EX. UK-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 2023\Samples\Sample Models\UK\UK-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
FINISHSTAAD Output File
PAGE NO. 1 **************************************************** * * * STAAD.Pro 2023 * * Version 23.00.02.*** * * Proprietary Program of * * Bentley Systems, Inc. * * Date= DEC 14, 2023 * * Time= 9:35:15 * * * * Licensed to: Bentley Systems Inc * **************************************************** 1. STAAD SPACE INPUT FILE: D:\Documentation\STAAD.Pro\_Automated_Py\output\2023-12-14\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= DEC 14,2023 TIME= 9:35:15 **** STAAD SPACE -- PAGE NO. 10 ************************************************************ * For technical assistance on STAAD.Pro, please visit * * http://www.bentley.com/en/support/ * * * * Details about additional assistance from * * Bentley and Partners can be found at program menu * * Help->Technical Support * * * * Copyright (c) Bentley Systems, Inc. * * http://www.bentley.com * ************************************************************