Tabla 2.23.Reacciones de apoyos en
la base.
Cimiento | Fx | Fy | Mz |
1 | -13.413 | 227.016 | 12.320 |
2 | 39.069 | 475.323 | -65.213 |
3 | -39.072 | 400.829 | 64.280 |
4 | 13.388 | 151.344 | -12.362 |
Vigas compuestas IS
150×6/100×8
Columnas del pórtico articuladote
IS 150×6/150×10
Columnas del pórtico
rígido IS 200x12x20
Vigas del pórtico rígido
IS 200x12x20
Tabla 2.24.Reacciones de apoyos en
la base.
Cimiento | Fx | Fy | Mz |
1 | -14.628 | 227.081 | 15.023 |
2 | 37.895 | 363.151 | -60.984 |
3 | -37.897 | 306.346 | 60.438 |
4 | 14.650 | 151.387 | -15.245 |
Diseño de columnas del
pórtico simétrico
Para 3.60 de
intercolumnio
Vigas compuestas H-120B
Columnas del pórtico articulado
HE-140A
Columnas del pórtico
rígido HE-240A
Vigas del pórtico rígido
HE-240A
Tabla 2.25.Reacciones de apoyos en
la base.
Cimiento | Fx | Fy | Mz |
1 | -11.252 | 182.101 | 9.947 |
2 | -31.284 | 273.151 | 53.176 |
3 | -33.664 | 295.794 | 55.103 |
4 | -7.983 | 182.101 | 8.424 |
Vigas compuestas W130x28
Columnas del pórtico articulado
W130x28
Columnas del pórtico
rígido W200x59
Vigas del pórtico rígido
W200x59
Tabla 2.26.Reacciones de apoyos en
la base.
Cimiento | Fx | Fy | Mz |
1 | -11.888 | 182.101 | 11.407 |
2 | -30.633 | 273.151 | 51.247 |
3 | -32.050 | 390.889 | 53.227 |
4 | -8.617 | 182.101 | 9.883 |
Vigas compuestas IPE-180
Columnas del pórtico articulado
HE-140A
Columnas del pórtico
rígido HE-240A
Vigas del pórtico rígido
HE-240A
Tabla 2.27.Reacciones de apoyos en
la base.
Cimiento | Fx | Fy | Mz |
1 | -11.268 | 181.634 | 9.977 |
2 | -31.275 | 272.452 | 53.162 |
3 | -32.654 | 389.706 | 55.082 |
4 | -7.99 | 181.634 | 8.439 |
Vigas compuestas
IS150x6/150×8
Columnas del pórtico articulado
IS150x6/150×8
Columnas del pórtico
rígido IS200x8/200×16
Vigas del pórtico rígido
IS200x8/200×1
Tabla 2.28.Reacciones de apoyos en
la base.
Cimiento | Fx | Fy | Mz |
1 | -12.70 | 182.023 | 13.419 |
2 | -29.808 | 273.035 | 50.129 |
3 | -32.223 | 389.806 | 52.128 |
4 | -9.443 | 182.023 | 11.883 |
Para 3.60 de luz y 4.2 de
intercolumnio
Vigas compuestas H-120B
Columnas del pórtico articulado
DIL-140
Columnas del pórtico
rígido HE-260A
Vigas del pórtico rígido
HE-260ª
Tabla 2.29.Reacciones de apoyos en
la base.
Cimiento | Fx | Fy | Mz |
1 | -13.384 | 227.534 | 12.294 |
2 | -36.137 | 341.302 | 62.444 |
3 | -39.086 | 476.695 | 64.767 |
4 | -9.552 | 227.534 | 10.498 |
Vigas compuestas W130x24
Columnas del pórtico articulado
W150x30
Columnas del pórtico
rígido W200x71
Vigas del pórtico rígido
W200x71
Tabla 2.30.Reacciones de apoyos en
la base.
Cimiento | Fx | Fy | Mz |
1 | -14.710 | 227.405 | 15.369 |
2 | -34.786 | 341.107 | 58.638 |
3 | -37.830 | 477.252 | 227.405 |
4 | -10.865 | 227.405 | 13.551 |
Vigas compuestas IPE-R160
Columnas del pórtico articuladote
DIL-140
Columnas del pórtico
rígido HE260A
Vigas del pórtico rígido
HE260A
Tabla 2.31.Reacciones de apoyos en
la base.
Cimiento | Fx | Fy | Mz |
1 | -13.414 | 227.016 | 12.352 |
2 | -36.118 | 340.524 | 62.412 |
3 | -39.059 | 475.907 | 64.730 |
4 | -9.566 | 227.016 | 10.527 |
Vigas compuestas IS
150×6/100×8
Columnas del pórtico articuladote
IS 150×6/150×10
Columnas del pórtico
rígido IS 200x12x20
Vigas del pórtico rígido
IS 200x12x20
Tabla 2.32.Reacciones de apoyos en
la base.
Cimiento | Fx | Fy | Mz |
1 | -14.673 | 227.081 | 15.232 |
2 | -34.817 | 340.621 | 58.113 |
3 | -37.887 | 477.486 | 60.698 |
4 | -10.822 | 227.081 | 13.404 |
Conclusiones
-Con el presente trabajo se han creado las bases para la
elaboración detallada de un sistema constructivo para
viviendas a partir del proceso de diseño y
selección de los diferentes elementos componentes. Por
primera vez en Cuba en la proyección de un sistema
constructivo, se parte del criterio de uso de las secciones
compuestas con lámina perfilada y losa in situ; y esta
sección compuesta a su vez conectada a la viga
metálica, para aprovechar de esta forma todas las ventajas
que ofrecen las secciones y materiales utilizados.
-se exponen en el trabajo todos los elementos
estructurales utilizados, su capacidad de trabajo y los rangos de
utilización. Se logra gran versatilidad del sistema sobre
la base de la diversidad de surtidos de laminados utilizados y la
distancia variable entre columnas y entre líneas de
cargas.
-la no utilización de crucetas, tímpanos u
otros elementos entre las columnas para tomar cargas laterales
permite utilizar cualquier solución en los elementos de
cierre del sistema.
-Se cuenta con la documentación técnica
requerida para que los profesionales a cargo del proyecto y
ejecución de obras estructurales, puedan considerar esta
tipología estructural como una alternativa ventajosa,
contribuyendo a su difusión y empleo.
-Los cálculos computarizados simplifican
notablemente el diseño y constituyeron una sólida e
insustituible herramienta en estos análisis, por lo que se
demuestra la efectividad de los programas LosaCom y VigaCom
empleados; así como las posibilidades de ambos programas
de ser aplicados en la práctica docente y
profesional.
Recomendaciones
A partir de los resultados del trabajo se exponen las
siguientes recomendaciones:
1. Se recomienda continuar trabajando en la
ejecución detallada de toda la información
gráfica y escrita del sistema constructivo propuesto a
partir de los resultados obtenidos.
2. Se recomienda a las empresas cubanas productoras de
láminas perfiladas de acero (Cometal y Metunas) que
desarrollen estudios de factibilidad económica para
efectuar los cambios tecnológicos requeridos para la
producción en el país de láminas apropiadas
para la construcción compuesta.
Anexos
Diseño de columnas del
pórtico asimétrico
Para 3.60 de
intercolumnio
Vigas compuestas H-120B
Columnas del pórtico articulado
HE-140A
Columnas del pórtico
rígido HE-240A
Vigas del pórtico rígido
HE-240A
PAGE NO. 1
****************************************************
* *
* STAAD.Pro *
* Version 2004 Bld 1001.INDIA *
* Proprietary Program of *
* Research Engineers, Intl. *
* Date= JUN 12, 2006 *
* Time= 13:10:15 *
* *
* USER ID: Snow Panther [LZ0] *
****************************************************
INPUT FILE: TESI.STD
1. STAAD PLANE ALFREDO
2. START JOB INFORMATION
3. ENGINEER DATE 10-JUN-06
4. END JOB INFORMATION
5. INPUT WIDTH 79
6. UNIT METER KN
7. JOINT COORDINATES
8. 1 0 0 0; 2 3.6 0 0; 3 5.4 0 0; 4 7.8 0
0; 5 0 2.7 0; 6 3.6 2.7 0
9. 7 5.4 2.7 0; 8 7.8 2.7 0; 9 0 5.4 0; 10
3.6 5.4 0; 11 5.4 5.4 0
10. 12 7.8 5.4 0; 13 0 8.1 0; 14 3.6 8.1 0;
15 5.4 8.1 0; 16 7.8 8.1 0
11. MEMBER INCIDENCES
12. 1 5 6; 2 6 7; 3 7 8; 4 9 10; 5 10 11; 6
11 12; 7 13 14; 8 14 15
13. 9 15 16; 10 1 5; 11 2 6; 12 3 7; 13 4
8; 14 5 9; 15 6 10; 16 7 11
14. 17 8 12; 18 9 13; 19 10 14; 20 11 15;
21 12 16
15. DEFINE MATERIAL START
16. ISOTROPIC STEEL
17. E 2.05E+008
18. POISSON 0.3
19. DENSITY 76.8195
20. ALPHA 1.2E-005
21. DAMP 0.03
22. END DEFINE MATERIAL
23. CONSTANTS
24. MATERIAL STEEL MEMB 1 TO 21
25. MEMBER PROPERTY EUROPEAN
26. 1 3 4 6 7 9 TABLE ST HE120B
27. 10 13 14 17 18 21 TABLE ST
HE140A
28. 2 5 8 11 12 15 16 19 20 TABLE ST
HE240A
29. SUPPORTS
30. 1 TO 4 FIXED
31. MEMBER RELEASE
32. 1 3 4 6 7 9 START MZ
33. 1 3 4 6 7 9 END MZ
34. LOAD 1 CP
35. MEMBER LOAD
36. 1 TO 9 UNI GY -17.222
37. LOAD 2 CT
38. MEMBER LOAD
39. 1 TO 6 UNI GY -10.8
40. 7 TO 9 UNI GY -2.88
ALFREDO — PAGE NO. 2
41. LOAD 3 CVI
42. MEMBER LOAD
43. 10 14 18 UNI GX 4.86
44. 13 17 21 UNI GX 3.04
45. LOAD 4 CVD
46. MEMBER LOAD
47. 13 17 21 UNI GX -4.86
48. 10 14 18 UNI GX -3.04
49. LOAD COMB 5 CP+CT
50. 1 1.0 2 1.0
51. LOAD COMB 6 CP*+CT*
52. 1 1.2 2 1.6
53. LOAD COMB 7 CP+CT+CVI
54. 1 1.0 2 1.0 3 1.0
55. LOAD COMB 8 CP*+CT*+CVI*
56. 1 1.2 2 1.6 3 1.3
57. LOAD COMB 9 CP+CT+CVD
58. 1 1.0 2 1.0 4 1.0
59. LOAD COMB 10 CP*+CT*+CVD*
60. 1 1.2 2 1.6 4 1.3
61. LOAD COMB 11 CP+CVI
62. 1 1.0 3 1.0
63. LOAD COMB 12 CP*+CVI*
64. 1 0.9 3 1.3
65. LOAD COMB 13 CP+CVD
66. 1 1.0 4 1.0
67. LOAD COMB 14 CP*+CVD*
68. 1 0.9 4 1.3
69. PERFORM ANALYSIS PRINT STATICS
CHECK
P R O B L E M S T A T I S T I C
S
———————————–
NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS =
16/ 21/ 4
ORIGINAL/FINAL BAND-WIDTH= 4/ 4/ 15
DOF
TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES
OF FREEDOM = 36
SIZE OF STIFFNESS MATRIX = 1 DOUBLE
KILO-WORDS
REQRD/AVAIL. DISK SPACE = 12.0/ 1259.0 MB,
EXMEM = 13.8 MB
STAAD.Pro CODE CHECKING – (AISC)
***********************
ALL UNITS ARE – KN METE (UNLESS OTHERWISE
NOTED)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/
LOADING/
FX MY MZ LOCATION
=======================================================================
2 ST HE240A PASS SHEAR -Y 0.605
8
1.66 C 0.00 65.72 1.80
5 ST HE240A PASS SHEAR -Y 0.453
8
3.68 C 0.00 43.87 1.80
8 ST HE240A PASS SHEAR -Y 0.219
8
4.29 C 0.00 16.01 1.80
10 ST HE140A PASS AISC- H1-1 0.946
8
182.10 C 0.00 9.90 0.00
11 ST HE240A PASS AISC- H1-2 0.842
10
390.02 C 0.00 -55.42 0.00
12 ST HE240A PASS AISC- H1-2 0.784
8
330.11 C 0.00 54.80 0.00
13 ST HE140A PASS AISC- H1-1 0.753
10
121.40 C 0.00 -9.97 0.00
14 ST HE140A PASS AISC- H1-1 0.473
8
113.80 C 0.00 3.54 2.70
15 ST HE240A PASS AISC- H1-2 0.513
10
223.16 C 0.00 35.21 2.70
16 ST HE240A PASS AISC- H1-2 0.485
8
185.75 C 0.00 -35.64 2.70
17 ST HE140A PASS AISC- H1-1 0.361
10
75.86 C 0.00 -3.59 2.70
18 ST HE140A PASS AISC- H1-3 0.311
8
45.49 C 0.00 -4.12 1.57
19 ST HE240A PASS AISC- H1-3 0.224
10
81.14 C 0.00 15.81 2.70
20 ST HE240A PASS AISC- H1-3 0.211
8
66.19 C 0.00 -16.01 2.70
21 ST HE140A PASS AISC- H1-3 0.266
10
30.33 C 0.00 4.10 1.57
73. FINISH
Desplazamientos en los
nudos
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
Página anterior | Volver al principio del trabajo | Página siguiente |