EX. UK-26 Modeling a Rigid Diaphragm Using Control-Dependent
The structure in this example is a building consisting of member columns as well as floors made up of beam members and plate elements. Using the control-dependent command, the floors are specified to be rigid diaphragms for in-plane actions but flexible for bending actions.
This problem is installed with the program by default to C:\Users\Public\Public Documents\STAAD.Pro 2023\Samples\Sample Models\UK\UK-26 Modeling a Rigid Diaphragm Using Control-Dependant.STD when you install the program.
Input File
STAAD SPACE
*MODELING RIGID DIAPHRAGMS USING CONTROL DEPENDENT
UNITS KIP FT
JOINT COORD
1 0 0 0 4 0 48 0
REPEAT 3 24 0 0
REPEAT ALL 3 0 0 24
DELETE JOINT 21 25 37 41
MEMBER INCI
1 1 2 3 ; 4 5 6 6 ; 7 9 10 9 ; 10 13 14 12
13 17 18 15 ; 22 29 30 24 ; 25 33 34 27
34 45 46 36 ; 37 49 50 39 ; 40 53 54 42
43 57 58 45 ; 46 61 62 48 ; 49 2 6 51
52 6 10 54 ; 55 10 14 57 ; 58 18 22 60
61 22 26 63 ; 64 26 30 66 ; 67 34 38 69
70 38 42 72 ; 73 42 46 75 ; 76 50 54 78
79 54 58 81 ; 82 58 62 84 ; 85 18 2 87
88 22 6 90 ; 91 26 10 93 ; 94 30 14 96
97 34 18 99 ; 100 38 22 102 ; 103 42 26 105
106 46 30 108 ; 109 50 34 111 ; 112 54 38 114
115 58 42 117 ; 118 62 46 120
ELEMENT INCI
152 50 34 38 54 TO 154
155 54 38 42 58 TO 157
158 58 42 46 62 TO 160
161 34 18 22 38 TO 163
164 38 22 26 42 TO 166
167 42 26 30 46 TO 169
170 18 2 6 22 TO 172
173 22 6 10 26 TO 175
176 26 10 14 30 TO 178
MEMBER PROPERTIES AMERICAN
1 TO 15 22 TO 27 34 TO 48 TA ST W14X90
49 TO 120 TABLE ST W27X84
ELEMENT PROP
152 TO 178 THICK 0.75
UNIT INCHES
DEFINE MATERIAL START
ISOTROPIC STEEL
E 29000
POISSON 0.3
DENSITY 283e-006
ALPHA 6e-006
DAMP 0.03
TYPE STEEL
STRENGTH FY 36 FU 58 RY 1.5 RT 1.2
ISOTROPIC CONCRETE
E 3150
E 2916.7
POISSON 0.17
POISSON 0.12
DENSITY 8.68e-005
ALPHA 5e-006
DAMP 0.05
G 1346.15
TYPE CONCRETE
STRENGTH FCU 4
END DEFINE MATERIAL
CONSTANTS
MATERIAL STEEL MEMB 1 TO 15 22 TO 27 34 TO 120
BETA 90.0 MEMB 13 14 15 22 TO 27 34 TO 39
MATERIAL CONCRETE MEMB 152 TO 178
SUPPORTS
1 TO 17 BY 4 29 33 45 TO 61 BY 4 FIXED
DEPENDENT DIA ZX CONTROL 22 JOINTS YR 15.0 17.0
DEPENDENT DIA ZX CONTROL 23 JOINTS YR 31.0 33.0
DEPENDENT DIA ZX CONTROL 24 JOINTS YR 47.0 49.0
LOADING 1 LATERAL LOADS
JOINT LOADS
2 3 4 14 15 16 50 51 52 62 63 64 FZ 10.0
6 7 8 10 11 12 18 19 20 30 31 32 FZ 20.0
34 35 36 46 47 48 54 55 56 58 59 60 FZ 20.0
22 23 24 26 27 28 38 39 40 42 43 44 FZ 40.0
LOADING 2 TORSIONAL LOADS
JOINT LOADS
2 3 4 50 51 52 FZ 5.0
14 15 16 62 63 64 FZ 15.0
6 7 8 18 19 20 FZ 10.0
10 11 12 30 31 32 FZ 30.0
34 35 36 54 55 56 FZ 10.0
46 47 48 58 59 60 FZ 30.0
22 23 24 38 39 40 FZ 20.0
26 27 28 42 43 44 FZ 60.0
LOADING 3 DEAD LOAD
ELEMENT LOAD
152 TO 178 PRESS GY -1.0
PERFORM ANALYSIS
PRINT JOINT DISP LIST 4 TO 60 BY 8
PRINT MEMBER FORCES LIST 116 115
PRINT SUPPORT REACTIONS LIST 9 57
FINISHSTAAD Output File
PAGE NO. 1 **************************************************** * * * STAAD.Pro 2023 * * Version 23.00.00.*** * * Proprietary Program of * * Bentley Systems, Inc. * * Date= MAY 5, 2023 * * Time= 15: 4:54 * * * * Licensed to: Bentley Systems Inc * **************************************************** 1. STAAD SPACE INPUT FILE: C:\Users\Public\Documents\STAAD.Pro 2023\Samples\Sample Models\UK\UK-26 Modeling a Rigid D.. .STD 2. START JOB INFORMATION 3. ENGINEER DATE 11-DEC-18 4. END JOB INFORMATION 5. *MODELING RIGID DIAPHRAGMS USING CONTROL DEPENDENT 6. UNIT FEET KIP 7. JOINT COORDINATES 8. 1 0 0 0; 2 0 16 0; 3 0 32 0; 4 0 48 0; 5 24 0 0; 6 24 16 0; 7 24 32 0 9. 8 24 48 0; 9 48 0 0; 10 48 16 0; 11 48 32 0; 12 48 48 0; 13 72 0 0 10. 14 72 16 0; 15 72 32 0; 16 72 48 0; 17 0 0 24; 18 0 16 24; 19 0 32 24 11. 20 0 48 24; 22 24 16 24; 23 24 32 24; 24 24 48 24; 26 48 16 24 12. 27 48 32 24; 28 48 48 24; 29 72 0 24; 30 72 16 24; 31 72 32 24 13. 32 72 48 24; 33 0 0 48; 34 0 16 48; 35 0 32 48; 36 0 48 48; 38 24 16 48 14. 39 24 32 48; 40 24 48 48; 42 48 16 48; 43 48 32 48; 44 48 48 48 15. 45 72 0 48; 46 72 16 48; 47 72 32 48; 48 72 48 48; 49 0 0 72 16. 50 0 16 72; 51 0 32 72; 52 0 48 72; 53 24 0 72; 54 24 16 72 17. 55 24 32 72; 56 24 48 72; 57 48 0 72; 58 48 16 72; 59 48 32 72 18. 60 48 48 72; 61 72 0 72; 62 72 16 72; 63 72 32 72; 64 72 48 72 19. MEMBER INCIDENCES 20. 1 1 2; 2 2 3; 3 3 4; 4 5 6; 5 6 7; 6 7 8; 7 9 10; 8 10 11; 9 11 12 21. 10 13 14; 11 14 15; 12 15 16; 13 17 18; 14 18 19; 15 19 20; 22 29 30 22. 23 30 31; 24 31 32; 25 33 34; 26 34 35; 27 35 36; 34 45 46; 35 46 47 23. 36 47 48; 37 49 50; 38 50 51; 39 51 52; 40 53 54; 41 54 55; 42 55 56 24. 43 57 58; 44 58 59; 45 59 60; 46 61 62; 47 62 63; 48 63 64; 49 2 6 25. 50 3 7; 51 4 8; 52 6 10; 53 7 11; 54 8 12; 55 10 14; 56 11 15; 57 12 16 26. 58 18 22; 59 19 23; 60 20 24; 61 22 26; 62 23 27; 63 24 28; 64 26 30 27. 65 27 31; 66 28 32; 67 34 38; 68 35 39; 69 36 40; 70 38 42; 71 39 43 28. 72 40 44; 73 42 46; 74 43 47; 75 44 48; 76 50 54; 77 51 55; 78 52 56 29. 79 54 58; 80 55 59; 81 56 60; 82 58 62; 83 59 63; 84 60 64; 85 18 2 30. 86 19 3; 87 20 4; 88 22 6; 89 23 7; 90 24 8; 91 26 10; 92 27 11 31. 93 28 12; 94 30 14; 95 31 15; 96 32 16; 97 34 18; 98 35 19; 99 36 20 32. 100 38 22; 101 39 23; 102 40 24; 103 42 26; 104 43 27; 105 44 28 33. 106 46 30; 107 47 31; 108 48 32; 109 50 34; 110 51 35; 111 52 36 34. 112 54 38; 113 55 39; 114 56 40; 115 58 42; 116 59 43; 117 60 44 35. 118 62 46; 119 63 47; 120 64 48 36. ELEMENT INCIDENCES SHELL 37. 152 50 34 38 54; 153 51 35 39 55; 154 52 36 40 56; 155 54 38 42 58 38. 156 55 39 43 59; 157 56 40 44 60; 158 58 42 46 62; 159 59 43 47 63 STAAD SPACE -- PAGE NO. 2 39. 160 60 44 48 64; 161 34 18 22 38; 162 35 19 23 39; 163 36 20 24 40 40. 164 38 22 26 42; 165 39 23 27 43; 166 40 24 28 44; 167 42 26 30 46 41. 168 43 27 31 47; 169 44 28 32 48; 170 18 2 6 22; 171 19 3 7 23 42. 172 20 4 8 24; 173 22 6 10 26; 174 23 7 11 27; 175 24 8 12 28 43. 176 26 10 14 30; 177 27 11 15 31; 178 28 12 16 32 44. MEMBER PROPERTY AMERICAN 45. 1 TO 15 22 TO 27 34 TO 48 TABLE ST W14X90 46. 49 TO 120 TABLE ST W27X84 47. ELEMENT PROPERTY 48. 152 TO 178 THICKNESS 0.75 49. DEFINE MATERIAL START 50. ISOTROPIC STEEL_50_KSI 51. E 4.176E+06 52. POISSON 0.3 53. DENSITY 0.489024 54. ALPHA 6.5E-06 55. DAMP 0.03 56. TYPE STEEL 57. STRENGTH FY 7200 FU 8928 RY 1.5 RT 1.2 58. ISOTROPIC CONCRETE 59. E 453600 60. POISSON 0.17 61. DENSITY 0.14999 62. ALPHA 5.5E-06 63. DAMP 0.05 64. TYPE CONCRETE 65. STRENGTH FCU 576 66. END DEFINE MATERIAL 67. CONSTANTS 68. BETA 90 MEMB 13 TO 15 22 TO 27 34 TO 39 69. MATERIAL STEEL_50_KSI MEMB 1 TO 15 22 TO 27 34 TO 120 70. MATERIAL CONCRETE MEMB 152 TO 178 71. SUPPORTS 72. 1 5 9 13 17 29 33 45 49 53 57 61 FIXED 73. DEPENDENT ZX CONTROL 22 JOINT YR 15 17 74. DEPENDENT ZX CONTROL 23 JOINT YR 31 33 75. DEPENDENT ZX CONTROL 24 JOINT YR 47 49 76. LOAD 1 LATERAL LOADS 77. JOINT LOAD 78. 2 TO 4 14 TO 16 50 TO 52 62 TO 64 FZ 10 79. 6 TO 8 10 TO 12 18 TO 20 30 TO 32 FZ 20 80. 34 TO 36 46 TO 48 54 TO 56 58 TO 60 FZ 20 81. 22 TO 24 26 TO 28 38 TO 40 42 TO 44 FZ 40 82. LOAD 2 TORSIONAL LOADS 83. JOINT LOAD 84. 2 TO 4 50 TO 52 FZ 5 85. 14 TO 16 62 TO 64 FZ 15 86. 6 TO 8 18 TO 20 FZ 10 87. 10 TO 12 30 TO 32 FZ 30 88. 34 TO 36 54 TO 56 FZ 10 89. 46 TO 48 58 TO 60 FZ 30 90. 22 TO 24 38 TO 40 FZ 20 91. 26 TO 28 42 TO 44 FZ 60 92. LOAD 3 DEAD LOAD 93. ELEMENT LOAD 94. 152 TO 178 PR GY -1. STAAD SPACE -- PAGE NO. 3 95. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS 60 NUMBER OF MEMBERS 108 NUMBER OF PLATES 27 NUMBER OF SOLIDS 0 NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 12 Using 64-bit analysis engine. SOLVER USED IS THE IN-CORE ADVANCED MATH SOLVER TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 153 TOTAL LOAD COMBINATION CASES = 0 SO FAR. 96. PRINT JOINT DISPLACEMENTS LIST 4 12 20 28 36 44 52 60 JOINT DISPLACE LIST 4 STAAD SPACE -- PAGE NO. 4 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = SPACE ------------------ JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 4 1 0.23216 0.04609 8.13343 0.00108 -0.00056 -0.00008 2 1.49692 0.04919 6.87507 0.00090 -0.00363 -0.00046 3 0.02679 -0.19715 -0.32918 0.00792 -0.00041 -0.00625 12 1 0.23216 0.02166 8.45820 0.00159 -0.00056 0.00014 2 1.49692 0.02717 8.96788 0.00166 -0.00363 -0.00000 3 0.02679 -0.86714 -0.09026 0.07454 -0.00041 0.00495 20 1 0.06978 -0.00054 8.13343 0.00120 -0.00056 -0.00025 2 0.45052 0.00140 6.87507 0.00103 -0.00363 -0.00031 3 -0.09267 -0.88243 -0.32918 0.00452 -0.00041 -0.07454 28 1 0.06978 -0.07793 8.45820 -0.00058 -0.00056 0.00024 2 0.45052 -0.07823 8.96788 -0.00059 -0.00363 0.00028 3 -0.09267 -21.50271 -0.09026 0.04716 -0.00041 0.04703 36 1 -0.09260 0.02065 8.13343 0.00102 -0.00056 0.00030 2 -0.59589 0.01536 6.87507 0.00088 -0.00363 0.00036 3 -0.21213 -0.86781 -0.32918 -0.00503 -0.00041 -0.07452 44 1 -0.09260 0.08469 8.45820 -0.00057 -0.00056 -0.00028 2 -0.59589 0.08129 8.96788 -0.00059 -0.00363 -0.00031 3 -0.21213 -21.51369 -0.09026 -0.04712 -0.00041 0.04704 52 1 -0.25499 -0.06556 8.13343 0.00245 -0.00056 -0.00002 2 -1.64229 -0.06312 6.87507 0.00207 -0.00363 0.00017 3 -0.33159 -0.19363 -0.32918 -0.00649 -0.00041 -0.00791 60 1 -0.25499 -0.02115 8.45820 0.00162 -0.00056 -0.00014 2 -1.64229 -0.02678 8.96788 0.00167 -0.00363 0.00001 3 -0.33159 -0.86677 -0.09026 -0.07468 -0.00041 0.00504 ************** END OF LATEST ANALYSIS RESULT ************** 97. PRINT MEMBER FORCES LIST 115 116 MEMBER FORCES LIST 115 STAAD SPACE -- PAGE NO. 5 MEMBER END FORCES STRUCTURE TYPE = SPACE ----------------- ALL UNITS ARE -- KIP FEET (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 115 1 58 0.00 7.70 0.00 -0.01 0.00 322.16 42 0.00 -7.70 0.00 0.01 0.00 -137.43 2 58 0.00 8.32 0.00 -0.01 -0.00 336.90 42 0.00 -8.32 0.00 0.01 0.00 -137.14 3 58 0.00 125.39 -0.00 0.34 0.00 1173.78 42 0.00 -125.39 0.00 -0.34 0.00 1835.57 116 1 59 0.00 4.73 0.00 -0.00 0.00 198.85 43 0.00 -4.73 0.00 0.00 0.00 -85.39 2 59 0.00 5.10 0.00 -0.01 -0.00 208.24 43 0.00 -5.10 -0.00 0.01 -0.00 -85.84 3 59 0.00 129.34 0.00 0.32 0.00 1407.23 43 0.00 -129.34 -0.00 -0.32 0.00 1696.94 ************** END OF LATEST ANALYSIS RESULT ************** 98. PRINT SUPPORT REACTION LIST 9 57 SUPPORT REACTION LIST 9 STAAD SPACE -- PAGE NO. 6 SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = SPACE ----------------- JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 9 1 -6.98 -54.60 -54.87 -470.16 0.01 50.68 2 -28.54 -69.18 -58.55 -500.67 0.03 231.30 3 -14.10 1732.38 92.25 487.24 0.00 70.67 57 1 7.65 53.36 -54.77 -469.60 0.01 -55.89 2 31.74 68.15 -58.52 -500.51 0.03 -257.50 3 -11.82 1731.54 -91.91 -483.94 0.00 51.07 ************** END OF LATEST ANALYSIS RESULT ************** 99. FINISH STAAD SPACE -- PAGE NO. 7 *********** END OF THE STAAD.Pro RUN *********** **** DATE= MAY 5,2023 TIME= 15: 4:56 **** ************************************************************ * 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 * ************************************************************