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Diseño Estructural Básico para sistema constructivo (página 4)

Enviado por Alfredo Pérez



Partes: 1, 2, 3, 4

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 COMB 4 CP+CT

45. 1 1.0 2 1.0

46. LOAD COMB 5 CP*+CT*

47. 1 1.2 2 1.6

48. LOAD COMB 6 CP+CT+CVI

49. 1 1.0 2 1.0 3 1.0

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

51. 1 1.2 2 1.6 3 1.3

52. LOAD COMB 8 CP+CVI

53. 1 1.0 3 1.0

54. LOAD COMB 9 CP*+CVI*

55. 1 0.9 3 1.3

56. 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/ 1258.5 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 W200X59 PASS AISC- H1-3 0.696 7

1.66 C 0.00 66.01 1.80

5 ST W200X59 PASS AISC- H1-3 0.467 7

3.68 C 0.00 44.04 1.80

8 ST W200X59 PASS SHEAR -Y 0.208 7

4.34 C 0.00 15.88 1.80

10 ST W130X28 PASS AISC- H1-1 0.929 7

182.10 C 0.00 11.41 0.00

11 ST W200X59 PASS AISC- H1-2 0.722 7

155.40 C 0.00 50.40 0.00

12 ST W200X59 PASS AISC- H1-2 0.965 7

390.90 C 0.00 53.28 0.00

13 ST W130X28 PASS AISC- H1-1 0.870 7

182.10 C 0.00 9.88 0.00

14 ST W130X28 PASS AISC- H1-1 0.424 7

113.80 C 0.00 3.24 2.70

15 ST W200X59 PASS AISC- H1-3 0.438 7

117.85 C 0.00 -27.13 2.70

16 ST W200X59 PASS AISC- H1-2 0.607 7

223.54 C 0.00 -35.26 2.70

17 ST W130X28 PASS AISC- H1-1 0.392 7

113.80 C 0.00 -2.37 1.35

18 ST W130X28 PASS AISC- H1-3 0.293 7

45.49 C 0.00 -4.25 1.57

19 ST W200X59 PASS AISC- H1-3 0.143 7

55.35 C 0.00 -7.33 2.70

20 ST W200X59 PASS AISC- H1-3 0.269 7

81.13 C 0.00 -15.88 2.70

21 ST W130X28 PASS AISC- H1-3 0.239 7

45.49 C 0.00 -2.90 1.57

60. FINISH

Desplazamientos en los nudos

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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= 23:47:48 *

* *

* 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. 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 COMB 4 CP+CT

46. 1 1.0 2 1.0

47. LOAD COMB 5 CP*+CT*

48. 1 1.2 2 1.6

49. LOAD COMB 6 CP+CT+CVI

50. 1 1.0 2 1.0 3 1.0

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

52. 1 1.2 2 1.6 3 1.3

53. LOAD COMB 8 CP+CVI

54. 1 1.0 3 1.0

55. LOAD COMB 9 CP*+CVI*

56. 1 0.9 3 1.3

57. 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/ 1258.5 MB, EXMEM = 50.8 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 0.603 7

1.66 C 0.00 65.56 1.80

5 ST HE240A PASS SHEAR -Y 0.452 7

3.68 C 0.00 43.72 1.80

8 ST HE240A PASS SHEAR -Y 0.218 7

4.28 C 0.00 15.91 1.80

10 ST HE140A PASS AISC- H1-1 0.948 7

181.63 C 0.00 9.98 0.00

11 ST HE240A PASS AISC- H1-2 0.609 7

155.20 C 0.00 52.35 0.00

12 ST HE240A PASS AISC- H1-2 0.839 7

389.71 C 0.00 55.08 0.00

13 ST HE140A PASS AISC- H1-1 0.883 7

181.63 C 0.00 8.44 0.00

14 ST HE140A PASS AISC- H1-1 0.473 7

113.49 C 0.00 3.55 2.70

15 ST HE240A PASS AISC- H1-3 0.366 7

117.49 C 0.00 -27.39 2.70

16 ST HE240A PASS AISC- H1-2 0.515 7

222.97 C 0.00 -35.41 2.70

17 ST HE140A PASS AISC- H1-1 0.414 7

113.49 C 0.00 -2.09 1.35

18 ST HE140A PASS AISC- H1-3 0.310 7

45.34 C 0.00 -4.12 1.57

19 ST HE240A PASS AISC- H1-3 0.123 7

54.99 C 0.00 -7.52 2.70

20 ST HE240A PASS AISC- H1-3 0.225 7

81.02 C 0.00 -15.91 2.70

21 ST HE140A PASS AISC- H1-3 0.252 7

45.34 C 0.00 -2.77 1.57

61. FINISH

Desplazamientos en los nudos

Monografias.com

Reacciones en los apoyos

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Monografias.com

Vigas compuestas IS150x6/150x8

Columnas del pórtico articulado IS150x6/150x8

Columnas del pórtico rígido IS200x8/200x16

Vigas del pórtico rígido IS200x8/200x16

PAGE NO. 1

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

* *

* STAAD.Pro *

* Version 2004 Bld 1001.INDIA *

* Proprietary Program of *

* Research Engineers, Intl. *

* Date= JUN 12, 2006 *

* Time= 23:57:20 *

* *

* 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. 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 COMB 4 CP+CT

61. 1 1.0 2 1.0

62. LOAD COMB 5 CP*+CT*

63. 1 1.2 2 1.6

64. LOAD COMB 6 CP+CT+CVI

65. 1 1.0 2 1.0 3 1.0

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

67. 1 1.2 2 1.6 3 1.3

68. LOAD COMB 8 CP+CVI

69. 1 1.0 3 1.0

70. LOAD COMB 9 CP*+CVI*

71. 1 0.9 3 1.3

72. 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/ 1258.5 MB, EXMEM = 13.8 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 0.690 7

1.66 C 0.00 6477.97 180.00

5 UPT 200X8X16 PASS AISC- H1-3 0.471 7

3.68 C 0.00 4401.13 180.00

8 UPT 200X8X16 PASS SHEAR -Y 0.226 7

4.32 C 0.00 1617.04 180.00

10 UPT 150X6X8 PASS AISC- H1-1 0.982 7

182.02 C 0.00 1341.77 0.00

11 UPT 200X8X16 PASS AISC- H1-2 0.711 7

156.26 C 0.00 4929.15 0.00

12 UPT 200X8X16 PASS AISC- H1-2 0.947 7

389.81 C 0.00 5212.76 0.00

13 UPT 150X6X8 PASS AISC- H1-1 0.927 7

182.02 C 0.00 1188.27 0.00

14 UPT 150X6X8 PASS AISC- H1-1 0.430 7

113.75 C 0.00 -333.22 135.00

15 UPT 200X8X16 PASS AISC- H1-3 0.435 7

117.42 C 0.00 -2696.72 270.00

16 UPT 200X8X16 PASS AISC- H1-2 0.604 7

223.82 C 0.00 -3506.42 270.00

17 UPT 150X6X8 PASS AISC- H1-1 0.409 7

113.75 C 0.00 -272.89 135.00

18 UPT 150X6X8 PASS AISC- H1-3 0.295 7

45.47 C 0.00 -445.34 157.50

19 UPT 200X8X16 PASS AISC- H1-3 0.146 7

54.96 C 0.00 -766.91 270.00

20 UPT 200X8X16 PASS AISC- H1-3 0.272 7

81.45 C 0.00 -1617.04 270.00

21 UPT 150X6X8 PASS AISC- H1-3 0.244 7

45.47 C 0.00 -312.39 135.00

77. FINISH

Desplazamientos en los nudos

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Reacciones en los apoyos

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Monografias.com

Para 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

PAGE NO. 1

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

* *

* STAAD.Pro *

* Version 2004 Bld 1001.INDIA *

* Proprietary Program of *

* Research Engineers, Intl. *

* Date= JUN 13, 2006 *

* Time= 0: 5:21 *

* *

* 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 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 COMB 4 CP+CT

46. 1 1.0 2 1.0

47. LOAD COMB 5 CP*+CT*

48. 1 1.2 2 1.6

49. LOAD COMB 6 CP+CT+CVI

50. 1 1.0 2 1.0 3 1.0

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

52. 1 1.2 2 1.6 3 1.3

53. LOAD COMB 8 CP+CVI

54. 1 1.0 3 1.0

55. LOAD COMB 9 CP*+CVI*

56. 1 0.9 3 1.3

57. 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/ 1258.5 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 HE260A PASS SHEAR -Y 0.647 7

1.87 C 0.00 75.69 1.80

5 ST HE260A PASS SHEAR -Y 0.493 7

4.23 C 0.00 51.29 1.80

8 ST HE260A PASS SHEAR -Y 0.248 7

5.26 C 0.00 19.22 1.80

10 ST DIL140 PASS AISC- H1-1 0.873 7

227.53 C 0.00 12.29 0.00

11 ST HE260A PASS AISC- H1-2 0.608 7

205.91 C 0.00 61.51 0.00

12 ST HE260A PASS AISC- H1-2 0.842 7

476.70 C 0.00 64.77 0.00

13 ST DIL140 PASS AISC- H1-1 0.819 7

227.53 C 0.00 10.50 0.00

14 ST DIL140 PASS AISC- H1-1 0.430 7

142.82 C 0.00 3.96 2.70

15 ST HE260A PASS AISC- H1-3 0.364 7

152.66 C 0.00 -31.59 2.70

16 ST HE260A PASS AISC- H1-2 0.516 7

275.79 C 0.00 -41.42 2.70

17 ST DIL140 PASS AISC- H1-1 0.388 7

142.82 C 0.00 -2.51 1.35

18 ST DIL140 PASS AISC- H1-3 0.283 7

58.10 C 0.00 -4.88 1.57

19 ST HE260A PASS AISC- H1-3 0.126 7

71.66 C 0.00 -8.66 2.70

20 ST HE260A PASS AISC- H1-3 0.230 7

102.65 C 0.00 -19.22 2.70

21 ST DIL140 PASS AISC- H1-3 0.233 7

58.10 C 0.00 -3.30 1.57

61. FINISH

Desplazamientos en los nudos

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Reacciones en los apoyos

Monografias.com
Monografias.com

Vigas compuestas W130x24

Columnas del pórtico articulado W150x30

Columnas del pórtico rígido W200x71

Vigas del pórtico rígido W200x71

PAGE NO. 1

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

* *

* STAAD.Pro *

* Version 2004 Bld 1001.INDIA *

* Proprietary Program of *

* Research Engineers, Intl. *

* Date= JUN 13, 2006 *

* Time= 9:32:38 *

* *

* 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 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 COMB 4 CP+CT

46. 1 1.0 2 1.0

47. LOAD COMB 5 CP*+CT*

48. 1 1.2 2 1.6

49. LOAD COMB 6 CP+CT+CVI

50. 1 1.0 2 1.0 3 1.0

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

52. 1 1.2 2 1.6 3 1.3

53. LOAD COMB 8 CP+CVI

54. 1 1.0 3 1.0

55. LOAD COMB 9 CP*+CVI*

56. 1 0.9 3 1.3

57. 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/ 1258.1 MB, EXMEM = 51.8 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 0.657 7

1.85 C 0.00 76.23 1.80

5 ST W200X71 PASS SHEAR -Y 0.457 7

4.23 C 0.00 51.88 1.80

8 ST W200X71 PASS SHEAR -Y 0.228 7

5.34 C 0.00 19.23 1.80

10 ST W150X30 PASS AISC- H1-1 0.970 7

227.40 C 0.00 15.37 0.00

11 ST W200X71 PASS AISC- H1-2 0.697 7

204.96 C 0.00 57.63 0.00

12 ST W200X71 PASS AISC- H1-2 0.931 7

477.25 C 0.00 61.16 0.00

13 ST W150X30 PASS AISC- H1-1 0.918 7

227.40 C 0.00 13.55 0.00

14 ST W150X30 PASS AISC- H1-1 0.438 7

142.73 C 0.00 -3.82 1.35

15 ST W200X71 PASS AISC- H1-3 0.427 7

152.22 C 0.00 -31.09 2.70

16 ST W200X71 PASS AISC- H1-2 0.593 7

275.98 C 0.00 -41.10 2.70

17 ST W150X30 PASS AISC- H1-1 0.418 7

142.73 C 0.00 -3.11 1.35

18 ST W150X30 PASS AISC- H1-3 0.294 7

58.06 C 0.00 -5.17 1.57

19 ST W200X71 PASS AISC- H1-3 0.142 7

71.74 C 0.00 -8.41 2.70

20 ST W200X71 PASS AISC- H1-3 0.271 7

102.45 C 0.00 -19.23 2.70

21 ST W150X30 PASS AISC- H1-3 0.246 7

58.06 C 0.00 -3.60 1.35

61. FINISH

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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 13, 2006 *

* Time= 9:54:16 *

* *

* 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; 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. 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 COMB 4 CP+CT

46. 1 1.0 2 1.0

47. LOAD COMB 5 CP*+CT*

48. 1 1.2 2 1.6

49. LOAD COMB 6 CP+CT+CVI

50. 1 1.0 2 1.0 3 1.0

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

52. 1 1.2 2 1.6 3 1.3

53. LOAD COMB 8 CP+CVI

54. 1 1.0 3 1.0

55. LOAD COMB 9 CP*+CVI*

56. 1 0.9 3 1.3

57. 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/ 1258.0 MB, EXMEM = 8.6 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 0.646 7

1.86 C 0.00 75.65 1.80

5 ST HE260A PASS SHEAR -Y 0.492 7

4.24 C 0.00 51.27 1.80

8 ST HE260A PASS SHEAR -Y 0.248 7

5.25 C 0.00 19.22 1.80

10 ST DIL140 PASS AISC- H1-1 0.874 7

227.02 C 0.00 12.35 0.00

11 ST HE260A PASS AISC- H1-2 0.608 7

205.14 C 0.00 61.48 0.00

12 ST HE260A PASS AISC- H1-2 0.841 7

475.91 C 0.00 64.73 0.00

13 ST DIL140 PASS AISC- H1-1 0.819 7

227.02 C 0.00 10.53 0.00

14 ST DIL140 PASS AISC- H1-1 0.429 7

142.47 C 0.00 3.94 2.70

15 ST HE260A PASS AISC- H1-3 0.364 7

152.13 C 0.00 -31.59 2.70

16 ST HE260A PASS AISC- H1-2 0.515 7

275.29 C 0.00 -41.40 2.70

17 ST DIL140 PASS AISC- H1-1 0.388 7

142.47 C 0.00 -2.53 1.35

18 ST DIL140 PASS AISC- H1-3 0.283 7

57.93 C 0.00 -4.89 1.57

19 ST HE260A PASS AISC- H1-3 0.126 7

71.39 C 0.00 -8.69 2.70

20 ST HE260A PASS AISC- H1-3 0.230 7

102.40 C 0.00 -19.22 2.70

21 ST DIL140 PASS AISC- H1-3 0.233 7

57.93 C 0.00 -3.30 1.57

61. FINISH

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Vigas compuestas IS 150x6/100x8

Columnas del pórtico articuladote IS 150x6/150x10

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 13, 2006 *

* Time= 9:58:17 *

* *

* 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 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. 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 AMERICAN

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 COMB 4 CP+CT

76. 1 1.0 2 1.0

77. LOAD COMB 5 CP*+CT*

78. 1 1.2 2 1.6

79. LOAD COMB 6 CP+CT+CVI

80. 1 1.0 2 1.0 3 1.0

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

82. 1 1.2 2 1.6 3 1.3

83. LOAD COMB 8 CP+CVI

84. 1 1.0 3 1.0

85. LOAD COMB 9 CP*+CVI*

86. 1 0.9 3 1.3

87. 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 = 3, TOTAL DEGREES OF FREEDOM = 36

SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO-WORDS

REQRD/AVAIL. DISK SPACE = 12.0/ 1258.0 MB, EXMEM = 12.3 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 0.680 7

1.85 C 0.00 7689.08 180.00

5 UPT IS200X12X20 PASS AISC- H1-3 0.463 7

4.23 C 0.00 5206.51 180.00

8 UPT IS200X12X20 PASS SHEAR -Y 0.185 7

5.36 C 0.00 1913.92 180.00

10 UPT IS150X6150X1 PASS AISC- H1-1 0.985 7

227.08 C 0.00 1523.19 0.00

11 UPT IS200X12X20 PASS AISC- H1-2 0.692 7

203.76 C 0.00 5708.36 0.00

12 UPT IS200X12X20 PASS AISC- H1-2 0.912 7

477.49 C 0.00 6069.76 0.00

13 UPT IS150X6150X1 PASS AISC- H1-1 0.930 7

227.08 C 0.00 1340.51 0.00

14 UPT IS150X6150X1 PASS AISC- H1-1 0.442 7

142.52 C 0.00 -384.09 135.00

15 UPT IS200X12X20 PASS AISC- H1-3 0.424 7

151.87 C 0.00 -3109.09 270.00

16 UPT IS200X12X20 PASS AISC- H1-2 0.586 7

275.68 C 0.00 -4114.16 270.00

17 UPT IS150X6150X1 PASS AISC- H1-1 0.421 7

142.52 C 0.00 -312.20 135.00

18 UPT IS150X6150X1 PASS AISC- H1-3 0.299 7

57.95 C 0.00 -516.90 157.50

19 UPT IS200X12X20 PASS AISC- H1-3 0.138 7

71.71 C 0.00 -825.85 270.00

20 UPT IS200X12X20 PASS AISC- H1-3 0.268 7

102.15 C 0.00 -1913.92 270.00

21 UPT IS150X6150X1 PASS AISC- H1-3 0.249 7

57.95 C 0.00 -360.17 135.00

92. FINISH

Desplazamientos en los nudos

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Bibliografía

1 - American Institute of Steel Construction: Manual of steel construction, 1980.

2 - American Institute of Steel Construction: Load and resistance factor design specification for structural steel buildings, Inc., 1993.

3 - ASCE: Specifications for the Design and Constructions of Composite Slabs, October 1984.

4 - Composite beams with formed metal deck, Engineering… A. J. Grant.; [et al].: Journal of the American Institute of Steel Constrution, 14:24-42,1977.

5 - Composite beams with formed steel deck, American… W. Hansell.; [et al].: Institute of Steel Construction, Engineering Journal, 14 (1): 1977.

6 - HERNÁNDEZ, LUIS. Cálculo de estructuras compuestas de hormigón y acero a flexión con el empleo de láminas perfiladas/Luís Hernández. Tesis de Doctorado. –ISPJAE. 2004. -103p.

7 – LARRUA R.: Cálculo de estructuras compuestas de hormigón y acero sometidas a flexión bajo cargas estáticas con fundamentación experimental de los conectores, Tesis de Doctorado, ISPJAE, 1992.

8 - LAWSON R. M.: Shear connection in composite beams, Steel Construction Today, 171-176, Julio 1991

9 - LLOYD R. M.; H.D. Wright: Shear connection between composite slabs and steel beams, Journal of Constructional Steel Research, (15), 255-285, 1990.

10 - Canadian Institute of Steel Construction: Commentary on CAN / CSA –S16.1-94, 1994.

11-IMSA: LOSACERO. Sección 3 y 4, México, 1998.

12 - LRFD – AISC: LRFD Specification. Structural Steel for Buildings. Formed Steel Deck, Estados Unidos, 6-54 y 6-55, 1986

13 – MEDINA SÁNCHEZ, LUIS. Sistemas constructivos utilizados en cuba / Luis Medina Sánchez, Rolando Rodríguez García. – La Habana: Editorial de Ciencias Sociales, 1986. –298p.T.I

14 - -----------. Sistemas constructivos utilizados en cuba t.2/ Luis Medina Sánchez, Rolando Rodríguez García. – La Habana: Editorial de Ciencias Sociales, 1986. –226p.

15 - Hernández, Luis. Manual VigaCom. Hermes Foster. Camagüey: SECOM. Facultad de Construcciones. Universidada de Camagüey, 2005. [Consulta: 23 de abr. 2006].

16 - Hernández, Luis. Manual VigaCom. Hermes Foster. Camagüey: SECOM. Facultad de Construcciones. Universidada de Camagüey, 2005. [Consulta: 23 de abr. 2006].

17 - México DF: Normas Técnicas complementarias del reglamento de construcciones para el Distrito Federal. Diseño y construcción de estructuras metálicas, 2002.

18 - MICONS: Normas Técnicas para la construcción, Cuba, 2003.

19 - NC-080: 2004.cálculo de entrepiso compuesto de hormigón y acero con vigas de alma llena sometidos a cargas estáticas .códigos de buenas practicas.

20 - NC-285: 203. Cargas de Viento. 1. Edición - Vig 2003.

21 - NC-284: 2003. Edificaciones. Cargas de uso. 1 Edición. - Vig 2003.

22 - NC 283:2003: Densidad de materiales naturales, artificiales y de elementos de construcción como carga de diseño.

23 - NC-082: 2004.cálculo de losas compuestas con láminas de acero como encofrado colaborante sometidas a cargas estáticas .códigos de buenas practicas.

24- NC 053–039: 1989. Proyectos de Construcción. Obras de Hormigón.

 

 

Autor:

Alfredo Pérez García

Tutores:

Dr. Rafael Larrua Quevedo

Msc. Noel Iraola Valdés

2005-2006

Partes: 1, 2, 3, 4


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