-33.664

295.794

55.103

4

-7.983

182.101

8.424

Vigas compuestas W130x28

Columnas del pórtico articulado
W130x28

Columnas del pórtico
rígido W200x59

Vigas del pórtico rígido
W200x59

Tabla 2.26.Reacciones de apoyos en
la base.

Cimiento

Fx

Fy

Mz

1

-11.888

182.101

11.407

2

-30.633

273.151

51.247

3

-32.050

390.889

53.227

4

-8.617

182.101

9.883

Vigas compuestas IPE-180

Columnas del pórtico articulado
HE-140A

Columnas del pórtico
rígido HE-240A

Vigas del pórtico rígido
HE-240A

Tabla 2.27.Reacciones de apoyos en
la base.

Cimiento

Fx

Fy

Mz

1

-11.268

181.634

9.977

2

-31.275

272.452

53.162

3

-32.654

389.706

55.082

4

-7.99

181.634

8.439

Vigas compuestas
IS150x6/150×8

Columnas del pórtico articulado
IS150x6/150×8

Columnas del pórtico
rígido IS200x8/200×16

Vigas del pórtico rígido
IS200x8/200×1

Tabla 2.28.Reacciones de apoyos en
la base.

Cimiento

Fx

Fy

Mz

1

-12.70

182.023

13.419

2

-29.808

273.035

50.129

3

-32.223

389.806

52.128

4

-9.443

182.023

11.883

Para 3.60 de luz y 4.2 de
intercolumnio

Vigas compuestas H-120B

Columnas del pórtico articulado
DIL-140

Columnas del pórtico
rígido HE-260A

Vigas del pórtico rígido
HE-260ª

Tabla 2.29.Reacciones de apoyos en
la base.

Cimiento

Fx

Fy

Mz

1

-13.384

227.534

12.294

2

-36.137

341.302

62.444

3

-39.086

476.695

64.767

4

-9.552

227.534

10.498

Vigas compuestas W130x24

Columnas del pórtico articulado
W150x30

Columnas del pórtico
rígido W200x71

Vigas del pórtico rígido
W200x71

Tabla 2.30.Reacciones de apoyos en
la base.

Cimiento

Fx

Fy

Mz

1

-14.710

227.405

15.369

2

-34.786

341.107

58.638

3

-37.830

477.252

227.405

4

-10.865

227.405

13.551

Vigas compuestas IPE-R160

Columnas del pórtico articuladote
DIL-140

Columnas del pórtico
rígido HE260A

Vigas del pórtico rígido
HE260A

Tabla 2.31.Reacciones de apoyos en
la base.

Cimiento

Fx

Fy

Mz

1

-13.414

227.016

12.352

2

-36.118

340.524

62.412

3

-39.059

475.907

64.730

4

-9.566

227.016

10.527

Vigas compuestas IS
150×6/100×8

Columnas del pórtico articuladote
IS 150×6/150×10

Columnas del pórtico
rígido IS 200x12x20

Vigas del pórtico rígido
IS 200x12x20

Tabla 2.32.Reacciones de apoyos en
la base.

Cimiento

Fx

Fy

Mz

1

-14.673

227.081

15.232

2

-34.817

340.621

58.113

3

-37.887

477.486

60.698

4

-10.822

227.081

13.404

Conclusiones

-Con el presente trabajo se han creado las bases para la
elaboración detallada de un sistema constructivo para
viviendas a partir del proceso de diseño y
selección de los diferentes elementos componentes. Por
primera vez en Cuba en la proyección de un sistema
constructivo, se parte del criterio de uso de las secciones
compuestas con lámina perfilada y losa in situ; y esta
sección compuesta a su vez conectada a la viga
metálica, para aprovechar de esta forma todas las ventajas
que ofrecen las secciones y materiales utilizados.

-se exponen en el trabajo todos los elementos
estructurales utilizados, su capacidad de trabajo y los rangos de
utilización. Se logra gran versatilidad del sistema sobre
la base de la diversidad de surtidos de laminados utilizados y la
distancia variable entre columnas y entre líneas de
cargas.

-la no utilización de crucetas, tímpanos u
otros elementos entre las columnas para tomar cargas laterales
permite utilizar cualquier solución en los elementos de
cierre del sistema.

-Se cuenta con la documentación técnica
requerida para que los profesionales a cargo del proyecto y
ejecución de obras estructurales, puedan considerar esta
tipología estructural como una alternativa ventajosa,
contribuyendo a su difusión y empleo.

-Los cálculos computarizados simplifican
notablemente el diseño y constituyeron una sólida e
insustituible herramienta en estos análisis, por lo que se
demuestra la efectividad de los programas LosaCom y VigaCom
empleados; así como las posibilidades de ambos programas
de ser aplicados en la práctica docente y
profesional.

Recomendaciones

A partir de los resultados del trabajo se exponen las
siguientes recomendaciones:

1. Se recomienda continuar trabajando en la
ejecución detallada de toda la información
gráfica y escrita del sistema constructivo propuesto a
partir de los resultados obtenidos.

2. Se recomienda a las empresas cubanas productoras de
láminas perfiladas de acero (Cometal y Metunas) que
desarrollen estudios de factibilidad económica para
efectuar los cambios tecnológicos requeridos para la
producción en el país de láminas apropiadas
para la construcción compuesta.

Anexos

Diseño de columnas del
pórtico asimétrico

Para 3.60 de
intercolumnio

Vigas compuestas H-120B

Columnas del pórtico articulado
HE-140A

Columnas del pórtico
rígido HE-240A

Vigas del pórtico rígido
HE-240A

PAGE NO. 1

****************************************************

* *

* STAAD.Pro *

* Version 2004 Bld 1001.INDIA *

* Proprietary Program of *

* Research Engineers, Intl. *

* Date= JUN 12, 2006 *

* Time= 13:10:15 *

* *

* USER ID: Snow Panther [LZ0] *

****************************************************

INPUT FILE: TESI.STD

1. STAAD PLANE ALFREDO

2. START JOB INFORMATION

3. ENGINEER DATE 10-JUN-06

4. END JOB INFORMATION

5. INPUT WIDTH 79

6. UNIT METER KN

7. JOINT COORDINATES

8. 1 0 0 0; 2 3.6 0 0; 3 5.4 0 0; 4 7.8 0
0; 5 0 2.7 0; 6 3.6 2.7 0

9. 7 5.4 2.7 0; 8 7.8 2.7 0; 9 0 5.4 0; 10
3.6 5.4 0; 11 5.4 5.4 0

10. 12 7.8 5.4 0; 13 0 8.1 0; 14 3.6 8.1 0;
15 5.4 8.1 0; 16 7.8 8.1 0

11. MEMBER INCIDENCES

12. 1 5 6; 2 6 7; 3 7 8; 4 9 10; 5 10 11; 6
11 12; 7 13 14; 8 14 15

13. 9 15 16; 10 1 5; 11 2 6; 12 3 7; 13 4
8; 14 5 9; 15 6 10; 16 7 11

14. 17 8 12; 18 9 13; 19 10 14; 20 11 15;
21 12 16

15. DEFINE MATERIAL START

16. ISOTROPIC STEEL

17. E 2.05E+008

18. POISSON 0.3

19. DENSITY 76.8195

20. ALPHA 1.2E-005

21. DAMP 0.03

22. END DEFINE MATERIAL

23. CONSTANTS

24. MATERIAL STEEL MEMB 1 TO 21

25. MEMBER PROPERTY EUROPEAN

26. 1 3 4 6 7 9 TABLE ST HE120B

27. 10 13 14 17 18 21 TABLE ST
HE140A

28. 2 5 8 11 12 15 16 19 20 TABLE ST
HE240A

29. SUPPORTS

30. 1 TO 4 FIXED

31. MEMBER RELEASE

32. 1 3 4 6 7 9 START MZ

33. 1 3 4 6 7 9 END MZ

34. LOAD 1 CP

35. MEMBER LOAD

36. 1 TO 9 UNI GY -17.222

37. LOAD 2 CT

38. MEMBER LOAD

39. 1 TO 6 UNI GY -10.8

40. 7 TO 9 UNI GY -2.88

ALFREDO — PAGE NO. 2

41. LOAD 3 CVI

42. MEMBER LOAD

43. 10 14 18 UNI GX 4.86

44. 13 17 21 UNI GX 3.04

45. LOAD 4 CVD

46. MEMBER LOAD

47. 13 17 21 UNI GX -4.86

48. 10 14 18 UNI GX -3.04

49. LOAD COMB 5 CP+CT

50. 1 1.0 2 1.0

51. LOAD COMB 6 CP*+CT*

52. 1 1.2 2 1.6

53. LOAD COMB 7 CP+CT+CVI

54. 1 1.0 2 1.0 3 1.0

55. LOAD COMB 8 CP*+CT*+CVI*

56. 1 1.2 2 1.6 3 1.3

57. LOAD COMB 9 CP+CT+CVD

58. 1 1.0 2 1.0 4 1.0

59. LOAD COMB 10 CP*+CT*+CVD*

60. 1 1.2 2 1.6 4 1.3

61. LOAD COMB 11 CP+CVI

62. 1 1.0 3 1.0

63. LOAD COMB 12 CP*+CVI*

64. 1 0.9 3 1.3

65. LOAD COMB 13 CP+CVD

66. 1 1.0 4 1.0

67. LOAD COMB 14 CP*+CVD*

68. 1 0.9 4 1.3

69. PERFORM ANALYSIS PRINT STATICS
CHECK

P R O B L E M S T A T I S T I C
S

———————————–

NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS =
16/ 21/ 4

ORIGINAL/FINAL BAND-WIDTH= 4/ 4/ 15
DOF

TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES
OF FREEDOM = 36

SIZE OF STIFFNESS MATRIX = 1 DOUBLE
KILO-WORDS

REQRD/AVAIL. DISK SPACE = 12.0/ 1259.0 MB,
EXMEM = 13.8 MB

STAAD.Pro CODE CHECKING – (AISC)

***********************

ALL UNITS ARE – KN METE (UNLESS OTHERWISE
NOTED)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/
LOADING/

FX MY MZ LOCATION

=======================================================================

2 ST HE240A PASS SHEAR -Y 0.605
8

1.66 C 0.00 65.72 1.80

5 ST HE240A PASS SHEAR -Y 0.453
8

3.68 C 0.00 43.87 1.80

8 ST HE240A PASS SHEAR -Y 0.219
8

4.29 C 0.00 16.01 1.80

10 ST HE140A PASS AISC- H1-1 0.946
8

182.10 C 0.00 9.90 0.00

11 ST HE240A PASS AISC- H1-2 0.842
10

390.02 C 0.00 -55.42 0.00

12 ST HE240A PASS AISC- H1-2 0.784
8

330.11 C 0.00 54.80 0.00

13 ST HE140A PASS AISC- H1-1 0.753
10

121.40 C 0.00 -9.97 0.00

14 ST HE140A PASS AISC- H1-1 0.473
8

113.80 C 0.00 3.54 2.70

15 ST HE240A PASS AISC- H1-2 0.513
10

223.16 C 0.00 35.21 2.70

16 ST HE240A PASS AISC- H1-2 0.485
8

185.75 C 0.00 -35.64 2.70

17 ST HE140A PASS AISC- H1-1 0.361
10

75.86 C 0.00 -3.59 2.70

18 ST HE140A PASS AISC- H1-3 0.311
8

45.49 C 0.00 -4.12 1.57

19 ST HE240A PASS AISC- H1-3 0.224
10

81.14 C 0.00 15.81 2.70

20 ST HE240A PASS AISC- H1-3 0.211
8

66.19 C 0.00 -16.01 2.70

21 ST HE140A PASS AISC- H1-3 0.266
10

30.33 C 0.00 4.10 1.57

73. FINISH

Desplazamientos en los
nudos

Monografias.com

Reacciones en los apoyos

Monografias.com
Monografias.com

Vigas compuestas W130x28

Columnas del pórtico articulado
W130x28

Columnas del pórtico
rígido W200x59

Vigas del pórtico rígido
W200x59

PAGE NO. 1

****************************************************

* *

* STAAD.Pro *

* Version 2004 Bld 1001.INDIA *

* Proprietary Program of *

* Research Engineers, Intl. *

* Date= JUN 12, 2006 *

* Time= 13:59:49 *

* *

* USER ID: Snow Panther [LZ0] *

****************************************************

INPUT FILE: TESI.STD

1. STAAD PLANE ALFREDO

2. START JOB INFORMATION

3. ENGINEER DATE 10-JUN-06

4. END JOB INFORMATION

5. INPUT WIDTH 79

6. UNIT METER KN

7. JOINT COORDINATES

8. 1 0 0 0; 2 3.6 0 0; 3 5.4 0 0; 4 7.8 0
0; 5 0 2.7 0; 6 3.6 2.7 0; 7 5.4 2.7 0

9. 8 7.8 2.7 0; 9 0 5.4 0; 10 3.6 5.4 0; 11
5.4 5.4 0; 12 7.8 5.4 0; 13 0 8.1 0

10. 14 3.6 8.1 0; 15 5.4 8.1 0; 16 7.8 8.1
0

11. MEMBER INCIDENCES

12. 1 5 6; 2 6 7; 3 7 8; 4 9 10; 5 10 11; 6
11 12; 7 13 14; 8 14 15; 9 15 16

13. 10 1 5; 11 2 6; 12 3 7; 13 4 8; 14 5 9;
15 6 10; 16 7 11; 17 8 12; 18 9 13

14. 19 10 14; 20 11 15; 21 12 16

15. DEFINE MATERIAL START

16. ISOTROPIC STEEL

17. E 2.05E+008

18. POISSON 0.3

19. DENSITY 76.8195

20. ALPHA 1.2E-005

21. DAMP 0.03

22. END DEFINE MATERIAL

23. CONSTANTS

24. MATERIAL STEEL MEMB 1 TO 21

25. MEMBER PROPERTY CANADIAN

26. 1 3 4 6 7 9 10 13 14 17 18 21 TABLE ST
W130X28

27. 2 5 8 11 12 15 16 19 20 TABLE ST
W200X59

28. SUPPORTS

29. 1 TO 4 FIXED

30. MEMBER RELEASE

31. 1 3 4 6 7 9 START MZ

32. 1 3 4 6 7 9 END MZ

33. LOAD 1 CP

34. MEMBER LOAD

35. 1 TO 9 UNI GY -17.222

36. LOAD 2 CT

37. MEMBER LOAD

38. 1 TO 6 UNI GY -10.8

39. 7 TO 9 UNI GY -2.88

40. LOAD 3 CVI

ALFREDO — PAGE NO. 2

41. MEMBER LOAD

42. 10 14 18 UNI GX 4.86

43. 13 17 21 UNI GX 3.04

44. LOAD 4 CVD

45. MEMBER LOAD

46. 13 17 21 UNI GX -4.86

47. 10 14 18 UNI GX -3.04

48. LOAD COMB 5 CP+CT

49. 1 1.0 2 1.0

50. LOAD COMB 6 CP*+CT*

51. 1 1.2 2 1.6

52. LOAD COMB 7 CP+CT+CVI

53. 1 1.0 2 1.0 3 1.0

54. LOAD COMB 8 CP*+CT*+CVI*

55. 1 1.2 2 1.6 3 1.3

56. LOAD COMB 9 CP+CT+CVD

57. 1 1.0 2 1.0 4 1.0

58. LOAD COMB 10 CP*+CT*+CVD*

59. 1 1.2 2 1.6 4 1.3

60. LOAD COMB 11 CP+CVI

61. 1 1.0 3 1.0

62. LOAD COMB 12 CP*+CVI*

63. 1 0.9 3 1.3

64. LOAD COMB 13 CP+CVD

65. 1 1.0 4 1.0

66. LOAD COMB 14 CP*+CVD*

67. 1 0.9 4 1.3

68. PERFORM ANALYSIS PRINT STATICS
CHECK

P R O B L E M S T A T I S T I C
S

———————————–

NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS =
16/ 21/ 4

ORIGINAL/FINAL BAND-WIDTH= 4/ 4/ 15
DOF

TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES
OF FREEDOM = 36

SIZE OF STIFFNESS MATRIX = 1 DOUBLE
KILO-WORDS

REQRD/AVAIL. DISK SPACE = 12.0/ 1258.7 MB,
EXMEM = 8.3 MB

STAAD.Pro CODE CHECKING – (AISC)

***********************

ALL UNITS ARE – KN METE (UNLESS OTHERWISE
NOTED)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/
LOADING/

FX MY MZ LOCATION

=======================================================================

2 ST W200X59 PASS AISC- H1-3 0.697
8

1.66 C 0.00 66.11 1.80

5 ST W200X59 PASS AISC- H1-3 0.468
8

3.67 C 0.00 44.16 1.80

8 ST W200X59 PASS SHEAR -Y 0.209
8

4.34 C 0.00 15.96 1.80

10 ST W130X28 PASS AISC- H1-1 0.927
8

182.10 C 0.00 11.36 0.00

11 ST W200X59 PASS AISC- H1-2 0.967
10

390.57 C 0.00 -53.53 0.00

12 ST W200X59 PASS AISC- H1-2 0.908
8

330.53 C 0.00 53.03 0.00

13 ST W130X28 PASS AISC- H1-1 0.749
10

121.40 C 0.00 -11.43 0.00

14 ST W130X28 PASS AISC- H1-1 0.424
8

113.80 C 0.00 3.22 2.70

15 ST W200X59 PASS AISC- H1-2 0.605
10

223.32 C 0.00 35.08 2.70

16 ST W200X59 PASS AISC- H1-2 0.575
8

185.83 C 0.00 -35.43 2.70

17 ST W130X28 PASS AISC- H1-1 0.321
10

75.86 C 0.00 -3.27 2.70

18 ST W130X28 PASS AISC- H1-3 0.293
8

45.49 C 0.00 -4.26 1.57

19 ST W200X59 PASS AISC- H1-3 0.268
10

81.04 C 0.00 15.79 2.70

20 ST W200X59 PASS AISC- H1-3 0.254
8

66.06 C 0.00 -15.96 2.70

21 ST W130X28 PASS AISC- H1-3 0.252
10

30.33 C 0.00 4.23 1.57

73. FINISH

Desplazamientos en los
nudos

Monografias.com

Reacciones en los apoyos

Monografias.com
Monografias.com

Vigas compuestas IPE-180

Columnas del pórtico articulado
HE-140A

Columnas del pórtico
rígido HE-240A

Vigas del pórtico rígido
HE-240A

PAGE NO. 1

****************************************************

* *

* STAAD.Pro *

* Version 2004 Bld 1001.INDIA *

* Proprietary Program of *

* Research Engineers, Intl. *

* Date= JUN 12, 2006 *

* Time= 21: 0:14 *

* *

* USER ID: Snow Panther [LZ0] *

****************************************************

INPUT FILE: TESI.STD

1. STAAD PLANE ALFREDO

2. START JOB INFORMATION

3. ENGINEER DATE 10-JUN-06

4. END JOB INFORMATION

5. INPUT WIDTH 79

6. UNIT METER KN

7. JOINT COORDINATES

8. 1 0 0 0; 2 3.6 0 0; 3 5.4 0 0; 4 7.8 0
0; 5 0 2.7 0; 6 3.6 2.7 0; 7 5.4 2.7 0

9. 8 7.8 2.7 0; 9 0 5.4 0; 10 3.6 5.4 0; 11
5.4 5.4 0; 12 7.8 5.4 0; 13 0 8.1 0

10. 14 3.6 8.1 0; 15 5.4 8.1 0; 16 7.8 8.1
0

11. MEMBER INCIDENCES

12. 1 5 6; 2 6 7; 3 7 8; 4 9 10; 5 10 11; 6
11 12; 7 13 14; 8 14 15; 9 15 16

13. 10 1 5; 11 2 6; 12 3 7; 13 4 8; 14 5 9;
15 6 10; 16 7 11; 17 8 12; 18 9 13

14. 19 10 14; 20 11 15; 21 12 16

15. DEFINE MATERIAL START

16. ISOTROPIC STEEL

17. E 2.05E+008

18. POISSON 0.3

19. DENSITY 76.8195

20. ALPHA 1.2E-005

21. DAMP 0.03

22. END DEFINE MATERIAL

23. MEMBER PROPERTY EUROPEAN

24. 2 5 8 11 12 15 16 19 20 TABLE ST
HE240A

25. 1 3 4 6 7 9 TABLE ST IPE180

26. 10 13 14 17 18 21 TABLE ST
HE140A

27. CONSTANTS

28. MATERIAL STEEL MEMB 1 TO 21

29. SUPPORTS

30. 1 TO 4 FIXED

31. MEMBER RELEASE

32. 1 3 4 6 7 9 START MZ

33. 1 3 4 6 7 9 END MZ

34. LOAD 1 CP

35. MEMBER LOAD

36. 1 TO 9 UNI GY -17.15

37. LOAD 2 CT

38. MEMBER LOAD

39. 1 TO 6 UNI GY -10.8

40. 7 TO 9 UNI GY -2.88

ALFREDO — PAGE NO. 2

41. LOAD 3 CVI

42. MEMBER LOAD

43. 10 14 18 UNI GX 4.86

44. 13 17 21 UNI GX 3.04

45. LOAD 4 CVD

46. MEMBER LOAD

47. 13 17 21 UNI GX -4.86

48. 10 14 18 UNI GX -3.04

49. LOAD COMB 5 CP+CT

50. 1 1.0 2 1.0

51. LOAD COMB 6 CP*+CT*

52. 1 1.2 2 1.6

53. LOAD COMB 7 CP+CT+CVI

54. 1 1.0 2 1.0 3 1.0

55. LOAD COMB 8 CP*+CT*+CVI*

56. 1 1.2 2 1.6 3 1.3

57. LOAD COMB 9 CP+CT+CVD

58. 1 1.0 2 1.0 4 1.0

59. LOAD COMB 10 CP*+CT*+CVD*

60. 1 1.2 2 1.6 4 1.3

61. LOAD COMB 11 CP+CVI

62. 1 1.0 3 1.0

63. LOAD COMB 12 CP*+CVI*

64. 1 0.9 3 1.3

65. LOAD COMB 13 CP+CVD

66. 1 1.0 4 1.0

67. LOAD COMB 14 CP*+CVD*

68. 1 0.9 4 1.3

69. PERFORM ANALYSIS PRINT STATICS
CHECK

P R O B L E M S T A T I S T I C
S

———————————–

NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS =
16/ 21/ 4

ORIGINAL/FINAL BAND-WIDTH= 4/ 4/ 15
DOF

TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES
OF FREEDOM = 36

SIZE OF STIFFNESS MATRIX = 1 DOUBLE
KILO-WORDS

REQRD/AVAIL. DISK SPACE = 12.0/ 1258.6 MB,
EXMEM = 14.9 MB

STAAD.Pro CODE CHECKING – (AISC)

***********************

ALL UNITS ARE – KN METE (UNLESS OTHERWISE
NOTED)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/
LOADING/

FX MY MZ LOCATION

=======================================================================

2 ST HE240A PASS SHEAR -Y 0.604
8

1.66 C 0.00 65.69 1.80

5 ST HE240A PASS SHEAR -Y 0.452
8

3.68 C 0.00 43.85 1.80

8 ST HE240A PASS SHEAR -Y 0.219
8

4.29 C 0.00 16.00 1.80

10 ST HE140A PASS AISC- H1-1 0.946
8

181.63 C 0.00 9.93 0.00

11 ST HE240A PASS AISC- H1-2 0.841
10

389.31 C 0.00 -55.41 0.00

12 ST HE240A PASS AISC- H1-2 0.783
8

329.56 C 0.00 54.78 0.00

13 ST HE140A PASS AISC- H1-1 0.753
10

121.09 C 0.00 -9.99 0.00

14 ST HE140A PASS AISC- H1-1 0.472
8

113.49 C 0.00 3.53 2.70

15 ST HE240A PASS AISC- H1-2 0.513
10

222.70 C 0.00 35.20 2.70

16 ST HE240A PASS AISC- H1-2 0.484
8

185.40 C 0.00 -35.63 2.70

17 ST HE140A PASS AISC- H1-1 0.360
10

75.66 C 0.00 -3.59 2.70

18 ST HE140A PASS AISC- H1-3 0.311
8

45.34 C 0.00 -4.13 1.57

19 ST HE240A PASS AISC- H1-3 0.224
10

80.91 C 0.00 15.80 2.70

20 ST HE240A PASS AISC- H1-3 0.211
8

66.02 C 0.00 -16.00 2.70

21 ST HE140A PASS AISC- H1-3 0.266
10

30.23 C 0.00 4.10 1.57

74. FINISH

Desplazamientos en los
nudos

Monografias.com

Reacciones en los apoyos

Monografias.com
Monografias.com

Vigas compuestas
IS150x6/150×8

Columnas del pórtico articulado
IS150x6/150×8

Columnas del pórtico
rígido IS200x8/200×16

Vigas del pórtico rígido
IS200x8/200×16

PAGE NO. 1

****************************************************

* *

* STAAD.Pro *

* Version 2004 Bld 1001.INDIA *

* Proprietary Program of *

* Research Engineers, Intl. *

* Date= JUN 12, 2006 *

* Time= 23:26:17 *

* *

* USER ID: Snow Panther [LZ0] *

****************************************************

NPUT FILE: TESI.STD

1. STAAD PLANE ALFREDO

2. START JOB INFORMATION

3. ENGINEER DATE 10-JUN-06

4. END JOB INFORMATION

5. INPUT WIDTH 79

6. UNIT METER KN

7. JOINT COORDINATES

8. 1 0 0 0; 2 3.6 0 0; 3 5.4 0 0; 4 7.8 0
0; 5 0 2.7 0; 6 3.6 2.7 0; 7 5.4 2.7 0

9. 8 7.8 2.7 0; 9 0 5.4 0; 10 3.6 5.4 0; 11
5.4 5.4 0; 12 7.8 5.4 0; 13 0 8.1 0

10. 14 3.6 8.1 0; 15 5.4 8.1 0; 16 7.8 8.1
0

11. MEMBER INCIDENCES

12. 1 5 6; 2 6 7; 3 7 8; 4 9 10; 5 10 11; 6
11 12; 7 13 14; 8 14 15; 9 15 16

13. 10 1 5; 11 2 6; 12 3 7; 13 4 8; 14 5 9;
15 6 10; 16 7 11; 17 8 12; 18 9 13

14. 19 10 14; 20 11 15; 21 12 16

15. START USER TABLE

16. TABLE 1

17. UNIT CM KN

18. WIDE FLANGE

19. 150X6X8

20. 32.04 15 0.6 15 0.8 1331.43 450.241
6.0848 9 16

21. TABLE 2

22. UNIT CM KN

23. WIDE FLANGE

24. 200X8X16

25. 77.44 20 0.8 20 1.6 5746.72 2134.05
57.4805 16 42.6667

26. END

27. UNIT METER KN

28. DEFINE MATERIAL START

29. ISOTROPIC STEEL

30. E 2.05E+008

31. POISSON 0.3

32. DENSITY 76.8195

33. ALPHA 1.2E-005

34. DAMP 0.03

35. END DEFINE MATERIAL

36. UNIT CM KN

37. MEMBER PROPERTY AMERICAN

38. 1 3 4 6 7 9 UPTABLE 1
150X6X8

39. 10 13 14 17 18 21 UPTABLE 1
150X6X8

40. 2 5 8 11 12 15 16 19 20 UPTABLE 2
200X8X16

ALFREDO — PAGE NO. 2

41. UNIT METER KN

42. CONSTANTS

43. MATERIAL STEEL MEMB 1 TO 21

44. SUPPORTS

45. 1 TO 4 FIXED

46. MEMBER RELEASE

47. 1 3 4 6 7 9 START MZ

48. 1 3 4 6 7 9 END MZ

49. LOAD 1 CP

50. MEMBER LOAD

51. 1 TO 9 UNI GY -17.21

52. LOAD 2 CT

53. MEMBER LOAD

54. 1 TO 6 UNI GY -10.8

55. 7 TO 9 UNI GY -2.88

56. LOAD 3 CVI

57. MEMBER LOAD

58. 10 14 18 UNI GX 4.86

59. 13 17 21 UNI GX 3.04

60. LOAD 4 CVD

61. MEMBER LOAD

62. 13 17 21 UNI GX -4.86

63. 10 14 18 UNI GX -3.04

64. LOAD COMB 5 CP+CT

65. 1 1.0 2 1.0

66. LOAD COMB 6 CP*+CT*

67. 1 1.2 2 1.6

68. LOAD COMB 7 CP+CT+CVI

69. 1 1.0 2 1.0 3 1.0

70. LOAD COMB 8 CP*+CT*+CVI*

71. 1 1.2 2 1.6 3 1.3

72. LOAD COMB 9 CP+CT+CVD

73. 1 1.0 2 1.0 4 1.0

74. LOAD COMB 10 CP*+CT*+CVD*

75. 1 1.2 2 1.6 4 1.3

76. LOAD COMB 11 CP+CVI

77. 1 1.0 3 1.0

78. LOAD COMB 12 CP*+CVI*

79. 1 0.9 3 1.3

80. LOAD COMB 13 CP+CVD

81. 1 1.0 4 1.0

82. LOAD COMB 14 CP*+CVD*

83. 1 0.9 4 1.3

84. PERFORM ANALYSIS PRINT STATICS
CHECK

ALFREDO — PAGE NO. 3

P R O B L E M S T A T I S T I C
S

———————————–

NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS =
16/ 21/ 4

ORIGINAL/FINAL BAND-WIDTH= 4/ 4/ 15
DOF

TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES
OF FREEDOM = 36

SIZE OF STIFFNESS MATRIX = 1 DOUBLE
KILO-WORDS

REQRD/AVAIL. DISK SPACE = 12.0/ 1258.8 MB,
EXMEM = 49.8 MB

STAAD.Pro CODE CHECKING – (AISC)

***********************

ALL UNITS ARE – KN CM (UNLESS OTHERWISE
NOTED)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/
LOADING/

FX MY MZ LOCATION

=======================================================================

2 UPT 200X8X16 PASS AISC- H1-3 0.691
8

1.66 C 0.00 6488.00 180.00

5 UPT 200X8X16 PASS AISC- H1-3 0.472
8

3.67 C 0.00 4412.04 180.00

8 UPT 200X8X16 PASS SHEAR -Y 0.227
8

4.32 C 0.00 1624.77 180.00

10 UPT 150X6X8 PASS AISC- H1-1 0.980
8

182.02 C 0.00 1336.13 0.00

11 UPT 200X8X16 PASS AISC- H1-2 0.950
10

389.49 C 0.00 -5236.51 0.00

12 UPT 200X8X16 PASS AISC- H1-2 0.892
8

329.45 C 0.00 5190.46 0.00

13 UPT 150X6X8 PASS AISC- H1-1 0.798
10

121.35 C 0.00 -1344.62 0.00

14 UPT 150X6X8 PASS AISC- H1-1 0.431
8

113.75 C 0.00 -336.85 135.00

15 UPT 200X8X16 PASS AISC- H1-2 0.602
10

223.61 C 0.00 3490.43 270.00

16 UPT 200X8X16 PASS AISC- H1-2 0.573
8

186.11 C 0.00 -3522.90 270.00

17 UPT 150X6X8 PASS AISC- H1-1 0.320
10

75.83 C 0.00 328.43 135.00

18 UPT 150X6X8 PASS AISC- H1-3 0.295
8

45.47 C 0.00 -446.45 157.50

19 UPT 200X8X16 PASS AISC- H1-3 0.271
10

81.35 C 0.00 1608.80 270.00

20 UPT 200X8X16 PASS AISC- H1-3 0.258
8

66.38 C 0.00 -1624.77 270.00

21 UPT 150X6X8 PASS AISC- H1-3 0.252
10

30.31 C 0.00 443.68 157.50

90. FINISH

Desplazamientos en los
nudos

Monografias.com

Reacciones en los apoyos

Monografias.com
Monografias.com

Para 4.2 de intercolumnio

Vigas compuestas HE-120B

Columnas del pórtico articulado
DIL-140

Columnas del pórtico
rígido HE-260A

Vigas del pórtico rígido
HE-260A

PAGE NO. 1

****************************************************

* *

* STAAD.Pro *

* Version 2004 Bld 1001.INDIA *

* Proprietary Program of *

* Research Engineers, Intl. *

* Date= JUN 12, 2006 *

* Time= 22:22:25 *

* *

* USER ID: Snow Panther [LZ0] *

****************************************************

INPUT FILE: TESI.STD

1. STAAD PLANE ALFREDO

2. START JOB INFORMATION

3. ENGINEER DATE 10-JUN-06

4. END JOB INFORMATION

5. INPUT WIDTH 79

6. UNIT METER KN

7. JOINT COORDINATES

8. 1 0 0 0; 2 3.6 0 0; 3 5.4 0 0; 4 7.8 0
0; 5 0 2.7 0; 6 3.6 2.7 0; 7 5.4 2.7 0

9. 8 7.8 2.7 0; 9 0 5.4 0; 10 3.6 5.4 0; 11
5.4 5.4 0; 12 7.8 5.4 0; 13 0 8.1 0

10. 14 3.6 8.1 0; 15 5.4 8.1 0; 16 7.8 8.1
0

11. MEMBER INCIDENCES

12. 1 5 6; 2 6 7; 3 7 8; 4 9 10; 5 10 11; 6
11 12; 7 13 14; 8 14 15; 9 15 16

13. 10 1 5; 11 2 6; 12 3 7; 13 4 8; 14 5 9;
15 6 10; 16 7 11; 17 8 12; 18 9 13

14. 19 10 14; 20 11 15; 21 12 16

15. DEFINE MATERIAL START

16. ISOTROPIC STEEL

17. E 2.05E+008

18. POISSON 0.3

19. DENSITY 76.8195

20. ALPHA 1.2E-005

21. DAMP 0.03

22. END DEFINE MATERIAL

23. CONSTANTS

24. MATERIAL STEEL MEMB 1 TO 21

25. MEMBER PROPERTY EUROPEAN

26. 1 3 4 6 7 9 TABLE ST HE120B

27. 2 5 8 11 12 15 16 19 20 TABLE ST
HE260A

28. 10 13 14 17 18 21 TABLE ST
DIL140

29. SUPPORTS

30. 1 TO 4 FIXED

31. MEMBER RELEASE

32. 1 3 4 6 7 9 START MZ

33. 1 3 4 6 7 9 END MZ

34. LOAD 1 CP

35. MEMBER LOAD

36. 1 TO 9 UNI GY -22.42

37. LOAD 2 CT

38. MEMBER LOAD

39. 1 TO 6 UNI GY -12.6

40. 7 TO 9 UNI GY -3.36

ALFREDO — PAGE NO. 2

41. LOAD 3 CVI

42. MEMBER LOAD

43. 10 14 18 UNI GX 5.67

44. 13 17 21 UNI GX 3.54

45. LOAD 4 CVD

46. MEMBER LOAD

47. 13 17 21 UNI GX -5.67

48. 10 14 18 UNI GX -3.54

49. LOAD COMB 5 CP+CT

50. 1 1.0 2 1.0

51. LOAD COMB 6 CP*+CT*

52. 1 1.2 2 1.6

53. LOAD COMB 7 CP+CT+CVI

54. 1 1.0 2 1.0 3 1.0

55. LOAD COMB 8 CP*+CT*+CVI*

56. 1 1.2 2 1.6 3 1.3

57. LOAD COMB 9 CP+CT+CVD

58. 1 1.0 2 1.0 4 1.0

59. LOAD COMB 10 CP*+CT*+CVD*

60. 1 1.2 2 1.6 4 1.3

61. LOAD COMB 11 CP+CVI

62. 1 1.0 3 1.0

63. LOAD COMB 12 CP*+CVI*

64. 1 0.9 3 1.3

65. LOAD COMB 13 CP+CVD

66. 1 1.0 4 1.0

67. LOAD COMB 14 CP*+CVD*

68. 1 0.9 4 1.3

69. PERFORM ANALYSIS PRINT STATICS
CHECK

P R O B L E M S T A T I S T I C
S

———————————–

NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS =
16/ 21/ 4

ORIGINAL/FINAL BAND-WIDTH= 4/ 4/ 15
DOF

TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES
OF FREEDOM = 36

SIZE OF STIFFNESS MATRIX = 1 DOUBLE
KILO-WORDS

REQRD/AVAIL. DISK SPACE = 12.0/ 1258.8 MB,
EXMEM = 48.8 MB

STAAD.Pro CODE CHECKING – (AISC)

***********************

ALL UNITS ARE – KN METE (UNLESS OTHERWISE
NOTED)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/
LOADING/

FX MY MZ LOCATION

=======================================================================

2 ST HE260A PASS SHEAR -Y 0.648
8

1.87 C 0.00 75.87 1.80

5 ST HE260A PASS SHEAR -Y 0.494
8

4.23 C 0.00 51.49 1.80

8 ST HE260A PASS SHEAR -Y 0.249
8

5.26 C 0.00 19.37 1.80

10 ST DIL140 PASS AISC- H1-1 0.871
8

227.53 C 0.00 12.22 0.00

11 ST HE260A PASS AISC- H1-2 0.845
10

476.11 C 0.00 -65.24 0.00

12 ST HE260A PASS AISC- H1-2 0.780
8

401.44 C 0.00 64.31 0.00

13 ST DIL140 PASS AISC- H1-1 0.692
10

151.69 C 0.00 -12.32 0.00

14 ST DIL140 PASS AISC- H1-1 0.429
8

142.82 C 0.00 3.93 2.70

15 ST HE260A PASS AISC- H1-2 0.513
10

275.39 C 0.00 41.10 2.70

16 ST HE260A PASS AISC- H1-2 0.482
8

228.58 C 0.00 -41.74 2.70

17 ST DIL140 PASS AISC- H1-1 0.323
10

95.21 C 0.00 -4.01 2.70

18 ST DIL140 PASS AISC- H1-3 0.284
8

58.10 C 0.00 -4.89 1.57

19 ST HE260A PASS AISC- H1-3 0.229
10

102.47 C 0.00 19.07 2.70

20 ST HE260A PASS AISC- H1-3 0.214
8

83.45 C 0.00 -19.37 2.70

21 ST DIL140 PASS AISC- H1-3 0.240
10

38.74 C 0.00 4.86 1.57

73. FINISH

Desplazamientos en los
nudos

Monografias.com

Reacciones en los apoyos

Monografias.com
Monografias.com

Vigas compuestas W130x24

Columnas del pórtico articulado
W150x30

Columnas del pórtico
rígido W200x271

Vigas del pórtico rígido
W200x71

PAGE NO. 1

****************************************************

* *

* STAAD.Pro *

* Version 2004 Bld 1001.INDIA *

* Proprietary Program of *

* Research Engineers, Intl. *

* Date= JUN 12, 2006 *

* Time= 22:29:13 *

* *

* USER ID: Snow Panther [LZ0] *

****************************************************

INPUT FILE: TESI.STD

1. STAAD PLANE ALFREDO

2. START JOB INFORMATION

3. ENGINEER DATE 10-JUN-06

4. END JOB INFORMATION

5. INPUT WIDTH 79

6. UNIT METER KN

7. JOINT COORDINATES

8. 1 0 0 0; 2 3.6 0 0; 3 5.4 0 0; 4 7.8 0
0; 5 0 2.7 0; 6 3.6 2.7 0; 7 5.4 2.7 0

9. 8 7.8 2.7 0; 9 0 5.4 0; 10 3.6 5.4 0; 11
5.4 5.4 0; 12 7.8 5.4 0; 13 0 8.1 0

10. 14 3.6 8.1 0; 15 5.4 8.1 0; 16 7.8 8.1
0

11. MEMBER INCIDENCES

12. 1 5 6; 2 6 7; 3 7 8; 4 9 10; 5 10 11; 6
11 12; 7 13 14; 8 14 15; 9 15 16

13. 10 1 5; 11 2 6; 12 3 7; 13 4 8; 14 5 9;
15 6 10; 16 7 11; 17 8 12; 18 9 13

14. 19 10 14; 20 11 15; 21 12 16

15. DEFINE MATERIAL START

16. ISOTROPIC STEEL

17. E 2.05E+008

18. POISSON 0.3

19. DENSITY 76.8195

20. ALPHA 1.2E-005

21. DAMP 0.03

22. END DEFINE MATERIAL

23. CONSTANTS

24. MATERIAL STEEL MEMB 1 TO 21

25. MEMBER PROPERTY CANADIAN

26. 1 3 4 6 7 9 TABLE ST W130X24

27. 10 13 14 17 18 21 TABLE ST
W150X30

28. 2 5 8 11 12 15 16 19 20 TABLE ST
W200X71

29. SUPPORTS

30. 1 TO 4 FIXED

31. MEMBER RELEASE

32. 1 3 4 6 7 9 START MZ

33. 1 3 4 6 7 9 END MZ

34. LOAD 1 CP

35. MEMBER LOAD

36. 1 TO 9 UNI GY -22.4

37. LOAD 2 CT

38. MEMBER LOAD

39. 1 TO 6 UNI GY -12.6

40. 7 TO 9 UNI GY -3.36

ALFREDO — PAGE NO. 2

41. LOAD 3 CVI

42. MEMBER LOAD

43. 10 14 18 UNI GX 5.67

44. 13 17 21 UNI GX 3.54

45. LOAD 4 CVD

46. MEMBER LOAD

47. 13 17 21 UNI GX -5.67

48. 10 14 18 UNI GX -3.54

49. LOAD COMB 5 CP+CT

50. 1 1.0 2 1.0

51. LOAD COMB 6 CP*+CT*

52. 1 1.2 2 1.6

53. LOAD COMB 7 CP+CT+CVI

54. 1 1.0 2 1.0 3 1.0

55. LOAD COMB 8 CP*+CT*+CVI*

56. 1 1.2 2 1.6 3 1.3

57. LOAD COMB 9 CP+CT+CVD

58. 1 1.0 2 1.0 4 1.0

59. LOAD COMB 10 CP*+CT*+CVD*

60. 1 1.2 2 1.6 4 1.3

61. LOAD COMB 11 CP+CVI

62. 1 1.0 3 1.0

63. LOAD COMB 12 CP*+CVI*

64. 1 0.9 3 1.3

65. LOAD COMB 13 CP+CVD

66. 1 1.0 4 1.0

67. LOAD COMB 14 CP*+CVD*

68. 1 0.9 4 1.3

69. PERFORM ANALYSIS PRINT STATICS
CHECK

P R O B L E M S T A T I S T I C
S

———————————–

NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS =
16/ 21/ 4

ORIGINAL/FINAL BAND-WIDTH= 4/ 4/ 15
DOF

TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES
OF FREEDOM = 36

SIZE OF STIFFNESS MATRIX = 1 DOUBLE
KILO-WORDS

REQRD/AVAIL. DISK SPACE = 12.0/ 1258.8 MB,
EXMEM = 13.8 MB

STAAD.Pro CODE CHECKING – (AISC)

***********************

ALL UNITS ARE – KN METE (UNLESS OTHERWISE
NOTED)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/
LOADING/

FX MY MZ LOCATION

=======================================================================

2 ST W200X71 PASS AISC- H1-3 0.659
8

1.85 C 0.00 76.37 1.80

5 ST W200X71 PASS SHEAR -Y 0.458
8

4.23 C 0.00 52.03 1.80

8 ST W200X71 PASS SHEAR -Y 0.229
8

5.34 C 0.00 19.34 1.80

10 ST W150X30 PASS AISC- H1-1 0.968
8

227.40 C 0.00 15.29 0.00

11 ST W200X71 PASS AISC- H1-2 0.934
10

476.81 C 0.00 -61.50 0.00

12 ST W200X71 PASS AISC- H1-2 0.873
8

401.90 C 0.00 60.85 0.00

13 ST W150X30 PASS AISC- H1-1 0.780
10

151.60 C 0.00 -15.40 0.00

14 ST W150X30 PASS AISC- H1-1 0.439
8

142.73 C 0.00 -3.87 1.35

15 ST W200X71 PASS AISC- H1-2 0.590
10

275.67 C 0.00 40.87 2.70

16 ST W200X71 PASS AISC- H1-2 0.560
8

228.69 C 0.00 -41.33 2.70

17 ST W150X30 PASS AISC- H1-1 0.323
10

95.16 C 0.00 3.75 1.35

18 ST W150X30 PASS AISC- H1-3 0.294
8

58.06 C 0.00 -5.19 1.57

19 ST W200X71 PASS AISC- H1-3 0.270
10

102.32 C 0.00 19.11 2.70

20 ST W200X71 PASS AISC- H1-3 0.256
8

83.22 C 0.00 -19.34 2.70

21 ST W150X30 PASS AISC- H1-3 0.248
10

38.71 C 0.00 5.15 1.57

73. FINISH

Desplazamientos en los
nudos

Monografias.com

Reacciones en los apoyos

Monografias.com
Monografias.com

Vigas compuestas IPE-R160

Columnas del pórtico articuladote
DIL-140

Columnas del pórtico
rígido HE260A

Vigas del pórtico rígido
HE260A

PAGE NO. 1

****************************************************

* *

* STAAD.Pro *

* Version 2004 Bld 1001.INDIA *

* Proprietary Program of *

* Research Engineers, Intl. *

* Date= JUN 12, 2006 *

* Time= 22:34:18 *

* *

* USER ID: Snow Panther [LZ0] *

****************************************************

NPUT FILE: TESI.STD

1. STAAD PLANE ALFREDO

2. START JOB INFORMATION

3. ENGINEER DATE 10-JUN-06

4. END JOB INFORMATION

5. INPUT WIDTH 79

6. UNIT METER KN

7. JOINT COORDINATES

8. 1 0 0 0; 2 3.6 0 0; 3 5.4 0 0; 4 7.8 0
0; 5 0 2.7 0; 6 3.6 2.7 0; 7 5.4 2.7 0

9. 8 7.8 2.7 0; 9 0 5.4 0; 10 3.6 5.4 0; 11
5.4 5.4 0; 12 7.8 5.4 0; 13 0 8.1 0

10. 14 3.6 8.1 0; 15 5.4 8.1 0; 16 7.8 8.1
0

11. MEMBER INCIDENCES

12. 1 5 6; 2 6 7; 3 7 8; 4 9 10; 5 10 11; 6
11 12; 7 13 14; 8 14 15; 9 15 16

13. 10 1 5; 11 2 6; 12 3 7; 13 4 8; 14 5 9;
15 6 10; 16 7 11; 17 8 12; 18 9 13

14. 19 10 14; 20 11 15; 21 12 16

15. DEFINE MATERIAL START

16. ISOTROPIC STEEL

17. E 2.05E+008

18. POISSON 0.3

19. DENSITY 76.8195

20. ALPHA 1.2E-005

21. DAMP 0.03

22. END DEFINE MATERIAL

23. MEMBER PROPERTY EUROPEAN

24. 1 3 4 6 7 9 TABLE ST IPER160

25. 2 5 8 11 12 15 16 19 20 TABLE ST
HE260A

26. 10 13 14 17 18 21 TABLE ST
DIL140

27. CONSTANTS

28. MATERIAL STEEL MEMB 1 TO 21

29. SUPPORTS

30. 1 TO 4 FIXED

31. MEMBER RELEASE

32. 1 3 4 6 7 9 START MZ

33. 1 3 4 6 7 9 END MZ

34. LOAD 1 CP

35. MEMBER LOAD

36. 1 TO 9 UNI GY -22.34

37. LOAD 2 CT

38. MEMBER LOAD

39. 1 TO 6 UNI GY -12.6

40. 7 TO 9 UNI GY -3.36

ALFREDO — PAGE NO. 2

41. LOAD 3 CVI

42. MEMBER LOAD

43. 10 14 18 UNI GX 5.67

44. 13 17 21 UNI GX 3.54

45. LOAD 4 CVD

46. MEMBER LOAD

47. 13 17 21 UNI GX -5.67

48. 10 14 18 UNI GX -3.54

49. LOAD COMB 5 CP+CT

50. 1 1.0 2 1.0

51. LOAD COMB 6 CP*+CT*

52. 1 1.2 2 1.6

53. LOAD COMB 7 CP+CT+CVI

54. 1 1.0 2 1.0 3 1.0

55. LOAD COMB 8 CP*+CT*+CVI*

56. 1 1.2 2 1.6 3 1.3

57. LOAD COMB 9 CP+CT+CVD

58. 1 1.0 2 1.0 4 1.0

59. LOAD COMB 10 CP*+CT*+CVD*

60. 1 1.2 2 1.6 4 1.3

61. LOAD COMB 11 CP+CVI

62. 1 1.0 3 1.0

63. LOAD COMB 12 CP*+CVI*

64. 1 0.9 3 1.3

65. LOAD COMB 13 CP+CVD

66. 1 1.0 4 1.0

67. LOAD COMB 14 CP*+CVD*

68. 1 0.9 4 1.3

69. PERFORM ANALYSIS PRINT STATICS
CHECK

P R O B L E M S T A T I S T I C
S

———————————–

NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS =
16/ 21/ 4

ORIGINAL/FINAL BAND-WIDTH= 4/ 4/ 15
DOF

TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES
OF FREEDOM = 36

SIZE OF STIFFNESS MATRIX = 1 DOUBLE
KILO-WORDS

REQRD/AVAIL. DISK SPACE = 12.0/ 1258.8 MB,
EXMEM = 13.0 MB

STAAD.Pro CODE CHECKING – (AISC)

***********************

ALL UNITS ARE – KN METE (UNLESS OTHERWISE
NOTED)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/
LOADING/

FX MY MZ LOCATION

=======================================================================

2 ST HE260A PASS SHEAR -Y 0.648
8

1.86 C 0.00 75.83 1.80

5 ST HE260A PASS SHEAR -Y 0.493
8

4.23 C 0.00 51.47 1.80

8 ST HE260A PASS SHEAR -Y 0.249
8

5.25 C 0.00 19.36 1.80

10 ST DIL140 PASS AISC- H1-1 0.872
8

227.02 C 0.00 12.28 0.00

11 ST HE260A PASS AISC- H1-2 0.844
10

475.32 C 0.00 -65.21 0.00

12 ST HE260A PASS AISC- H1-2 0.779
8

400.83 C 0.00 64.28 0.00

13 ST DIL140 PASS AISC- H1-1 0.693
10

151.34 C 0.00 -12.36 0.00

14 ST DIL140 PASS AISC- H1-1 0.428
8

142.47 C 0.00 3.91 2.70

15 ST HE260A PASS AISC- H1-2 0.513
10

274.89 C 0.00 41.09 2.70

16 ST HE260A PASS AISC- H1-2 0.481
8

228.18 C 0.00 -41.73 2.70

17 ST DIL140 PASS AISC- H1-1 0.323
10

94.98 C 0.00 -3.99 2.70

18 ST DIL140 PASS AISC- H1-3 0.283
8

57.93 C 0.00 -4.90 1.57

19 ST HE260A PASS AISC- H1-3 0.229
10

102.22 C 0.00 19.06 2.70

20 ST HE260A PASS AISC- H1-3 0.214
8

83.25 C 0.00 -19.36 2.70

21 ST DIL140 PASS AISC- H1-3 0.240
10

38.62 C 0.00 4.87 1.57

73. FINISH

Desplazamientos en los
nudos

Monografias.com

Reacciones en los apoyos

Monografias.com
Monografias.com

Vigas compuestas IS
150×6/100×8

Columnas del pórtico articuladote
IS 150×6/150×10

Columnas del pórtico
rígido IS 200x12x20

Vigas del pórtico rígido
IS 200x12x20

PAGE NO. 1

****************************************************

* *

* STAAD.Pro *

* Version 2004 Bld 1001.INDIA *

* Proprietary Program of *

* Research Engineers, Intl. *

* Date= JUN 12, 2006 *

* Time= 22:42:24 *

* *

* USER ID: Snow Panther [LZ0] *

****************************************************

INPUT FILE: TESI.STD

1. STAAD PLANE ALFREDO

2. START JOB INFORMATION

3. ENGINEER DATE 10-JUN-06

4. END JOB INFORMATION

5. INPUT WIDTH 79

6. UNIT METER KN

7. JOINT COORDINATES

8. 1 0 0 0; 2 3.6 0 0; 3 5.4 0 0; 4 7.8 0
0; 5 0 2.7 0; 6 3.6 2.7 0; 7 5.4 2.7 0

9. 8 7.8 2.7 0; 9 0 5.4 0; 10 3.6 5.4 0; 11
5.4 5.4 0; 12 7.8 5.4 0; 13 0 8.1 0

10. 14 3.6 8.1 0; 15 5.4 8.1 0; 16 7.8 8.1
0

11. MEMBER INCIDENCES

12. 1 5 6; 2 6 7; 3 7 8; 4 9 10; 5 10 11; 6
11 12; 7 13 14; 8 14 15; 9 15 16

13. 10 1 5; 11 2 6; 12 3 7; 13 4 8; 14 5 9;
15 6 10; 16 7 11; 17 8 12; 18 9 13

14. 19 10 14; 20 11 15; 21 12 16

15. START USER TABLE

16. TABLE 1

17. UNIT CM KN

18. WIDE FLANGE

19. 150X6X8

20. 32.04 15 0.6 15 0.8 1331.43 450.241
6.0848 9 16

21. TABLE 2

22. UNIT CM KN

23. WIDE FLANGE

24. 200X8X16

25. 77.44 20 0.8 20 1.6 5746.72 2134.05
57.4805 16 42.6667

26. TABLE 3

27. UNIT CM KN

28. WIDE FLANGE

29. IS150X6100X8

30. 24.04 15 0.6 10 0.8 927.719 133.575
4.37813 9 10.6667

31. TABLE 4

32. UNIT CM KN

33. WIDE FLANGE

34. IS150X6150X1

35. 37.8 15 0.6 15 1 1582.35 562.734 10.936
9 20

36. TABLE 5

37. UNIT CM KN

38. WIDE FLANGE

39. IS200X12X20

40. 99.2 20 1.2 20 2 6916.27 2668.97
115.883 24 53.3333

ALFREDO — PAGE NO. 2

41. END

42. UNIT METER KN

43. DEFINE MATERIAL START

44. ISOTROPIC STEEL

45. E 2.05E+008

46. POISSON 0.3

47. DENSITY 76.8195

48. ALPHA 1.2E-005

49. DAMP 0.03

50. END DEFINE MATERIAL

51. UNIT CM KN

52. MEMBER PROPERTY

53. 1 3 4 6 7 9 UPTABLE 3
IS150X6100X8

54. 10 13 14 17 18 21 UPTABLE 4
IS150X6150X1

55. 2 5 8 11 12 15 16 19 20 UPTABLE 5
IS200X12X20

56. UNIT METER KN

57. CONSTANTS

58. MATERIAL STEEL MEMB 1 TO 21

59. SUPPORTS

60. 1 TO 4 FIXED

61. MEMBER RELEASE

62. 1 3 4 6 7 9 START MZ

63. 1 3 4 6 7 9 END MZ

64. LOAD 1 CP

65. MEMBER LOAD

66. 1 TO 9 UNI GY -22.35

67. LOAD 2 CT

68. MEMBER LOAD

69. 1 TO 6 UNI GY -12.6

70. 7 TO 9 UNI GY -3.36

71. LOAD 3 CVI

72. MEMBER LOAD

73. 10 14 18 UNI GX 5.67

74. 13 17 21 UNI GX 3.54

75. LOAD 4 CVD

76. MEMBER LOAD

77. 13 17 21 UNI GX -5.67

78. 10 14 18 UNI GX -3.54

79. LOAD COMB 5 CP+CT

80. 1 1.0 2 1.0

81. LOAD COMB 6 CP*+CT*

82. 1 1.2 2 1.6

83. LOAD COMB 7 CP+CT+CVI

84. 1 1.0 2 1.0 3 1.0

85. LOAD COMB 8 CP*+CT*+CVI*

86. 1 1.2 2 1.6 3 1.3

87. LOAD COMB 9 CP+CT+CVD

88. 1 1.0 2 1.0 4 1.0

89. LOAD COMB 10 CP*+CT*+CVD*

90. 1 1.2 2 1.6 4 1.3

91. LOAD COMB 11 CP+CVI

92. 1 1.0 3 1.0

93. LOAD COMB 12 CP*+CVI*

94. 1 0.9 3 1.3

95. LOAD COMB 13 CP+CVD

96. 1 1.0 4 1.0

ALFREDO — PAGE NO. 3

97. LOAD COMB 14 CP*+CVD*

98. 1 0.9 4 1.3

99. PERFORM ANALYSIS PRINT STATICS
CHECK

P R O B L E M S T A T I S T I C
S

———————————–

NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS =
16/ 21/ 4

ORIGINAL/FINAL BAND-WIDTH= 4/ 4/ 15
DOF

TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES
OF FREEDOM = 36

SIZE OF STIFFNESS MATRIX = 1 DOUBLE
KILO-WORDS

REQRD/AVAIL. DISK SPACE = 12.0/ 1258.8 MB,
EXMEM = 12.2 MB

STAAD.Pro CODE CHECKING – (AISC)

***********************

ALL UNITS ARE – KN CM (UNLESS OTHERWISE
NOTED)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/
LOADING/

FX MY MZ LOCATION

=======================================================================

2 UPT IS200X12X20 PASS AISC- H1-3 0.681
8

1.84 C 0.00 7701.11 180.00

5 UPT IS200X12X20 PASS AISC- H1-3 0.464
8

4.22 C 0.00 5219.23 180.00

8 UPT IS200X12X20 PASS SHEAR -Y 0.186
8

5.36 C 0.00 1922.95 180.00

10 UPT IS150X6150X1 PASS AISC- H1-1 0.983
8

227.08 C 0.00 1516.70 0.00

11 UPT IS200X12X20 PASS AISC- H1-2 0.915
10

477.12 C 0.00 -6098.42 0.00

12 UPT IS200X12X20 PASS AISC- H1-2 0.859
8

402.17 C 0.00 6043.84 0.00

13 UPT IS150X6150X1 PASS AISC- H1-1 0.793
10

151.39 C 0.00 -1524.49 0.00

14 UPT IS150X6150X1 PASS AISC- H1-1 0.443
8

142.52 C 0.00 -388.34 135.00

15 UPT IS200X12X20 PASS AISC- H1-2 0.584
10

275.42 C 0.00 4095.46 270.00

16 UPT IS200X12X20 PASS AISC- H1-2 0.556
8

228.41 C 0.00 -4133.70 270.00

17 UPT IS150X6150X1 PASS AISC- H1-1 0.327
10

95.01 C 0.00 377.69 135.00

18 UPT IS150X6150X1 PASS AISC- H1-3 0.300
8

57.95 C 0.00 -518.21 157.50

19 UPT IS200X12X20 PASS AISC- H1-3 0.267
10

102.04 C 0.00 1903.95 270.00

20 UPT IS200X12X20 PASS AISC- H1-3 0.253
8

82.93 C 0.00 -1922.95 270.00

21 UPT IS150X6150X1 PASS AISC- H1-3 0.254
10

38.64 C 0.00 514.58 157.50

104. FINISH

Desplazamientos en los
nudos

Monografias.com

Reacciones en los apoyos

Monografias.com
Monografias.com

Diseño de columnas del
pórtico simétrico

Para 3.60 de
intercolumnio

Vigas compuestas H-120B

Columnas del pórtico articulado
HE-140A

Columnas del pórtico
rígido HE-240A

Vigas del pórtico rígido
HE-240A

PAGE NO. 1

****************************************************

* *

* STAAD.Pro *

* Version 2004 Bld 1001.INDIA *

* Proprietary Program of *

* Research Engineers, Intl. *

* Date= JUN 12, 2006 *

* Time= 23:15:16 *

* *

* USER ID: Snow Panther [LZ0] *

****************************************************

INPUT FILE: TESI.STD

1. STAAD PLANE ALFREDO

2. START JOB INFORMATION

3. ENGINEER DATE 10-JUN-06

4. END JOB INFORMATION

5. INPUT WIDTH 79

6. UNIT METER KN

7. JOINT COORDINATES

8. 1 0 0 0; 2 3.6 0 0; 3 5.4 0 0; 4 9 0 0;
5 0 2.7 0; 6 3.6 2.7 0

9. 7 5.4 2.7 0; 8 9 2.7 0; 9 0 5.4 0; 10
3.6 5.4 0; 11 5.4 5.4 0

10. 12 9 5.4 0; 13 0 8.1 0; 14 3.6 8.1 0;
15 5.4 8.1 0; 16 9 8.1 0

11. MEMBER INCIDENCES

12. 1 5 6; 2 6 7; 3 7 8; 4 9 10; 5 10 11; 6
11 12; 7 13 14; 8 14 15

13. 9 15 16; 10 1 5; 11 2 6; 12 3 7; 13 4
8; 14 5 9; 15 6 10; 16 7 11

14. 17 8 12; 18 9 13; 19 10 14; 20 11 15;
21 12 16

15. DEFINE MATERIAL START

16. ISOTROPIC STEEL

17. E 2.05E+008

18. POISSON 0.3

19. DENSITY 76.8195

20. ALPHA 1.2E-005

21. DAMP 0.03

22. END DEFINE MATERIAL

23. CONSTANTS

24. MATERIAL STEEL MEMB 1 TO 21

25. MEMBER PROPERTY EUROPEAN

26. 1 3 4 6 7 9 TABLE ST HE120B

27. 10 13 14 17 18 21 TABLE ST
HE140A

28. 2 5 8 11 12 15 16 19 20 TABLE ST
HE240A

29. SUPPORTS

30. 1 TO 4 FIXED

31. MEMBER RELEASE

32. 1 3 4 6 7 9 START MZ

33. 1 3 4 6 7 9 END MZ

34. LOAD 1 CP

35. MEMBER LOAD

36. 1 TO 9 UNI GY -17.222

37. LOAD 2 CT

38. MEMBER LOAD

39. 1 TO 6 UNI GY -10.8

40. 7 TO 9 UNI GY -2.88

ALFREDO — PAGE NO. 2

41. LOAD 3 CVI

42. MEMBER LOAD

43. 10 14 18 UNI GX 4.86

44. 13 17 21 UNI GX 3.04

46. LOAD COMB 4 CP+CT

47. 1 1.0 2 1.0

48. LOAD COMB 5 CP*+CT*

49. 1 1.2 2 1.6

50. LOAD COMB 6 CP+CT+CVI

51. 1 1.0 2 1.0 3 1.0

52. LOAD COMB 7 CP*+CT*+CVI*

53. 1 1.2 2 1.6 3 1.3

55. LOAD COMB 8 CP+CVI

56. 1 1.0 3 1.0

57. LOAD COMB 9 CP*+CVI*

58. 1 0.9 3 1.3

60. PERFORM ANALYSIS PRINT STATICS
CHECK

P R O B L E M S T A T I S T I C
S

———————————–

NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS =
16/ 21/ 4

ORIGINAL/FINAL BAND-WIDTH= 4/ 4/ 15
DOF

TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES
OF FREEDOM = 36

SIZE OF STIFFNESS MATRIX = 1 DOUBLE
KILO-WORDS

REQRD/AVAIL. DISK SPACE = 12.0/ 1259.0 MB,
EXMEM = 13.8 MB

STAAD.Pro CODE CHECKING – (AISC)

***********************

ALL UNITS ARE – KN METE (UNLESS OTHERWISE
NOTED)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/
LOADING/

FX MY MZ LOCATION

=======================================================================

2 ST HE240A PASS SHEAR -Y 0.604
7

1.67 C 0.00 65.59 1.80

5 ST HE240A PASS SHEAR -Y 0.452
7

3.68 C 0.00 43.73 1.80

8 ST HE240A PASS SHEAR -Y 0.219
7

4.29 C 0.00 15.91 1.80

10 ST HE140A PASS AISC- H1-1 0.948
7

182.10 C 0.00 9.95 0.00

11 ST HE240A PASS AISC- H1-2 0.610
7

155.89 C 0.00 52.37 0.00

12 ST HE240A PASS AISC- H1-2 0.840
7

390.41 C 0.00 55.10 0.00

13 ST HE140A PASS AISC- H1-1 0.884
7

182.10 C 0.00 8.42 0.00

14 ST HE140A PASS AISC- H1-1 0.474
7

113.80 C 0.00 3.56 2.70

15 ST HE240A PASS AISC- H1-3 0.366
7

117.97 C 0.00 -27.39 2.70

16 ST HE240A PASS AISC- H1-2 0.516
7

223.42 C 0.00 -35.42 2.70

17 ST HE140A PASS AISC- H1-1 0.415
7

113.80 C 0.00 -2.08 1.35

18 ST HE140A PASS AISC- H1-3 0.311
7

45.49 C 0.00 -4.11 1.57

19 ST HE240A PASS AISC- H1-3 0.123
7

55.23 C 0.00 -7.50 2.70

20 ST HE240A PASS AISC- H1-3 0.225
7

81.25 C 0.00 -15.91 2.70

21 ST HE140A PASS AISC- H1-3 0.252
7

45.49 C 0.00 -2.76 1.57

64. FINISH

Desplazamientos en los
nudos

Monografias.com

Reacciones en los apoyos

Monografias.com
Monografias.com

Vigas compuestas W130x28

Columnas del pórtico articulado
W130x28

Columnas del pórtico
rígido W200x59

Vigas del pórtico rígido
W200x59

PAGE NO. 1

****************************************************

* *

* STAAD.Pro *

* Version 2004 Bld 1001.INDIA *

* Proprietary Program of *

* Research Engineers, Intl. *

* Date= JUN 12, 2006 *

* Time= 23:36:12 *

* *

* USER ID: Snow Panther [LZ0] *

****************************************************

INPUT FILE: TESI.STD

1. STAAD PLANE ALFREDO

2. START JOB INFORMATION

3. ENGINEER DATE 10-JUN-06

4. END JOB INFORMATION

5. INPUT WIDTH 79

6. UNIT METER KN

7. JOINT COORDINATES

8. 1 0 0 0; 2 3.6 0 0; 3 5.4 0 0; 4 9 0 0;
5 0 2.7 0; 6 3.6 2.7 0; 7 5.4 2.7 0

9. 8 9 2.7 0; 9 0 5.4 0; 10 3.6 5.4 0; 11
5.4 5.4 0; 12 9 5.4 0; 13 0 8.1 0

10. 14 3.6 8.1 0; 15 5.4 8.1 0; 16 9 8.1
0

11. MEMBER INCIDENCES

12. 1 5 6; 2 6 7; 3 7 8; 4 9 10; 5 10 11; 6
11 12; 7 13 14; 8 14 15; 9 15 16

13. 10 1 5; 11 2 6; 12 3 7; 13 4 8; 14 5 9;
15 6 10; 16 7 11; 17 8 12; 18 9 13

14. 19 10 14; 20 11 15; 21 12 16

15. DEFINE MATERIAL START

16. ISOTROPIC STEEL

17. E 2.05E+008

18. POISSON 0.3

19. DENSITY 76.8195

20. ALPHA 1.2E-005

21. DAMP 0.03

22. END DEFINE MATERIAL

23. CONSTANTS

24. MATERIAL STEEL MEMB 1 TO 21

25. MEMBER PROPERTY CANADIAN

26. 1 3 4 6 7 9 10 13 14 17 18 21 TABLE ST
W130X28

Partes: 1, 2, 3, 4
 Página anterior Volver al principio del trabajoPágina siguiente 

Nota al lector: es posible que esta página no contenga todos los componentes del trabajo original (pies de página, avanzadas formulas matemáticas, esquemas o tablas complejas, etc.). Recuerde que para ver el trabajo en su versión original completa, puede descargarlo desde el menú superior.

Todos los documentos disponibles en este sitio expresan los puntos de vista de sus respectivos autores y no de Monografias.com. El objetivo de Monografias.com es poner el conocimiento a disposición de toda su comunidad. Queda bajo la responsabilidad de cada lector el eventual uso que se le de a esta información. Asimismo, es obligatoria la cita del autor del contenido y de Monografias.com como fuentes de información.

Categorias
Newsletter