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 2024\Samples \Sample Models\UK\UK-26 Modeling a Rigid Diaphragm Using Control-Dependent.STD when you install the program.
Input File
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 11-Dec-18
END JOB INFORMATION
*MODELING RIGID DIAPHRAGMS USING CONTROL DEPENDENT
UNIT FEET KIP
JOINT COORDINATES
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;
8 24 48 0; 9 48 0 0; 10 48 16 0; 11 48 32 0; 12 48 48 0; 13 72 0 0;
14 72 16 0; 15 72 32 0; 16 72 48 0; 17 0 0 24; 18 0 16 24; 19 0 32 24;
20 0 48 24; 22 24 16 24; 23 24 32 24; 24 24 48 24; 26 48 16 24;
27 48 32 24; 28 48 48 24; 29 72 0 24; 30 72 16 24; 31 72 32 24;
32 72 48 24; 33 0 0 48; 34 0 16 48; 35 0 32 48; 36 0 48 48; 38 24 16 48;
39 24 32 48; 40 24 48 48; 42 48 16 48; 43 48 32 48; 44 48 48 48;
45 72 0 48; 46 72 16 48; 47 72 32 48; 48 72 48 48; 49 0 0 72;
50 0 16 72; 51 0 32 72; 52 0 48 72; 53 24 0 72; 54 24 16 72;
55 24 32 72; 56 24 48 72; 57 48 0 72; 58 48 16 72; 59 48 32 72;
60 48 48 72; 61 72 0 72; 62 72 16 72; 63 72 32 72; 64 72 48 72;
MEMBER INCIDENCES
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;
10 13 14; 11 14 15; 12 15 16; 13 17 18; 14 18 19; 15 19 20; 22 29 30;
23 30 31; 24 31 32; 25 33 34; 26 34 35; 27 35 36; 34 45 46; 35 46 47;
36 47 48; 37 49 50; 38 50 51; 39 51 52; 40 53 54; 41 54 55; 42 55 56;
43 57 58; 44 58 59; 45 59 60; 46 61 62; 47 62 63; 48 63 64; 49 2 6;
50 3 7; 51 4 8; 52 6 10; 53 7 11; 54 8 12; 55 10 14; 56 11 15; 57 12 16;
58 18 22; 59 19 23; 60 20 24; 61 22 26; 62 23 27; 63 24 28; 64 26 30;
65 27 31; 66 28 32; 67 34 38; 68 35 39; 69 36 40; 70 38 42; 71 39 43;
72 40 44; 73 42 46; 74 43 47; 75 44 48; 76 50 54; 77 51 55; 78 52 56;
79 54 58; 80 55 59; 81 56 60; 82 58 62; 83 59 63; 84 60 64; 85 18 2;
86 19 3; 87 20 4; 88 22 6; 89 23 7; 90 24 8; 91 26 10; 92 27 11;
93 28 12; 94 30 14; 95 31 15; 96 32 16; 97 34 18; 98 35 19; 99 36 20;
100 38 22; 101 39 23; 102 40 24; 103 42 26; 104 43 27; 105 44 28;
106 46 30; 107 47 31; 108 48 32; 109 50 34; 110 51 35; 111 52 36;
112 54 38; 113 55 39; 114 56 40; 115 58 42; 116 59 43; 117 60 44;
118 62 46; 119 63 47; 120 64 48;
ELEMENT INCIDENCES SHELL
152 50 34 38 54; 153 51 35 39 55; 154 52 36 40 56; 155 54 38 42 58;
156 55 39 43 59; 157 56 40 44 60; 158 58 42 46 62; 159 59 43 47 63;
160 60 44 48 64; 161 34 18 22 38; 162 35 19 23 39; 163 36 20 24 40;
164 38 22 26 42; 165 39 23 27 43; 166 40 24 28 44; 167 42 26 30 46;
168 43 27 31 47; 169 44 28 32 48; 170 18 2 6 22; 171 19 3 7 23;
172 20 4 8 24; 173 22 6 10 26; 174 23 7 11 27; 175 24 8 12 28;
176 26 10 14 30; 177 27 11 15 31; 178 28 12 16 32;
MEMBER PROPERTY AMERICAN
1 TO 15 22 TO 27 34 TO 48 TABLE ST W14X90
49 TO 120 TABLE ST W27X84
ELEMENT PROPERTY
152 TO 178 THICKNESS 0.75
DEFINE MATERIAL START
ISOTROPIC STEEL_50_KSI
E 4.176e+06
POISSON 0.3
DENSITY 0.489024
ALPHA 6.5e-06
DAMP 0.03
TYPE STEEL
STRENGTH FY 7200 FU 8928 RY 1.5 RT 1.2
ISOTROPIC CONCRETE
E 453600
POISSON 0.17
DENSITY 0.14999
ALPHA 5.5e-06
DAMP 0.05
TYPE CONCRETE
STRENGTH FCU 576
END DEFINE MATERIAL
CONSTANTS
BETA 90 MEMB 13 TO 15 22 TO 27 34 TO 39
MATERIAL STEEL_50_KSI MEMB 1 TO 15 22 TO 27 34 TO 120
MATERIAL CONCRETE MEMB 152 TO 178
SUPPORTS
1 5 9 13 17 29 33 45 49 53 57 61 FIXED
DEPENDENT ZX CONTROL 22 JOINT YR 15 17
DEPENDENT ZX CONTROL 23 JOINT YR 31 33
DEPENDENT ZX CONTROL 24 JOINT YR 47 49
LOAD 1 LATERAL LOADS
JOINT LOAD
2 TO 4 14 TO 16 50 TO 52 62 TO 64 FZ 10
6 TO 8 10 TO 12 18 TO 20 30 TO 32 FZ 20
34 TO 36 46 TO 48 54 TO 56 58 TO 60 FZ 20
22 TO 24 26 TO 28 38 TO 40 42 TO 44 FZ 40
LOAD 2 TORSIONAL LOADS
JOINT LOAD
2 TO 4 50 TO 52 FZ 5
14 TO 16 62 TO 64 FZ 15
6 TO 8 18 TO 20 FZ 10
10 TO 12 30 TO 32 FZ 30
34 TO 36 54 TO 56 FZ 10
46 TO 48 58 TO 60 FZ 30
22 TO 24 38 TO 40 FZ 20
26 TO 28 42 TO 44 FZ 60
LOAD 3 DEAD LOAD
ELEMENT LOAD
152 TO 178 PR GY -1
PERFORM ANALYSIS
PRINT JOINT DISPLACEMENTS LIST 4 12 20 28 36 44 52 60
PRINT MEMBER FORCES LIST 115 116
PRINT SUPPORT REACTION LIST 9 57
FINISH
PAGE NO. 1
****************************************************
* *
* STAAD.Pro 2023 *
* Version 23.00.03.** *
* Proprietary Program of *
* Bentley Systems, Inc. *
* Date= JUL 4, 2024 *
* Time= 11:21:56 *
* *
* 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. 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= JUL 4,2024 TIME= 11:21:58 ****
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