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
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= 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
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= 23:57:20 *
* *
* 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
Reacciones en los apoyos
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
Reacciones en los apoyos
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
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 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
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 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
Reacciones en los apoyos
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
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