EX. UK-21 Analysis of a Structure with Tension-Only Members
This example illustrates the modeling of tension-only members using the MEMBER TENSION
command.
This problem is installed with the program by default to C:\Users\Public\Public Documents\STAAD.Pro 2024\Samples \Sample Models\UK\UK-21 Analysis of a Structure with Tension-Only Members.STD when you install the program.
- L = 5.25 m, H = 3.5 m
- Load case 1: P1 = 45 kN & P2 = 70 kN
- Load case 2: P3 = -45 kN & P4 = -70 kN
UNIT METER KNS
Units for the commands to follow are defined above.
JOINT COORDINATES
1 0 0 ; 2 0 3.5 ; 3 0 7.0 ; 4 5.25 7.0 ; 5 5.25 3.5 ; 6 5.25 0
Joint coordinates of joints 1 to 6 are defined above.
MEMBER PROPERTY BRITISH
1 TO 10 TA ST UC152X152X30
All members have been assigned a UC
section from the British table.
UNIT MMS
DEFINE MATERIAL START
ISOTROPIC STEEL
E 210
POISSON 0.3
DENSITY 7.6977e-008
ALPHA 6e-006
DAMP 0.03
TYPE STEEL
STRENGTH FY 0.24821 FU 0.399894 RY 1.5 RT 1.2
END DEFINE MATERIAL
CONSTANTS
MATERIAL STEEL ALL
The DEFINE MATERIAL
command is used to specify material properties and the CONSTANT
is used to assign the material to all members. The length units have been changed from meters to millimeters to facilitate the input of these values.
SUPPORT
1 6 PINNED
The supports are defined above.
LOAD 1
JOINT LOAD
2 FX 70
3 FX 45
Load 1 is defined above and consists of joint loads at joints 2 and 3.
PERFORM ANALYSIS
CHANGE
MEMBER TENSION
6 TO 9
One or more among the members 6 to 9 may have been inactivated in the previous analysis.
LOAD 2
JOINT LOAD
4 FX -45
5 FX -70
Input File
STAAD PLANE EXAMPLE FOR TENSION-ONLY MEMBERS
UNIT METER KNS
SET NL 3
JOINT COORDINATES
1 0 0 ; 2 0 3.5 ; 3 0 7.0 ; 4 5.25 7.0 ; 5 5.25 3.5 ; 6 5.25 0
MEMBER INCIDENCES
1 1 2 5
6 1 5 ; 7 2 6 ; 8 2 4 ; 9 3 5 ; 10 2 5
MEMBER TENSION
6 TO 9
MEMBER PROPERTY BRITISH
1 TO 10 TABLE ST UC152X152X30
UNIT MMS
DEFINE MATERIAL START
ISOTROPIC STEEL
E 210
POISSON 0.3
DENSITY 7.6977e-008
ALPHA 6e-006
DAMP 0.03
TYPE STEEL
STRENGTH FY 0.24821 FU 0.399894 RY 1.5 RT 1.2
END DEFINE MATERIAL
CONSTANTS
MATERIAL STEEL ALL
SUPPORT
1 6 PINNED
LOAD 1
JOINT LOAD
2 FX 70
3 FX 45
PERFORM ANALYSIS
CHANGE
MEMBER TENSION
6 TO 9
LOAD 2
JOINT LOAD
4 FX -45
5 FX -70
PERFORM ANALYSIS
CHANGE
LOAD 3
REPEAT LOAD
1 1.0 2 1.0
PERFORM ANALYSIS
CHANGE
LOAD LIST 1 2 3
PRINT ANALYSIS RESULTS
FINI
PAGE NO. 1
****************************************************
* *
* STAAD.Pro 2023 *
* Version 23.00.03.** *
* Proprietary Program of *
* Bentley Systems, Inc. *
* Date= JUL 4, 2024 *
* Time= 11:20:59 *
* *
* Licensed to: Bentley Systems Inc *
****************************************************
1. STAAD PLANE EXAMPLE FOR TENSION-ONLY MEMBERS
INPUT FILE: D:\Documentation\STAAD.Pro\_Automated_Py\output\2024-07-04\SPro_Output_Input_Files\Sample .. .STD
2. UNIT METER KNS
3. SET NL 3
4. JOINT COORDINATES
5. 1 0 0 ; 2 0 3.5 ; 3 0 7.0 ; 4 5.25 7.0 ; 5 5.25 3.5 ; 6 5.25 0
6. MEMBER INCIDENCES
7. 1 1 2 5
8. 6 1 5 ; 7 2 6 ; 8 2 4 ; 9 3 5 ; 10 2 5
9. MEMBER TENSION
10. 6 TO 9
11. MEMBER PROPERTY BRITISH
12. 1 TO 10 TABLE ST UC152X152X30
13. UNIT MMS
14. DEFINE MATERIAL START
15. ISOTROPIC STEEL
16. E 210
17. POISSON 0.3
18. DENSITY 7.6977E-008
19. ALPHA 6E-006
20. DAMP 0.03
21. TYPE STEEL
22. STRENGTH FY 0.24821 FU 0.399894 RY 1.5 RT 1.2
23. END DEFINE MATERIAL
24. CONSTANTS
25. MATERIAL STEEL ALL
26. SUPPORT
27. 1 6 PINNED
28. LOAD 1
29. JOINT LOAD
30. 2 FX 70
31. 3 FX 45
32. PERFORM ANALYSIS
EXAMPLE FOR TENSION-ONLY MEMBERS -- PAGE NO. 2
P R O B L E M S T A T I S T I C S
-----------------------------------
NUMBER OF JOINTS 6 NUMBER OF MEMBERS 10
NUMBER OF PLATES 0 NUMBER OF SOLIDS 0
NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 2
Using 64-bit analysis engine.
SOLVER USED IS THE IN-CORE ADVANCED MATH SOLVER
TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 14
TOTAL LOAD COMBINATION CASES = 0 SO FAR.
*** LOAD CASE 1 -- START ITERATION NO. 2
**NOTE-Tension/Compression converged after 2 iterations, Case= 1
33. CHANGE
34. MEMBER TENSION
35. 6 TO 9
36. LOAD 2
37. JOINT LOAD
38. 4 FX -45
39. 5 FX -70
40. PERFORM ANALYSIS
*** LOAD CASE 2 -- START ITERATION NO. 2
**NOTE-Tension/Compression converged after 2 iterations, Case= 2
41. CHANGE
42. LOAD 3
43. REPEAT LOAD
44. 1 1.0 2 1.0
45. PERFORM ANALYSIS
*** LOAD CASE 3 -- START ITERATION NO. 2
**NOTE-Tension/Compression converged after 2 iterations, Case= 3
46. CHANGE
47. LOAD LIST 1 2 3
EXAMPLE FOR TENSION-ONLY MEMBERS -- PAGE NO. 3
48. PRINT ANALYSIS RESULTS
ANALYSIS RESULTS
EXAMPLE FOR TENSION-ONLY MEMBERS -- PAGE NO. 4
JOINT DISPLACEMENT (CM RADIANS) STRUCTURE TYPE = PLANE
------------------
JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN
1 1 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0008
2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0005
3 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0001
2 1 0.2355 0.0132 0.0000 0.0000 0.0000 -0.0004
2 -0.1609 -0.0464 0.0000 0.0000 0.0000 0.0004
3 0.0228 0.0000 0.0000 0.0000 0.0000 -0.0000
3 1 0.3633 0.0133 0.0000 0.0000 0.0000 -0.0002
2 -0.3341 -0.0594 0.0000 0.0000 0.0000 0.0004
3 0.0147 0.0000 0.0000 0.0000 0.0000 0.0000
4 1 0.3341 -0.0594 0.0000 0.0000 0.0000 -0.0004
2 -0.3633 0.0133 0.0000 0.0000 0.0000 0.0002
3 -0.0147 0.0000 0.0000 0.0000 0.0000 -0.0000
5 1 0.1609 -0.0464 0.0000 0.0000 0.0000 -0.0004
2 -0.2355 0.0132 0.0000 0.0000 0.0000 0.0004
3 -0.0228 0.0000 0.0000 0.0000 0.0000 0.0000
6 1 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0005
2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0008
3 0.0000 0.0000 0.0000 0.0000 0.0000 0.0001
EXAMPLE FOR TENSION-ONLY MEMBERS -- PAGE NO. 5
SUPPORT REACTIONS -UNIT KNS MMS STRUCTURE TYPE = PLANE
-----------------
JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z
1 1 -114.92 -106.67 0.00 0.00 0.00 0.00
2 0.08 106.67 0.00 0.00 0.00 0.00
3 -0.05 0.00 0.00 0.00 0.00 0.00
6 1 -0.08 106.67 0.00 0.00 0.00 0.00
2 114.92 -106.67 0.00 0.00 0.00 0.00
3 0.05 0.00 0.00 0.00 0.00 0.00
EXAMPLE FOR TENSION-ONLY MEMBERS -- PAGE NO. 6
MEMBER END FORCES STRUCTURE TYPE = PLANE
-----------------
ALL UNITS ARE -- KNS MMS (LOCAL )
MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z
1 1 1 -30.23 0.26 0.00 0.00 0.00 0.00
2 30.23 -0.26 0.00 0.00 0.00 894.16
2 1 106.67 -0.08 0.00 0.00 0.00 0.00
2 -106.67 0.08 0.00 0.00 0.00 -294.48
3 1 -0.00 0.05 0.00 0.00 0.00 -0.00
2 0.00 -0.05 0.00 0.00 0.00 158.18
2 1 2 -0.25 0.21 0.00 0.00 0.00 200.03
3 0.25 -0.21 0.00 0.00 0.00 545.92
2 2 29.82 -0.44 0.00 0.00 0.00 -770.68
3 -29.82 0.44 0.00 0.00 0.00 -756.76
3 2 -0.00 -0.05 0.00 0.00 0.00 -137.99
3 0.00 0.05 0.00 0.00 0.00 -43.08
3 1 3 44.79 -0.25 0.00 0.00 0.00 -545.92
4 -44.79 0.25 0.00 0.00 0.00 -756.76
2 3 44.79 0.25 0.00 0.00 0.00 756.76
4 -44.79 -0.25 0.00 0.00 0.00 545.92
3 3 45.05 -0.00 0.00 0.00 0.00 43.08
4 -45.05 0.00 0.00 0.00 0.00 -43.08
4 1 4 29.82 0.44 0.00 0.00 0.00 756.76
5 -29.82 -0.44 0.00 0.00 0.00 770.68
2 4 -0.25 -0.21 0.00 0.00 0.00 -545.92
5 0.25 0.21 0.00 0.00 0.00 -200.03
3 4 0.00 0.05 0.00 0.00 0.00 43.08
5 -0.00 -0.05 0.00 0.00 0.00 137.99
5 1 5 106.67 0.08 0.00 0.00 0.00 294.48
6 -106.67 -0.08 0.00 0.00 0.00 0.00
2 5 -30.23 -0.26 0.00 0.00 0.00 -894.16
6 30.23 0.26 0.00 0.00 0.00 0.00
3 5 0.00 -0.05 0.00 0.00 0.00 -158.18
6 -0.00 0.05 0.00 0.00 0.00 0.00
6 1 1 -137.80 0.00 0.00 0.00 0.00 0.00
5 137.80 0.00 0.00 0.00 0.00 0.00
2 1 0.00 0.00 0.00 0.00 0.00 0.00
5 0.00 0.00 0.00 0.00 0.00 0.00
3 1 0.00 0.00 0.00 0.00 0.00 0.00
5 0.00 0.00 0.00 0.00 0.00 0.00
7 1 2 0.00 0.00 0.00 0.00 0.00 0.00
6 0.00 0.00 0.00 0.00 0.00 0.00
EXAMPLE FOR TENSION-ONLY MEMBERS -- PAGE NO. 7
MEMBER END FORCES STRUCTURE TYPE = PLANE
-----------------
ALL UNITS ARE -- KNS MMS (LOCAL )
MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z
2 2 -137.80 0.00 0.00 0.00 0.00 0.00
6 137.80 0.00 0.00 0.00 0.00 0.00
3 2 0.00 0.00 0.00 0.00 0.00 0.00
6 0.00 0.00 0.00 0.00 0.00 0.00
8 1 2 -53.30 0.00 0.00 0.00 0.00 0.00
4 53.30 0.00 0.00 0.00 0.00 0.00
2 2 0.00 0.00 0.00 0.00 0.00 0.00
4 0.00 0.00 0.00 0.00 0.00 0.00
3 2 0.00 0.00 0.00 0.00 0.00 0.00
4 0.00 0.00 0.00 0.00 0.00 0.00
9 1 3 0.00 0.00 0.00 0.00 0.00 0.00
5 0.00 0.00 0.00 0.00 0.00 0.00
2 3 -53.30 0.00 0.00 0.00 0.00 0.00
5 53.30 0.00 0.00 0.00 0.00 0.00
3 3 0.00 0.00 0.00 0.00 0.00 0.00
5 0.00 0.00 0.00 0.00 0.00 0.00
10 1 2 114.31 -0.41 0.00 0.00 0.00 -1094.19
5 -114.31 0.41 0.00 0.00 0.00 -1065.16
2 2 114.31 0.41 0.00 0.00 0.00 1065.16
5 -114.31 -0.41 0.00 0.00 0.00 1094.19
3 2 69.90 -0.00 0.00 0.00 0.00 -20.19
5 -69.90 0.00 0.00 0.00 0.00 20.19
************** END OF LATEST ANALYSIS RESULT **************
49. FINI
EXAMPLE FOR TENSION-ONLY MEMBERS -- PAGE NO. 8
*********** END OF THE STAAD.Pro RUN ***********
**** DATE= JUL 4,2024 TIME= 11:21: 1 ****
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