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ERROR: NOT ALL JOINTS SPECIFIED IN ABOVE SURFACE INCIDENCES ARE COPLANAR

Giulio de Cadilhac
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Hi all,

I am modelling a hypar structure in tension. I have generated a surface mesh to divide the structure into 200 triangular plates (in order for them to be coplanar).

Should I apply loads differently or apply changes to SURFACE INCIDENCES? How?

What factor of safety should I give to TENSION when I use LOAD REPEAT?

PAGE NO. 1

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* Date= MAR 24, 2016 *
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1. STAAD SPACE
INPUT FILE: hypar 25.3.16.STD
2. START JOB INFORMATION
3. ENGINEER DATE 18-FEB-16
4. END JOB INFORMATION
5. INPUT WIDTH 79
6. UNIT METER KN
7. JOINT COORDINATES
8. 1 -10 -5 -10; 2 -8 -4 -10; 3 -6 -3 -10; 4 -4 -2 -10; 5 -2 -1 -10; 6 0 0 -10
9. 7 2 1 -10; 8 4 2 -10; 9 6 3 -10; 10 8 4 -10; 11 10 5 -10; 12 -10 -4 -8
10. 13 -8 -3.2 -8; 14 -6 -2.4 -8; 15 -4 -1.6 -8; 16 -2 -0.8 -8; 17 0 0 -8
11. 18 2 0.8 -8; 19 4 1.6 -8; 20 6 2.4 -8; 21 8 3.2 -8; 22 10 4 -8; 23 -10 -3 -6
12. 24 -8 -2.4 -6; 25 -6 -1.8 -6; 26 -4 -1.2 -6; 27 -2 -0.6 -6; 28 0 0 -6
13. 29 2 0.6 -6; 30 4 1.2 -6; 31 6 1.8 -6; 32 8 2.4 -6; 33 10 3 -6; 34 -10 -2 -4
14. 35 -8 -1.6 -4; 36 -6 -1.2 -4; 37 -4 -0.8 -4; 38 -2 -0.4 -4; 39 0 0 -4
15. 40 2 0.4 -4; 41 4 0.8 -4; 42 6 1.2 -4; 43 8 1.6 -4; 44 10 2 -4; 45 -10 -1 -2
16. 46 -8 -0.8 -2; 47 -6 -0.6 -2; 48 -4 -0.4 -2; 49 -2 -0.2 -2; 50 0 0 -2
17. 51 2 0.2 -2; 52 4 0.4 -2; 53 6 0.6 -2; 54 8 0.8 -2; 55 10 1 -2; 56 -10 0 0
18. 57 -8 0 0; 58 -6 0 0; 59 -4 0 0; 60 -2 0 0; 61 0 0 0; 62 2 0 0; 63 4 0 0
19. 64 6 0 0; 65 8 0 0; 66 10 0 0; 67 -10 1 2; 68 -8 0.8 2; 69 -6 0.6 2
20. 70 -4 0.4 2; 71 -2 0.2 2; 72 0 0 2; 73 2 -0.2 2; 74 4 -0.4 2; 75 6 -0.6 2
21. 76 8 -0.8 2; 77 10 -1 2; 78 -10 2 4; 79 -8 1.6 4; 80 -6 1.2 4; 81 -4 0.8 4
22. 82 -2 0.4 4; 83 0 0 4; 84 2 -0.4 4; 85 4 -0.8 4; 86 6 -1.2 4; 87 8 -1.6 4
23. 88 10 -2 4; 89 -10 3 6; 90 -8 2.4 6; 91 -6 1.8 6; 92 -4 1.2 6; 93 -2 0.6 6
24. 94 0 0 6; 95 2 -0.6 6; 96 4 -1.2 6; 97 6 -1.8 6; 98 8 -2.4 6; 99 10 -3 6
25. 100 -10 4 8; 101 -8 3.2 8; 102 -6 2.4 8; 103 -4 1.6 8; 104 -2 0.8 8; 105 0 0 8
26. 106 2 -0.8 8; 107 4 -1.6 8; 108 6 -2.4 8; 109 8 -3.2 8; 110 10 -4 8
27. 111 -10 5 10; 112 -8 4 10; 113 -6 3 10; 114 -4 2 10; 115 -2 1 10; 116 0 0 10
28. 117 2 -1 10; 118 4 -2 10; 119 6 -3 10; 120 8 -4 10; 121 10 -5 10
29. ELEMENT INCIDENCES SHELL
30. 101 12 2 1; 102 13 2 12; 103 13 3 2; 104 14 3 13; 105 14 4 3; 106 15 4 14
31. 107 15 5 4; 108 16 5 15; 109 16 6 5; 110 17 6 16; 111 18 7 6; 112 18 6 17
32. 113 19 8 7; 114 19 7 18; 115 20 8 19; 116 20 9 8; 117 21 9 20; 118 21 10 9
33. 119 22 10 21; 121 23 13 12; 122 24 13 23; 123 24 14 13; 124 25 14 24
34. 125 25 15 14; 126 26 15 25; 127 26 16 15; 128 27 16 26; 129 27 17 16
35. 130 28 17 27; 131 29 18 17; 132 29 17 28; 133 30 19 18; 134 30 18 29
36. 135 31 19 30; 136 31 20 19; 137 32 20 31; 138 32 21 20; 139 33 21 32
37. 140 33 22 21; 141 34 24 23; 142 35 24 34; 143 35 25 24; 144 36 25 35
38. 145 36 26 25; 146 37 26 36; 147 37 27 26; 148 38 27 37; 149 38 28 27
STAAD SPACE -- PAGE NO. 2

39. 150 39 28 38; 151 40 29 28; 152 40 28 39; 153 41 29 40; 154 41 30 29
40. 155 42 30 41; 156 42 31 30; 157 43 31 42; 158 43 32 31; 159 44 32 43
41. 160 44 33 32; 161 46 35 45; 162 45 35 34; 163 47 36 46; 164 46 36 35
42. 165 48 37 47; 166 47 37 36; 167 48 38 37; 168 49 38 48; 169 49 39 38
43. 170 50 39 49; 171 51 39 50; 172 51 40 39; 173 52 40 51; 174 52 41 40
44. 175 53 41 52; 176 53 42 41; 177 54 42 53; 178 54 43 42; 179 55 43 54
45. 180 55 44 43; 181 57 46 56; 182 56 46 45; 183 58 47 57; 184 57 47 46
46. 185 59 48 58; 186 58 48 47; 187 60 49 59; 188 59 49 48; 189 61 50 60
47. 190 60 50 49; 191 62 50 61; 192 62 51 50; 193 63 51 62; 194 63 52 51
48. 195 64 52 63; 196 64 53 52; 197 65 53 64; 198 65 54 53; 199 66 54 65
49. 200 66 55 54; 201 68 56 67; 202 68 57 56; 203 69 57 68; 204 69 58 57
50. 205 70 58 69; 206 70 59 58; 207 71 59 70; 208 71 60 59; 209 72 60 71
51. 210 72 61 60; 211 73 62 72; 212 72 62 61; 213 74 63 73; 214 73 63 62
52. 215 75 64 74; 216 74 64 63; 217 76 65 75; 218 75 65 64; 219 77 66 76
53. 220 76 66 65; 221 79 67 78; 222 79 68 67; 223 80 68 79; 224 80 69 68
54. 225 81 69 80; 226 81 70 69; 227 82 70 81; 228 82 71 70; 229 83 71 82
55. 230 83 72 71; 231 84 73 83; 232 83 73 72; 233 85 74 84; 234 84 74 73
56. 235 86 75 85; 236 85 75 74; 237 87 76 86; 238 86 76 75; 239 88 77 87
57. 240 87 77 76; 241 90 78 89; 242 90 79 78; 243 91 79 90; 244 91 80 79
58. 245 92 80 91; 246 92 81 80; 247 93 81 92; 248 93 82 81; 249 94 82 93
59. 250 94 83 82; 251 94 84 83; 252 95 84 94; 253 96 85 95; 254 95 85 84
60. 255 97 86 96; 256 96 86 85; 257 98 87 97; 258 97 87 86; 259 99 88 98
61. 260 98 88 87; 261 101 89 100; 262 101 90 89; 263 102 90 101; 264 102 91 90
62. 265 103 91 102; 266 103 92 91; 267 104 92 103; 268 104 93 92; 269 105 94 93
63. 270 105 93 104; 271 105 95 94; 272 106 95 105; 273 106 96 95; 274 107 96 106
64. 275 108 97 107; 276 107 97 96; 277 109 98 108; 278 108 98 97; 279 110 99 109
65. 280 109 99 98; 281 112 100 111; 282 112 101 100; 283 113 101 112
66. 284 113 102 101; 285 114 102 113; 286 114 103 102; 287 115 103 114
67. 288 115 104 103; 289 116 105 104; 290 116 104 115; 291 116 106 105
68. 292 117 106 116; 293 117 107 106; 294 118 107 117; 295 119 108 118
69. 296 118 108 107; 297 120 109 119; 298 119 109 108; 299 121 110 120
70. 300 120 110 109; 302 11 10 22
71. SURFACE INCIDENCE
72. 1 111 121 11 SURFACE 1
73. IGNORE STIFFNESS ELEMENT 101 TO 119 121 TO 300 302

**ERROR: NOT ALL JOINTS SPECIFIED IN ABOVE SURFACE INCIDENCES ARE COPLANAR. SURFACE: 1



*********** END OF THE STAAD.Pro RUN ***********

**** DATE= MAR 24,2016 TIME= 18:59:24 ****

STAAD SPACE -- PAGE NO. 3

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  • 0 Offline
    You should not use surface elements unless you are modeling concrete shear walls. For all other types of structural entities, you should use plates. So I would suggest using a mesh of plates for your case. Coming to this specific error, it may be due to the fact that the nodes that you have used in the surface incidence are not in a single plane. However we need to take a look at the .std file to understand what is causing the error. The part you uploaded is from the output file.



  • 0 Offline in reply to Sye
    Thank you!

    I need to apply tension to the structure.
    Should I do it by applying point loads at the four corners (and use foundation supports)
    or achieve the tension by directly using spring supports?
  • 0 Offline in reply to Giulio de Cadilhac
    Since you are trying to apply tension loading, doing so using point loads seem to be more appropriate. You cannot really define tension loading using spring supports. A tension only attribute, when assigned to spring supports, ensures that the supports take tension force only and get deactivated when there is compression.



  • 0 Offline in reply to Sye
    I get:

    *ERROR* FOOTING SIZE TOO SMALL IN LINE..
    ELASTIC FOOTING 0 0 DIRECT Y SUBGRADE 0

    *ERROR* INVALID STAAD INPUT :ELASTIC FOOTING 0 0 DIRECT Y SUBGRADE 0


    Isn't it better to use FIXED BUT support instead of FOUNDATION support? Releasing FX and FZ would allow for the point load tensions to be applied to the structure, correct?
  • 0 Offline in reply to Giulio de Cadilhac
    The input

    ELASTIC FOOTING 0 0 DIRECT Y SUBGRADE 0

    is not correct. When you are trying to use the Elastic footing option to generate the springs, you need to specify non zero values Length and width of the footing and also for the subgrade modulus. The software calculates the spring stiffness based on these values. All of these show as zero values in the input above. You may refer to the section 5.27.3 of technical reference manual titled Automatic Spring Support Generator for Foundations for more details on this type of input.

    Specifying the springs directly using FIXED BUT is fine too. FIXED BUT FX FZ would mean that the nodes are not restrained at these supports against translations in global X and Z. Consequently, if there are applied forces at these nodes then these nodes can translate in these directions and tension can develop in the structural elements associated with these nodes.



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