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 CONNECT Edition\Samples\Sample Models\UK\UK-26 Modeling a Rigid Diaphragm Using Control-Dependent.STD when you install the program.
STAAD SPACE
*MODELING RIGID DIAPHRAGMS USING CONTROL DEPENDENT
Every STAAD input file has to begin with the word STAAD. The word SPACE signifies that the structure is a space frame and the geometry is defined through X, Y and Z axes. The second line is an optional title to identify this project.
UNITS KIP FT
Specify units for the following data.
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
The joint numbers and coordinates are specified above. The unwanted joints, created during the generation process used above, are then deleted.
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
The MEMBER INCIDENCE specification is used for specifying MEMBER connectivities.
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
The ELEMENT INCIDENCE specification is used for specifying plate element connectivities.
MEMBER PROPERTIES AMERICAN
1 TO 15 22 TO 27 34 TO 48 TA ST W14X90
49 TO 120 TABLE ST W27X84
Tip: The elements are
not what provides the diaphragm action for this model. Rather, the
control-dependent node relationships defined later in the model dictate that
interaction.
All members are WIDE FLANGE sections whose properties are obtained from the built in American steel table.
ELEMENT PROP
152 TO 178 THICK 0.75
The thickness of the plate elements is specified above.
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
POISSON 0.17
DENSITY 8.68e-005
ALPHA 5e-006
DAMP 0.05
G 1346.15
TYPE CONCRETE
STRENGTH FCU 4
END DEFINE MATERIAL
UNIT FEET
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
The DEFINE MATERIAL command is used to specify material properties and the CONSTANT is used to assign the material to all members. The orientation of some of the members is set using the BETA angle command.
SUPPORTS
1 TO 17 BY 4 29 33 45 TO 61 BY 4 FIXED
The supports at the above mentioned joints are declared as 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
The three floors of the structure are specified to act as rigid diaphragms in the ZX plane with the corresponding control joint specified. The associated dependent joints in a floor are specified by the YRANGE parameter. The floors may still resist out-of-plane bending actions flexibly.
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
The above data describe a static load case. It consists of joint loads in the global Z direction.
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
The above data describe a static load case. It consists of joint loads that create a torsional loading on the structure.
LOADING 3 DEAD LOAD
ELEMENT LOAD
152 TO 178 PRESS GY -1.0
The above data describe a static load case. It consists of plate element pressure on a floor in the negative global Y direction.
PERFORM ANALYSIS
The above command instructs the program to proceed with the analysis.
PRINT JOINT DISP LIST 4 TO 60 BY 8
PRINT MEMBER FORCES LIST 116 115
PRINT SUPPORT REACTIONS LIST 9 57
Print displacements at selected joints, then print member forces for two members, then print support reactions at selected joints.
FINISH
The STAAD run is terminated.
Input File
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 10-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
STAAD Output File
PAGE NO. 1 **************************************************** * * * STAAD.Pro CONNECT Edition * * Version 22.08.00.*** * * Proprietary Program of * * Bentley Systems, Inc. * * Date= OCT 22, 2021 * * Time= 17:16: 5 * * * * Licensed to: Bentley Systems Inc * **************************************************** 1. STAAD SPACE INPUT FILE: UK-26 Modeling a Rigid Diaphragm Using Control-Dependent.STD 2. START JOB INFORMATION 3. ENGINEER DATE 10-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= OCT 22,2021 TIME= 17:16: 6 **** ************************************************************ * 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 * ************************************************************