EX. US-19 Inclined Supports
This example demonstrates the usage of inclined supports. The word INCLINED
refers to the fact that the restraints at a joint where such a support is specified are along a user-specified axis system instead of along the default directions of the global axis system. STAAD.Pro offers a few different methods for assigning inclined supports, and we examine those in this example.
This problem is installed with the program by default to C:\Users\Public\Public Documents\STAAD.Pro 2024\Samples \Sample Models\US\US-19 Inclined Supports.STD when you install the program.
Input File
STAAD SPACE
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 5 0; 2 10 5 10; 3 20 5 20; 4 30 5 30; 5 5 0 5; 6 25 0 25;
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 3 4; 4 5 2; 5 6 3;
UNIT MMS KN
MEMBER PROPERTY AMERICAN
4 5 PRIS YD 800
1 TO 3 PRIS YD 750 ZD 500
DEFINE MATERIAL START
ISOTROPIC CONCRETE
E 21.0
POISSON 0.17
DENSITY 2.36158e-008
ALPHA 5e-006
DAMP 0.05
G 9.25
TYPE CONCRETE
STRENGTH FCU 0.0275
END DEFINE MATERIAL
CONSTANTS
MATERIAL CONCRETE ALL
UNIT METER KN
SUPPORTS
5 INC REF 10 5 10 FIXED BUT MX MY MZ KFX 30000
6 INC REFJT 3 FIXED BUT MX MY MZ KFX 30000
1 PINNED
4 INC 1 0 1 FIXED BUT FX MX MY MZ
LOAD 1 DEAD LOAD
SELFWEIGHT Y -1.2
LOAD 2 LIVE LOAD
MEMBER LOAD
1 TO 3 UNI GY -6
LOAD COMB 3
1 1.0 2 1.0
PERFORM ANALYSIS PRINT STATICS CHECK
PRINT SUPPORT REACTION
SET INCLINED REACTION
PRINT SUPPORT REACTION
PRINT MEMBER FORCES
PRINT JOINT DISP
FINISH
PAGE NO. 1
****************************************************
* *
* STAAD.Pro 2023 *
* Version 23.00.03.** *
* Proprietary Program of *
* Bentley Systems, Inc. *
* Date= JUL 4, 2024 *
* Time= 11:26: 5 *
* *
* Licensed to: Bentley Systems Inc *
****************************************************
1. STAAD SPACE
INPUT FILE: D:\Documentation\STAAD.Pro\_Automated_Py\output\2024-07-04\SPro_Output_Input_Files\Sample .. .STD
2. INPUT WIDTH 79
3. UNIT METER KN
4. JOINT COORDINATES
5. 1 0 5 0; 2 10 5 10; 3 20 5 20; 4 30 5 30; 5 5 0 5; 6 25 0 25
6. MEMBER INCIDENCES
7. 1 1 2; 2 2 3; 3 3 4; 4 5 2; 5 6 3
8. UNIT MMS KN
9. MEMBER PROPERTY AMERICAN
10. 4 5 PRIS YD 800
11. 1 TO 3 PRIS YD 750 ZD 500
12. DEFINE MATERIAL START
13. ISOTROPIC CONCRETE
14. E 21.0
15. POISSON 0.17
16. DENSITY 2.36158E-008
17. ALPHA 5E-006
18. DAMP 0.05
19. G 9.25
20. TYPE CONCRETE
21. STRENGTH FCU 0.0275
22. END DEFINE MATERIAL
23. CONSTANTS
24. MATERIAL CONCRETE ALL
25. UNIT METER KN
26. SUPPORTS
27. 5 INC REF 10 5 10 FIXED BUT MX MY MZ KFX 30000
28. 6 INC REFJT 3 FIXED BUT MX MY MZ KFX 30000
29. 1 PINNED
30. 4 INC 1 0 1 FIXED BUT FX MX MY MZ
31. LOAD 1 DEAD LOAD
32. SELFWEIGHT Y -1.2
33. LOAD 2 LIVE LOAD
34. MEMBER LOAD
35. 1 TO 3 UNI GY -6
36. LOAD COMB 3
37. 1 1.0 2 1.0
38. PERFORM ANALYSIS PRINT STATICS CHECK
STAAD SPACE -- 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 5
NUMBER OF PLATES 0 NUMBER OF SOLIDS 0
NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 4
Using 64-bit analysis engine.
SOLVER USED IS THE IN-CORE ADVANCED MATH SOLVER
TOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 27
TOTAL LOAD COMBINATION CASES = 1 SO FAR.
STAAD SPACE -- PAGE NO. 3
STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 1
DEAD LOAD
CENTER OF FORCE BASED ON Y FORCES ONLY (METE).
(FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS)
X = 0.150000000E+02
Y = 0.411580006E+01
Z = 0.150000000E+02
TOTAL APPLIED LOAD 1
***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 1 )
SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = -697.60
SUMMATION FORCE-Z = 0.00
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 10463.94 MY= 0.00 MZ= -10463.94
TOTAL REACTION LOAD 1
***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 1 )
SUMMATION FORCE-X = -0.00
SUMMATION FORCE-Y = 697.60
SUMMATION FORCE-Z = -0.00
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= -10463.94 MY= -0.00 MZ= 10463.94
MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 1)
MAXIMUMS AT NODE
X = -8.02030E-01 5
Y = -2.50768E+00 3
Z = -8.02030E-01 5
RX= -2.71938E-03 4
RY= 8.02194E-18 1
RZ= 2.71938E-03 4
STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 2
LIVE LOAD
CENTER OF FORCE BASED ON Y FORCES ONLY (METE).
(FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS)
X = 0.149999999E+02
Y = 0.500000017E+01
Z = 0.149999999E+02
STAAD SPACE -- PAGE NO. 4
TOTAL APPLIED LOAD 2
***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 2 )
SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = -254.56
SUMMATION FORCE-Z = 0.00
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 3818.38 MY= 0.00 MZ= -3818.38
TOTAL REACTION LOAD 2
***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 2 )
SUMMATION FORCE-X = -0.00
SUMMATION FORCE-Y = 254.56
SUMMATION FORCE-Z = -0.00
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= -3818.38 MY= -0.00 MZ= 3818.38
MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 2)
MAXIMUMS AT NODE
X = -2.97766E-01 5
Y = -9.34280E-01 3
Z = -2.97766E-01 5
RX= -1.21481E-03 4
RY= -3.94177E-18 4
RZ= 1.21481E-03 4
************ END OF DATA FROM INTERNAL STORAGE ************
39. PRINT SUPPORT REACTION
SUPPORT REACTION
STAAD SPACE -- PAGE NO. 5
SUPPORT REACTIONS -UNIT KN METE STRUCTURE TYPE = SPACE
-----------------
JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z
5 1 216.27 289.28 216.27 0.00 0.00 0.00
2 86.61 94.78 86.61 0.00 0.00 0.00
3 302.88 384.06 302.88 0.00 0.00 0.00
6 1 -213.07 287.50 -213.07 0.00 0.00 0.00
2 -85.33 94.06 -85.33 0.00 0.00 0.00
3 -298.40 381.56 -298.40 0.00 0.00 0.00
1 1 -3.20 60.34 -3.20 0.00 0.00 0.00
2 -1.28 32.84 -1.28 0.00 0.00 0.00
3 -4.48 93.18 -4.48 0.00 0.00 0.00
4 1 0.00 60.47 0.00 0.00 0.00 0.00
2 0.00 32.89 0.00 0.00 0.00 0.00
3 0.00 93.36 0.00 0.00 0.00 0.00
************** END OF LATEST ANALYSIS RESULT **************
40. SET INCLINED REACTION
41. PRINT SUPPORT REACTION
SUPPORT REACTION
STAAD SPACE -- PAGE NO. 6
SUPPORT REACTIONS -UNIT KN METE STRUCTURE TYPE = SPACE
-----------------
JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z
5 1 416.75 59.61 0.00 0.00 0.00 0.00
2 154.72 6.67 0.00 0.00 0.00 0.00
3 571.47 66.28 0.00 0.00 0.00 0.00
6 1 412.02 60.77 0.00 0.00 0.00 0.00
2 152.83 7.13 0.00 0.00 0.00 0.00
3 564.85 67.90 0.00 0.00 0.00 0.00
1 1 -3.20 60.34 -3.20 0.00 0.00 0.00
2 -1.28 32.84 -1.28 0.00 0.00 0.00
3 -4.48 93.18 -4.48 0.00 0.00 0.00
4 1 0.00 60.47 0.00 0.00 0.00 0.00
2 0.00 32.89 0.00 0.00 0.00 0.00
3 0.00 93.36 0.00 0.00 0.00 0.00
************** END OF LATEST ANALYSIS RESULT **************
42. PRINT MEMBER FORCES
MEMBER FORCES
STAAD SPACE -- PAGE NO. 7
MEMBER END FORCES STRUCTURE TYPE = SPACE
-----------------
ALL UNITS ARE -- KN METE (LOCAL )
MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z
1 1 1 -4.52 60.34 0.00 0.00 -0.00 -0.00
2 4.52 89.95 -0.00 0.00 -0.00 -209.31
2 1 -1.81 32.84 0.00 -0.00 -0.00 0.00
2 1.81 52.02 -0.00 0.00 -0.00 -135.62
3 1 -6.33 93.18 0.00 -0.00 -0.00 -0.00
2 6.33 141.96 -0.00 0.00 -0.00 -344.93
2 1 2 301.33 75.98 -0.00 0.00 0.00 129.19
3 -301.33 74.31 0.00 -0.00 -0.00 -117.44
2 2 120.67 42.76 -0.00 0.00 0.00 77.86
3 -120.67 42.09 0.00 -0.00 -0.00 -73.16
3 2 422.00 118.73 -0.00 0.00 0.00 207.05
3 -422.00 116.41 0.00 -0.00 -0.00 -190.59
3 1 3 0.00 89.82 -0.00 0.00 0.00 207.54
4 0.00 60.47 0.00 0.00 0.00 0.00
2 3 0.00 51.97 -0.00 -0.00 0.00 134.91
4 -0.00 32.89 0.00 0.00 0.00 0.00
3 3 0.00 141.79 -0.00 -0.00 0.00 342.45
4 -0.00 93.36 0.00 0.00 0.00 0.00
4 1 5 416.75 59.61 0.00 -0.00 0.00 -0.00
2 -345.52 41.11 -0.00 0.00 -0.00 80.12
2 5 154.72 6.67 0.00 0.00 0.00 0.00
2 -154.72 -6.67 -0.00 0.00 0.00 57.76
3 5 571.47 66.28 0.00 -0.00 0.00 0.00
2 -500.25 34.44 -0.00 0.00 -0.00 137.88
5 1 6 412.02 60.77 0.00 -0.00 -0.00 -0.00
3 -340.80 39.96 -0.00 0.00 -0.00 90.10
2 6 152.83 7.13 0.00 -0.00 -0.00 0.00
3 -152.83 -7.13 -0.00 0.00 -0.00 61.75
3 6 564.85 67.90 0.00 -0.00 -0.00 0.00
3 -493.63 32.83 -0.00 0.00 -0.00 151.86
************** END OF LATEST ANALYSIS RESULT **************
43. PRINT JOINT DISP
STAAD SPACE -- PAGE NO. 8
JOINT DISP
STAAD SPACE -- PAGE NO. 9
JOINT DISPLACEMENT (CM RADIANS) STRUCTURE TYPE = SPACE
------------------
JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN
1 1 0.0000 0.0000 0.0000 0.0027 0.0000 -0.0027
2 0.0000 0.0000 0.0000 0.0012 0.0000 -0.0012
3 0.0000 0.0000 0.0000 0.0039 0.0000 -0.0039
2 1 0.0006 -2.4614 0.0006 0.0007 0.0000 -0.0007
2 0.0002 -0.9157 0.0002 0.0003 0.0000 -0.0003
3 0.0008 -3.3771 0.0008 0.0011 0.0000 -0.0011
3 1 -0.0377 -2.5077 -0.0377 -0.0007 0.0000 0.0007
2 -0.0151 -0.9343 -0.0151 -0.0003 0.0000 0.0003
3 -0.0528 -3.4420 -0.0528 -0.0011 0.0000 0.0011
4 1 -0.0377 0.0000 -0.0377 -0.0027 0.0000 0.0027
2 -0.0151 0.0000 -0.0151 -0.0012 0.0000 0.0012
3 -0.0528 0.0000 -0.0528 -0.0039 0.0000 0.0039
5 1 -0.8020 -0.8020 -0.8020 0.0024 0.0000 -0.0024
2 -0.2978 -0.2978 -0.2978 0.0007 0.0000 -0.0007
3 -1.0998 -1.0998 -1.0998 0.0031 0.0000 -0.0031
6 1 0.7929 -0.7929 0.7929 -0.0024 0.0000 0.0024
2 0.2941 -0.2941 0.2941 -0.0008 0.0000 0.0008
3 1.0871 -1.0871 1.0871 -0.0032 0.0000 0.0032
************** END OF LATEST ANALYSIS RESULT **************
44. FINISH
*********** END OF THE STAAD.Pro RUN ***********
**** DATE= JUL 4,2024 TIME= 11:26: 6 ****
STAAD SPACE -- PAGE NO. 10
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