Hi, I would like to ask regarding the analysis of the beams. I have attached my model for further reference. 

Essentially, I have made pinned connections of smaller joist beams (non-truss) to the primary beams. These primary beams are fixed to the columns. I would like to clarify if the shear forces from the joists are considered as a point load on the primary beams. During the analysis, would the the  from the shear forces of the joists be considered as loadings on the beam acting in the z-direction and would these be reflected in the moments and deflection results. 

Thank you

 communities.bentley.com/.../5086.Model1.std

I am putting together a virtual work calculator for STAAD models, much like RAM's virtual work calculator. I would like to be able to assign a custom value (virtual work) to a particular element and potentially even color code the elements of the model in proportion to their share of the total virtual work. Are there any facilities that allow me to do this using OpenSTAAD?

Thank you!

hi

i am getting this error  ERROR NOT ENOUGH MEMORY FOR IS 800:2007 STEEL DESIGN-3. when running a big model

is STAAD pro V8i ss6 20.07.11.70 version.

How to solve this?

Best regards,

senthilkumar.B

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 17-Jun-20
END JOB INFORMATION
SET PRINT 5
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 0 0 4.6; 3 0 0 7.4; 4 0 0 12; 5 4 0 0; 6 4 0 4.6; 7 8 0 0;
8 8 0 4.6; 9 12.55 0 0; 10 12.55 0 4.6; 11 16 0 0; 12 16 0 4.6; 13 20 0 0;
14 20 0 4.6; 15 24 0 0; 16 24 0 4.6; 17 26.21 0 0; 18 26.21 0 4.6;
19 26.21 0 1.9; 20 4 0 7.4; 21 4 0 12; 22 8.3 0 7.4; 23 8.3 0 12;
24 12.55 0 7.4; 25 12.55 0 12; 26 16 0 7.4; 27 16 0 12; 28 20 0 7.4;
29 20 0 12; 30 24 0 7.4; 31 24 0 12; 32 26.21 0 7.4; 33 26.21 0 12;
34 8.3 0 15.12; 35 4.75 0 15.12; 36 0 1.1 0; 37 0 1.1 4.6; 38 0 1.1 7.4;
39 0 1.1 12; 40 4 1.1 0; 41 4 1.1 4.6; 42 8 1.1 0; 43 8 1.1 4.6;
44 12.55 1.1 0; 45 12.55 1.1 4.6; 46 16 1.1 0; 47 16 1.1 4.6; 48 20 1.1 0;
49 20 1.1 4.6; 50 24 1.1 0; 51 24 1.1 4.6; 52 26.21 1.1 0; 53 26.21 1.1 4.6;
54 26.21 1.1 1.9; 55 4 1.1 7.4; 56 4 1.1 12; 57 8.3 1.1 7.4; 58 8.3 1.1 12;
59 12.55 1.1 7.4; 60 12.55 1.1 12; 61 16 1.1 7.4; 62 16 1.1 12; 63 20 1.1 7.4;
64 20 1.1 12; 65 24 1.1 7.4; 66 24 1.1 12; 67 26.21 1.1 7.4; 68 26.21 1.1 12;
69 8.3 1.1 15.12; 70 4.75 1.1 15.12; 71 8 1.1 7.4; 74 24 1.1 1.9;
75 4.75 1.1 12; 76 0 5.5 0; 77 0 5.5 4.6; 78 0 5.5 7.4; 79 0 5.5 12;
80 4 5.5 0; 81 4 5.5 4.6; 82 8 5.5 0; 83 8 5.5 4.6; 84 12.55 5.5 0;
85 12.55 5.5 4.6; 86 16 5.5 0; 87 16 5.5 4.6; 88 20 5.5 0; 89 20 5.5 4.6;
90 24 5.5 0; 91 24 5.5 4.6; 92 26.21 5.5 0; 93 26.21 5.5 4.6; 94 26.21 5.5 1.9;
95 4 5.5 7.4; 96 4 5.5 12; 97 8.3 5.5 7.4; 98 8.3 5.5 12; 99 12.55 5.5 7.4;
100 12.55 5.5 12; 101 16 5.5 7.4; 102 16 5.5 12; 103 20 5.5 7.4; 104 20 5.5 12;
105 24 5.5 7.4; 106 24 5.5 12; 107 26.21 5.5 7.4; 108 26.21 5.5 12;
109 8.3 5.5 15.12; 110 4.75 5.5 15.12; 111 8 5.5 7.4; 112 24 5.5 1.9;
113 4.75 5.5 12; 114 0 8.5 0; 115 0 8.5 4.6; 116 0 8.5 7.4; 117 0 8.5 12;
118 4 8.5 0; 119 4 8.5 4.6; 120 8 8.5 0; 121 8 8.5 4.6; 122 12.55 8.5 0;
123 12.55 8.5 4.6; 124 16 8.5 0; 125 16 8.5 4.6; 126 20 8.5 0; 127 20 8.5 4.6;
128 24 8.5 0; 129 24 8.5 4.6; 130 26.21 8.5 0; 131 26.21 8.5 4.6;
132 26.21 8.5 1.9; 133 4 8.5 7.4; 134 4 8.5 12; 135 8.3 8.5 7.4;
136 8.3 8.5 12; 137 12.55 8.5 7.4; 138 12.55 8.5 12; 139 16 8.5 7.4;
140 16 8.5 12; 141 20 8.5 7.4; 142 20 8.5 12; 143 24 8.5 7.4; 144 24 8.5 12;
145 26.21 8.5 7.4; 146 26.21 8.5 12; 147 8.3 8.5 15.12; 148 4.75 8.5 15.12;
149 8 8.5 7.4; 150 24 8.5 1.9; 151 4.75 8.5 12; 152 0 8.5 -1.2; 153 4 8.5 -1.2;
154 8 8.5 -1.2; 155 12.55 8.5 -1.2; 156 16 8.5 -1.2; 157 20 8.5 -1.2;
158 24 8.5 -1.2; 159 26.21 8.5 -1.2; 160 0 8.5 13.2; 161 12.55 8.5 13.2;
162 16 8.5 13.2; 163 20 8.5 13.2; 164 24 8.5 13.2; 165 26.21 8.5 13.2;
166 -1.2 8.5 0; 167 -1.2 8.5 4.6; 168 -1.2 8.5 7.4; 169 -1.2 8.5 12;
170 -1.2 8.5 -1.2; 171 -1.2 8.5 13.2; 172 27.41 8.5 0; 173 27.41 8.5 4.6;
174 27.41 8.5 1.9; 175 27.41 8.5 7.4; 176 27.41 8.5 12; 177 27.41 8.5 -1.2;
178 27.41 8.5 13.2; 179 3.55 8.5 15.12; 180 3.55 8.5 12; 181 9.5 8.5 12;
182 9.5 8.5 15.12; 183 3.55 8.5 13.2; 184 9.5 8.5 13.2; 185 0 9.7 -1.2;
186 4 9.7 -1.2; 187 8 9.7 -1.2; 188 12.55 9.7 -1.2; 189 16 9.7 -1.2;
190 20 9.7 -1.2; 191 24 9.7 -1.2; 192 26.21 9.7 -1.2; 193 0 9.7 13.2;
194 12.55 9.7 13.2; 195 16 9.7 13.2; 196 20 9.7 13.2; 197 24 9.7 13.2;
198 26.21 9.7 13.2; 199 -1.2 9.7 0; 200 -1.2 9.7 4.6; 201 -1.2 9.7 7.4;
202 -1.2 9.7 12; 203 -1.2 9.7 -1.2; 204 -1.2 9.7 13.2; 205 27.41 9.7 0;
206 27.41 9.7 4.6; 207 27.41 9.7 1.9; 208 27.41 9.7 7.4; 209 27.41 9.7 12;
210 27.41 9.7 -1.2; 211 27.41 9.7 13.2; 212 3.55 9.7 15.12; 213 9.5 9.7 15.12;
214 3.55 9.7 13.2; 215 9.5 9.7 13.2; 216 8 5.5 2.4; 217 12.55 5.5 2.4;
218 16 5.5 2.4; 219 20 5.5 2.4;
MEMBER INCIDENCES
1 1 36; 2 2 37; 3 3 38; 4 4 39; 5 5 40; 6 6 41; 7 7 42; 8 8 43; 9 9 44;
10 10 45; 11 11 46; 12 12 47; 13 13 48; 14 14 49; 15 15 50; 16 16 51; 17 17 52;
18 18 53; 19 19 54; 20 20 55; 21 21 56; 22 22 57; 23 23 58; 24 24 59; 25 25 60;
26 26 61; 27 27 62; 28 28 63; 29 29 64; 30 30 65; 31 31 66; 32 32 67; 33 33 68;
34 34 69; 35 35 70; 36 36 40; 37 40 42; 38 42 44; 39 44 46; 40 46 48; 41 48 50;
42 36 37; 43 40 41; 44 42 43; 45 44 45; 46 46 47; 47 48 49; 48 50 74; 49 50 52;
50 74 51; 51 52 54; 52 74 54; 53 54 53; 54 37 41; 55 41 43; 56 43 45; 57 45 47;
58 47 49; 59 49 51; 60 51 53; 61 37 38; 62 41 55; 63 43 71; 64 45 59; 65 47 61;
66 49 63; 67 51 65; 68 53 67; 69 38 55; 70 55 57; 71 57 59; 72 59 61; 73 61 63;
74 63 65; 75 65 67; 76 38 39; 77 55 56; 78 57 58; 79 59 60; 80 61 62; 81 63 64;
82 65 66; 83 67 68; 84 39 56; 85 56 58; 86 58 60; 87 60 62; 88 62 64; 89 64 66;
90 66 68; 91 75 70; 92 58 69; 93 70 69; 94 36 76; 95 37 77; 96 38 78; 97 39 79;
98 40 80; 99 41 81; 100 42 82; 101 43 83; 102 44 84; 103 45 85; 104 46 86;
105 47 87; 106 48 88; 107 49 89; 108 50 90; 109 51 91; 110 52 92; 111 53 93;
112 54 94; 113 55 95; 114 56 96; 115 57 97; 116 58 98; 117 59 99; 118 60 100;
119 61 101; 120 62 102; 121 63 103; 122 64 104; 123 65 105; 124 66 106;
125 67 107; 126 68 108; 127 69 109; 128 70 110; 129 71 111; 130 74 112;
131 75 113; 132 76 114; 133 77 115; 134 78 116; 135 79 117; 136 80 118;
137 81 119; 138 82 120; 139 83 121; 140 84 122; 141 85 123; 142 86 124;
143 87 125; 144 88 126; 145 89 127; 146 90 128; 147 91 129; 148 92 130;
149 93 131; 150 94 132; 151 95 133; 152 96 134; 153 97 135; 154 98 136;
155 99 137; 156 100 138; 157 101 139; 158 102 140; 159 103 141; 160 104 142;
161 105 143; 162 106 144; 163 107 145; 164 108 146; 165 109 147; 166 110 148;
167 111 149; 168 112 150; 169 113 151; 170 76 80; 171 80 82; 172 82 84;
173 84 86; 174 86 88; 175 88 90; 176 90 92; 177 77 81; 178 81 83; 179 83 85;
180 85 87; 181 87 89; 182 89 91; 183 91 93; 184 112 94; 185 78 95; 186 95 97;
187 97 99; 188 99 101; 189 101 103; 190 103 105; 191 105 107; 192 79 96;
193 96 98; 194 98 100; 195 100 102; 196 102 104; 197 104 106; 198 106 108;
199 110 109; 200 76 77; 201 77 78; 202 78 79; 203 80 81; 204 81 95; 205 95 96;
206 82 216; 207 83 111; 208 84 217; 209 85 99; 210 86 218; 211 87 101;
212 88 219; 213 89 103; 214 90 112; 215 112 91; 216 91 105; 217 92 94;
218 94 93; 219 93 107; 220 97 98; 221 99 100; 222 101 102; 223 103 104;
224 105 106; 225 107 108; 226 113 110; 227 98 109; 228 114 118; 229 118 120;
230 120 122; 231 122 124; 232 124 126; 233 126 128; 234 128 130; 235 150 132;
236 115 119; 237 119 121; 238 121 123; 239 123 125; 240 125 127; 241 127 129;
242 129 131; 243 116 133; 244 133 135; 245 135 137; 246 137 139; 247 139 141;
248 141 143; 249 143 145; 250 117 180; 251 134 136; 252 136 181; 253 138 140;
254 140 142; 255 142 144; 256 144 146; 257 148 147; 258 114 115; 259 115 116;
260 116 117; 261 118 119; 262 119 133; 263 133 134; 264 120 121; 265 121 149;
266 135 136; 267 151 148; 268 136 147; 269 122 123; 270 123 137; 271 137 138;
272 124 125; 273 125 139; 274 139 140; 275 126 127; 276 127 141; 277 141 142;
278 128 150; 279 150 129; 280 129 143; 281 143 144; 282 130 132; 283 132 131;
284 131 145; 285 145 146; 286 114 152; 287 118 153; 288 120 154; 289 122 155;
290 124 156; 291 126 157; 292 128 158; 293 130 159; 294 117 160; 295 138 161;
296 140 162; 297 142 163; 298 144 164; 299 146 165; 300 114 166; 301 115 167;
302 116 168; 303 117 169; 304 152 170; 305 160 171; 306 166 167; 307 167 168;
308 168 169; 309 166 170; 310 169 171; 311 130 172; 312 131 173; 313 132 174;
314 145 175; 315 146 176; 316 159 177; 317 165 178; 318 172 174; 319 174 173;
320 173 175; 321 175 176; 322 172 177; 323 176 178; 324 152 153; 325 153 154;
326 154 155; 327 155 156; 328 156 157; 329 157 158; 330 158 159; 331 180 134;
332 180 183; 333 181 138; 334 181 184; 335 183 179; 336 160 183; 337 184 182;
338 184 161; 339 161 162; 340 162 163; 341 163 164; 342 164 165; 343 179 148;
344 147 182; 345 152 185; 346 153 186; 347 154 187; 348 155 188; 349 156 189;
350 157 190; 351 158 191; 352 159 192; 353 160 193; 354 161 194; 355 162 195;
356 163 196; 357 164 197; 358 165 198; 359 166 199; 360 167 200; 361 168 201;
362 169 202; 363 170 203; 364 171 204; 365 172 205; 366 173 206; 367 174 207;
368 175 208; 369 176 209; 370 177 210; 371 178 211; 372 179 212; 373 182 213;
374 183 214; 375 184 215; 447 216 83; 448 217 85; 449 218 87; 450 219 89;
451 216 217; 452 217 218; 453 218 219;
ELEMENT INCIDENCES SHELL
376 36 40 41 37; 377 40 42 43 41; 378 42 44 45 43; 379 44 46 47 45;
380 46 48 49 47; 381 48 50 51 49; 382 50 52 54 74; 383 74 54 53 51;
384 37 41 55 38; 385 41 43 71 55; 386 43 45 59 71; 387 45 47 61 59;
388 47 49 63 61; 389 49 51 65 63; 390 51 53 67 65; 391 38 55 56 39;
392 55 57 58 56; 393 57 59 60 58; 394 59 61 62 60; 395 61 63 64 62;
396 63 65 66 64; 397 65 67 68 66; 398 75 58 69 70; 399 76 80 81 77;
400 80 82 83 81; 401 82 84 85 83; 402 84 86 87 85; 403 86 88 89 87;
404 88 90 91 89; 405 90 92 94 112; 406 112 94 93 91; 407 77 81 95 78;
408 81 83 111 95; 409 83 85 99 111; 410 85 87 101 99; 411 87 89 103 101;
412 89 91 105 103; 413 91 93 107 105; 414 78 95 96 79; 415 95 97 98 96;
416 97 99 100 98; 417 99 101 102 100; 418 103 105 106 104; 419 105 107 108 106;
420 113 98 109 110; 421 170 152 114 166; 422 152 153 118 114;
423 153 154 120 118; 424 154 155 122 120; 425 155 156 124 122;
426 156 157 126 124; 427 157 158 128 126; 428 158 159 130 128;
429 159 177 172 130; 430 130 172 174 132; 431 132 174 173 131;
432 131 173 175 145; 433 145 175 176 146; 434 146 176 178 165;
435 144 146 165 164; 436 142 144 164 163; 437 140 142 163 162;
438 138 140 162 161; 439 181 138 161 184; 440 136 181 182 147;
441 180 151 148 179; 442 117 180 183 160; 443 169 117 160 171;
444 168 116 117 169; 445 167 115 116 168; 446 166 114 115 167;
START GROUP DEFINITION
FLOOR
_2F 170 TO 195 197 TO 227 447 TO 453
_2F-STRS 189 196 222 223
_GF 36 TO 93
_PARAPHET 228 TO 234 250 252 TO 256 258 TO 260 267 268 282 TO 344
MEMBER
_RFBEAM 228 TO 256 258 TO 266 269 TO 285 331 333
END GROUP DEFINITION
ELEMENT PROPERTY
376 TO 446 THICKNESS 0.1
DEFINE MATERIAL START
ISOTROPIC CONCRETE
E 2.17185e+007
POISSON 0.17
DENSITY 23.5616
ALPHA 1e-005
DAMP 0.05
TYPE CONCRETE
STRENGTH FCU 27579
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 TO 35 94 TO 169 PRIS YD 0.35 ZD 0.35
36 TO 93 PRIS YD 0.2 ZD 0.4
170 TO 227 447 TO 453 PRIS YD 0.3 ZD 0.4
228 TO 344 PRIS YD 0.2 ZD 0.3
345 TO 375 PRIS YD 0.15 ZD 0.2
CONSTANTS
MATERIAL CONCRETE ALL
SUPPORTS
1 TO 35 PINNED
DEFINE REFERENCE LOADS
LOAD R1 LOADTYPE Dead TITLE REF LOAD - DL
SELFWEIGHT Y 1
FLOOR LOAD
_2F FLOAD 3.51 GY
ONEWAY LOAD
_2F-STRS ONE 3.51 GY
MEMBER LOAD
36 TO 48 52 TO 58 60 TO 62 65 67 TO 69 71 73 TO 79 81 82 84 TO 89 UNI GY 11.92
170 TO 185 187 189 TO 198 200 TO 206 208 210 212 214 217 TO 221 223 TO 225 -
447 TO 453 UNI GY 7.897
228 TO 234 250 TO 260 267 268 282 TO 285 331 333 UNI GY 4.47
258 TO 260 UNI GY 3.1888
261 TO 266 269 TO 271 275 TO 277 UNI GY 3.986
264 TO 266 UNI GY 4.26
272 TO 274 UNI GY 3.712
278 TO 281 UNI GY 3.094
END DEFINE REFERENCE LOADS
FLOOR DIAPHRAGM
DIA 1 TYPE RIG HEI 1.1 JOINT 36 TO 71 74 75
DIA 2 TYPE RIG HEI 5.5 JOINT 76 TO 113 216 TO 219
DIA 3 TYPE RIG HEI 8.5 JOINT 114 TO 184
CHECK SOFT STORY ASCE7
MEMBER LOAD
267 268 UNI GY 3.68705
DEFINE UBC LOAD
ZONE 0.4 I 1.5 RWX 8.5 RWZ 8.5 STYP 5 CT 0.075 PX 2.94 PZ 2.94 NA 1 NV 1
REFERENCE LOAD Y
R1 1.0
DEFINE WIND LOAD
TYPE 1 WINDWARD
<! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
ASCE-7-2010:PARAMS 250.000 KMPH 0 2 0 0 0.000 FT 0.000 FT 0.000 FT 1 -
1 8.500 M 12.000 M 26.210 M 6.080 0.015 0 -
0 0 0 1 0.967 1.000 1.000 0.850 0 -
1 1 1 0.850 0.800 -0.550
!> END GENERATED DATA BLOCK
INT 2.78883 2.78883 2.80852 2.82726 2.84516 2.8623 2.87874 2.89455 2.90978 -
2.92448 2.93868 2.95242 2.96574 2.97867 2.99122 HEIG 0 4.572 4.87415 -
5.17631 5.47846 5.78061 6.08277 6.38492 6.68708 6.98923 7.29139 -
7.59354 7.89569 8.19785 8.5
EXP 1 JOINT 1 5 7 9 11 13 15 17 36 40 42 44 46 48 50 52 76 80 82 84 86 88 -
90 92 114 118 120 122 124 126 128 130 152 TO 159 166 170 172 177
TYPE 2 LEEWARD
<! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
ASCE-7-2010:PARAMS 250.000 KMPH 0 2 0 0 0.000 FT 0.000 FT 0.000 FT 1 -
1 8.500 M 26.210 M 12.000 M 6.080 0.015 0 -
0 0 0 1 0.967 1.000 1.000 0.850 0 -
1 1 1 0.850 -0.300 -0.550
!> END GENERATED DATA BLOCK
INT 0.793303 0.793303 0.785921 0.778892 0.77218 0.765754 0.759588 0.753659 -
0.747948 0.742436 0.73711 0.731956 0.726961 0.722114 0.717407 HEIG 0 4.572 -
4.87415 5.17631 5.47846 5.78061 6.08277 6.38492 6.68708 6.98923 -
7.29139 7.59354 7.89569 8.19785 8.5
EXP 1 JOINT 1 TO 4 36 TO 39 76 TO 79 114 TO 117 152 160 166 TO 171
LOAD 1 LOADTYPE Seismic TITLE E@X-AXIS
UBC LOAD X 1 DEC 1 ACC 0.05
PERFORM ANALYSIS
CHANGE
LOAD 2 LOADTYPE Seismic TITLE E@Z-AXIS
UBC LOAD Z 1 DEC 1 ACC 0.05
PERFORM ANALYSIS
CHANGE
LOAD 3 LOADTYPE Dead TITLE DL
REFERENCE LOAD
R1 1.0
LOAD 4 LOADTYPE Live TITLE LL
FLOOR LOAD
_2F FLOAD -3.8 GY
_GF FLOAD -3.8 GY
ONEWAY LOAD
_2F-STRS ONE -4.8 GY
MEMBER LOAD
258 TO 260 UNI GY -1.92
261 TO 263 269 TO 271 275 TO 277 UNI GY -2.4
264 TO 266 UNI GY -2.565
272 TO 274 UNI GY -2.235
278 TO 281 UNI GY -1.83
267 268 UNI GY -2.22
LOAD COMB 5 GENERATED NSCP 2015 CONCRETE 1
3 1.4
LOAD COMB 6 GENERATED NSCP 2015 CONCRETE 2
3 1.2 4 1.6
LOAD COMB 7 GENERATED NSCP 2015 CONCRETE 3
3 1.2 4 1.0
LOAD COMB 8 GENERATED NSCP 2015 CONCRETE 4
3 1.2 4 1.0 1 1.0
LOAD COMB 9 GENERATED NSCP 2015 CONCRETE 5
3 1.2 4 1.0 2 1.0
LOAD COMB 10 GENERATED NSCP 2015 CONCRETE 6
3 0.9
LOAD COMB 11 GENERATED NSCP 2015 CONCRETE 7
3 0.9 1 1.0
LOAD COMB 12 GENERATED NSCP 2015 CONCRETE 8
3 0.9 2 1.0
LOAD COMB 13 GENERATED NSCP 2015 CONCRETE 9
3 0.9 1 -1.0
LOAD COMB 14 GENERATED NSCP 2015 CONCRETE 10
3 0.9 2 -1.0
PERFORM ANALYSIS
LOAD LIST 5 TO 14
PRINT STORY DRIFT 0.004200
FINISH

A 60-ft diameter concrete structure, about 20-ft below grade and 20-ft above grade is about a half height below grade and a half above grade...
I try to model the whole thing including the soil all around. Can I use STAAD.Pro V8i? If so, how should I model the soil?
Any help would be appreciated, deeply..

Is it practical to model the whole thing including soil? 

A structure 60-ft diameter concrete structure (16-in thick) is about 20-ft below grade and 20-ft above grade...
I try to model the whole thing including the soil all around.  If I use STAAD.Pro V8i (SS1), how should I model the soil?
Any help would be appreciated, deeply.

It appears that there is no built-in way to display (or even report) utilisations for each load case of an analysis; only the governing case.

If using AISC 360-16, in Connect Version update 3 or 4, there is the functionality to set up different design parameters for which each utilisation set can be displayed. This, however, is rather clunky and requires the repetition of all relevant code check parameters each time and so is labour-intensive and prone to making errors.

The other workaround is to use the LOAD LIST command prior to the code check, but this requires multiple runs and editing the input file each time.

Are there any plans to implement this functionality in future updates to STAAD Connect Edition?

Many thanks,

Neil

I am getting error density not provided please help me out with the same. I tried assigning the material as concrete but no success. I am attaching the output file with the same thread

 
     1. STAAD SPACE
INPUT FILE: D:\STAAD complete\Sample_Proj\3D_Frame.STD
     2. START JOB INFORMATION
     3. ENGINEER DATE 18-JUN-20
     4. END JOB INFORMATION
     5. INPUT WIDTH 79
     6. UNIT METER KN
     7. JOINT COORDINATES
     8. 1 0 0 0; 2 5 0 0; 3 0 0 6; 4 5 0 6; 5 0 4 0; 6 5 4 0; 7 0 4 6; 8 5 4 6
     9. MEMBER INCIDENCES
    10. 1 5 1; 2 6 2; 3 7 3; 4 8 4; 5 5 7; 6 7 8; 7 8 6; 8 6 5
    11. DEFINE MATERIAL START
    12. ISOTROPIC CONCRETE
    13. E 2.17185E+007
    14. POISSON 0.17
    15. DENSITY 23.5616
    16. ALPHA 1E-005
    17. DAMP 0.05
    18. TYPE CONCRETE
    19. STRENGTH FCU 27579
    20. END DEFINE MATERIAL
    21. MEMBER PROPERTY INDIAN
    22. 1 TO 8 ASSIGN ANGLE
    23. CONSTANTS
    24. MATERIAL CONCRETE ALL
    25. SUPPORTS
    26. 1 TO 4 FIXED
    27. LOAD 1 LOADTYPE NONE  TITLE DL
    28. SELFWEIGHT Y -1 LIST ALL
    29. MEMBER LOAD
    30. 6 8 UNI GY -10
    31. 5 7 UNI GY -5
    32. FLOOR LOAD
    33. YRANGE 2 5 FLOAD -1 GY
    STAAD SPACE                                              -- PAGE NO.    2

 **NOTE** about Floor/OneWay Loads/Weights.
   Please note that depending on the shape of the floor you may
   have to break up the FLOOR/ONEWAY LOAD into multiple commands.
   For details please refer to Technical Reference Manual
   Section 5.32.4.2 Note d and/or "5.32.4.3 Note f.

    34. LOAD 2 LOADTYPE NONE  TITLE LL
    35. FLOOR LOAD
    36. YRANGE 2 4 FLOAD -2 GY
    37. LOAD COMB 3 1.5 (DL+LL)
    38. 1 1.5 2 1.5
    39. PERFORM ANALYSIS

 
 
            P R O B L E M   S T A T I S T I C S
            -----------------------------------
 
     NUMBER OF JOINTS          8  NUMBER OF MEMBERS       8
     NUMBER OF PLATES          0  NUMBER OF SOLIDS        0
     NUMBER OF SURFACES        0  NUMBER OF SUPPORTS      4
 

           SOLVER USED IS THE OUT-OF-CORE BASIC SOLVER

     ORIGINAL/FINAL BAND-WIDTH=     4/     4/     18 DOF
   TOTAL      PRIMARY LOAD CASES =     2, TOTAL DEGREES OF FREEDOM =      24
   TOTAL LOAD COMBINATION  CASES =     1  SO FAR.
     SIZE OF STIFFNESS MATRIX =        1 DOUBLE  KILO-WORDS
     REQRD/AVAIL. DISK SPACE  =     12.0/ 291806.8 MB
 

 
 
    40. START CONCRETE DESIGN
    41. CODE INDIAN
    42. FYSEC 415000 ALL
    43. FYMAIN 415000 ALL
    44. FC 20000 ALL
    45. DESIGN BEAM 5 TO 8
    STAAD SPACE                                              -- PAGE NO.    3

 
   **ERROR: ONLY RECTANGLE, SQUARE AND T SECTIONS ARE DESIGNED AS BEAM.
            MEMBER #      5 WILL NOT BE DESIGNED.
 
 
   **ERROR: ONLY RECTANGLE, SQUARE AND T SECTIONS ARE DESIGNED AS BEAM.
            MEMBER #      6 WILL NOT BE DESIGNED.
 
 
   **ERROR: ONLY RECTANGLE, SQUARE AND T SECTIONS ARE DESIGNED AS BEAM.
            MEMBER #      7 WILL NOT BE DESIGNED.
 
 
   **ERROR: ONLY RECTANGLE, SQUARE AND T SECTIONS ARE DESIGNED AS BEAM.
            MEMBER #      8 WILL NOT BE DESIGNED.
 
 
   ********************END OF BEAM DESIGN RESULTS********************
 
 
    46. DESIGN COLUMN 1 TO 4
    STAAD SPACE                                              -- PAGE NO.    4

 
   ********************END OF COLUMN DESIGN RESULTS********************
 
 
    47. CONCRETE TAKE
    48. END CONCRETE DESIGN

Im working on SCBF connection and demand is coming from yield strength of the brace how ever code allows to use seismic load comb with omega factor instead, and in RAM Frame I already checked that option for column capacity, but when I go to RAM connection its still requires the connection force demand from brace yielding, what can I do to change the connection force demand?

Thank you,

I am modeling a truss in ram ss. The issue is that the beam between two columns is spliced into 3 beams. The length between the columns is 50 ft and the beam in spliced between the columns. Do you have an idea how can I model spliced beams? 

Thank you.

I get the following error when trying to use the integrated connection design feature. 

communities.bentley.com/.../MicrostranModel.msw

Hello,

I am trying to calculate story drift , but  its showing error as " ERROR: STORY DRIFT WILL NOT BE CALCULATED CORRESPONDING TO RESPONSE SPECTRUM LOAD CASES". I have attached my staad file . Please help me with this.communities.bentley.com/.../chimeney-72-m-height-2.1-mRS.std

Hello All, 

I want to check some information about Cb value in AISC 360-10. Would really appreciate if you could give me a confirmation if my understand is correct for this parameter. 


1) Cb default value for AISC 360-10  is equal to 1, which is conservative value if I used it for all members, Is that right? 

2) For more accuracy, I can specify Cb value either to zero which will make STAAD calculates it for all analytical members(individually)  or I can specify the value of cb manually by entering the required value  and then assign it to each member ? 



3)  For the images shown below,  : Could you please verify if I am correct ? 

image 1 :
It would be right to take Cb value equal to 1 for both B1 and B2, but I can set Cb to 0 which will make Staad calculate it for B1 individually and B2 individually, leading to more accurate value for Cb. 

 

Image 2 
Here it won't be right to set Cb as 0, So I can either calculate Cb value manually for the whole member (from node 4 to 6 ) and then assign it to both B3 and B4 Or I can set Cb as 1
:

 


Image 3 
here if the beam at node 8 is a secondary beam (assuming pin connection at node 8 )  should we consider this case as the case in image 2  ? 
and if it was fixed then should we consider it as the case in image 1 ?



Regards,

Hi,

  I have general questions about STAAD pro commands. I know that In STAAD, it should have always more depth at start node for tapered sections while for end node, it should  have less depth.

Due to this, it takes more time  when we are doing complex 3D structure using tapered sections. Please advise that shall we have less depth at start node & more depth at end node in STAAD design.

If not, please advise the reason why should we not follow like that as some of my collogues are asking the reasons. 

Thank you.

I am a frequent user of Staad Pro V8.i, I have to design a metallic structure with AISC 360-16 Code and within the codes selection of the software i cant find it, AISC 360-10 Code is the last version i can find. How could i incorporate the last Code version?  

For one of the project I need to analyse a concrete structure which is of a mass concrete of 4m thick connected with culvert. The thickness of culvert slabs top level and bottom level approx 1m and the other end side  wall of culvert is 1.2 m thick. This mass structure is supported on R.C pile of 0.6m at spacing of 3m in longitudinal direction and 5m other direction. i made staad model  where mass concrete portion is modeled as solid element and culvert portion with plate element and pile with beam element by connecting each other. The support condition for pile considered as fixed and the floor loads and lateral loads (earth pressure) is applied in the model. Since this the first time i am carrying out staad analysis which is having solid element connected with plate and beam element. I have a query regarding connection of solid element with plate and beam element. How deep inside the solid element i should take the plate element and beam to achieve proper structural interaction.  Below paste the image of the model. I am expecting more hogging moment in the junction where solid element and plate element connects due to the applied floor load 25kN/m2. But very less hogging is generated in that junction. Further when we connect pile to solid element how deep we should take pile inside the solid element to proper load transfer.

 Can anyone guide me

i applied prestressing force eventhough my moment value is same as without apply the pretension kindly clarify me(staad CE)

I get an error message when trying to open the connection module for a model i had to restore.

I am reviewing the moment diagrams generated by RAM Concept, and I am observing a moment diaphragm for a typical bay. The shorter beam (page north-south) would have a large positive moment at the center of the bay, and I do not see that behavior. I see a simply supported boundary condition for the south beam end and a propped cantilever for the north end. Is there a way I could change the north end beam support to a simply supported member. I have all the design spans set to "Detect Supports and Edges Automatically (resets supports and widths below)."

Hi all

I have a model that has rectangular and trapezoidal plate elements. The local axes are different. Some trapezoidal plates have 45 degrees tilted axes. How can I unify the local axes? I tried changing plate reference points but it did not work. 

Thanks