Diseño Estructural Básico para sistema constructivo (página 3)

Tabla 2.23.Reacciones de apoyos en la base.

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.

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.

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.

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.

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.

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.

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.

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.

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.

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

Reacciones en los apoyos

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

Reacciones en los apoyos

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

Reacciones en los apoyos

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

Reacciones en los apoyos

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

Reacciones en los apoyos

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

Reacciones en los apoyos

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

Reacciones en los apoyos

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

Reacciones en los apoyos

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

Reacciones en los apoyos

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