November 15, 2013, 12:19 pm
I am running Structural Modeler V8i on a Windows 7 PC and cannot get the Analysis Export to provide member size definition in STAAD. Previously when using V8XM on Windows XP I was able to achieve member definition. The company upgraded to Windows 7 and I got a new machine andnew software installations. No customization has been employed so I am running a default installation of Bentley Structrual Modeler V8i. I have drawn a couple of W12x16 beams, applied analytical features, and added a load to one of the members. One member (on the left) is drawn utilizing the us.xml section database and the other member (on the right) is drawn utilizing the
AISCSections.mdb database. ![]()
I have selected the standard mapping file that is in the active dataset for US Shapes (str2stdUS.txt). I am able to get a STAAD text file thus:
![]()
And get a wireframe in STAAD but cannot get any Member Definition.
![]()
I have tried everything imagineable (I think) to get this to work. I get the feeling that the software is not reading the mapping file at all. Could there be a bug in the OpenSTAAD component? What am I missing? Can anyone help?
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November 15, 2013, 1:40 pm
I've noticed that the isolated footing parameters checks for overturning and sliding stability. The combined footing parameters only consider overturning and leaves out the sliding check. Is there a reason for this?
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November 15, 2013, 5:33 pm
I've read all my reinforced concrete design books and I cannot find the term "edge zone", but in the staad shear wall design, there is the "edge zone" . . .
Can somebody explain.
Cheers,
Kyut
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November 15, 2013, 11:46 pm
Hi Sir,
I want to ask about how to model if I have a different slab elevation that connect on the same beam.
Please check this cross section.
https://www.dropbox.com/s/27jpeg5903q6zjh/cross%20section.png
Please your kindly advice.
Thank you.
Best Regards
Santo
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November 16, 2013, 4:49 pm
Hi all,
I am working on a bridge model using BS 5950 2000 but when I go to Ram connection it won't allow me to design the connection details. Message came up saying only works with AISC steel table. And when I change the members to steel RHS, it won't design it either saying only for UC and UB steel profile. Am i missing something here or ram connection has a limitation? Please help. Thanks.
Chong
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November 17, 2013, 12:47 am
To : Support@bentley.com
When I use this command for VBA macros,
the "bresult" is always false. I assign
property tapered I ( Ref No 1) to beam no 3.
Is there any solutions for that????
Pls. help me. I need it deadly.
---------------------------------------------------------------------
'Get the application object --
'Assign property no 1 to beam no 3
bResult = objOpenSTAAD.Property.AssignBeamProperty 3, 1
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November 18, 2013, 2:54 am
If STAAD.Pro really is 'general purpose', it should be able to carry out what I need to do.
I want to analyze the pallet racking beam (the one with holes throughout) and this is the idea.
1) Create the custom C-shape or L-shape section to represent the beam/pole with one hole and think about this as one element
2) Assemble the elements until I reach the whole racking structure
3) Create a support and loading then analyze as usual
Does STAAD.Pro support me doing this and also is this a worst idea?
Thanks!
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November 18, 2013, 8:23 am
I am trying to design a combined footing with 4 supports (all supports). I received an error saying "ALL SELECTED SUPPORTS ARE NOT COLLINEAR AND PARALLEL TO GLOBAL AXIS. CANNOT CREATE COMBINED FOOTING. I checked my supports and all of them are at y=0.
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November 18, 2013, 3:11 pm
This question is being posted on behalf of a user:
How can I get a PDF of [the] STAAD.Pro Training Manual? Please advise.
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November 19, 2013, 1:59 am
Hi All,
I'm getting below error when i run my staad file. could you pls help anyone? thanks in advance. I've attached my staad file here.
I've defined seismic load cased X,Y and Z. The error comes at Y direction.
regards
Lakshman
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November 19, 2013, 2:59 am
Dear friends
In Staad offshore we have option to include gravity load effect by clicking Gravity tilt. My question is can we able to consider Gravity tilt for few load case included and few load cases excluding gravity tilt. when i tried its either includes gravity tilt in all load cases or else no tilt in all cases. can any body help us to consider with or without tilt in single model.
if we input factors in load cases for roll or pitch its applied to the given roll/pitch angle. is there any way that heave ,roll & pitch can be algebrically combined to get the results. the factor should apply to load case and not to the internal angle. please help us.
thanks in advance
Regards
Bagmass
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November 19, 2013, 3:17 am
I am analysing a ground bearing concrete slab which has a moment along the edge. It is the base of a retaining structure.
I have put the slab into STAAD as plates on a plate mat foundation (subgrade modulus 250 kN/m2/m). The edge moment is applied at the nodes as a point moment:
![]()
The slab analyses fine. When I do a plot of the base pressure however, I get this:
![]()
I was expecting the pressure to vary along the length of the slab (parabolic or similar). I'm also not sure why the pressure changes sense halfway along - the plates are all orientated the same way.
The slab deflection is similar to the pressure plot. The slab bending moment doesn't look right at all.
I've attached my STD file. The load is Load 3 - Wall moments.
Can anyone help figure out what's going wrong?
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November 19, 2013, 4:21 pm
This problem is occurring on RAM Structural System v8i 14.05.03.00
My problem is pretty straightforward. I have a model that was designing composite beams correctly. However, when I added a couple of cantilever beams and changed the deck/slab area slightly, the designs came back as non-composite. I'm especially confused since it was working fine at first. I found out that if I delete so-called non-composite beams and replace them with composite beams, they are designed correctly, but I'd rather not do that for all the beams in my model. Has anybody run into a similar issue and have any advice? Thank you.
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November 20, 2013, 7:53 am
When checking a Mat Foundation Job, after: analysis; Moment Envelope Generation and Design Parameters; one can use the Moment Capacity Check. One can enter the reinforcing and materials parameters and then check capacity vs. the moment diagram. I've noticed the following issues when plotting the Plot Capacity Diagram:
- It doesn't appear that a Phi factor is used (0.9*Mn) - I've compensated by defining the Fy of the steel to be (0.9*60 = 54 KSI) to calculate the correct Moment Capacity.
- The program does not calculate the bottom steel capacity correctly for the bottom cover; it seems to use the top cover in all its calculations, so I've just entered the worst case cover for all layers.
Are there potential problems with the program or am I missing something? I'm using StaadFoundation V8i (SELECT series 4), Release 05.03.00.32
Thanks for any input
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November 20, 2013, 5:04 pm
In my structure I only want 10 different steel W beam member sizes.
Using select optimize to optimize weight, I grouped only 8 member groups to be optimized but staad give me way more than beam sizes.
Can anyone help me fix this issue.
MY CODE: (Staad V8i)
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 28-Oct-13
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 0 0 15; 3 0 0 30; 4 0 0 45; 5 0 0 60; 6 20 0 0; 7 20 0 15;
8 20 0 30; 9 20 0 45; 10 20 0 60; 11 40 0 0; 12 40 0 15; 13 40 0 30;
14 40 0 45; 15 40 0 60; 16 60 0 0; 17 60 0 15; 18 60 0 30; 19 80 0 0;
20 80 0 15; 21 80 0 30; 22 0 15 0; 23 0 15 15; 24 0 15 30; 25 0 15 45;
26 0 15 60; 27 20 15 0; 28 20 15 15; 29 20 15 30; 30 20 15 45; 31 20 15 60;
32 40 15 0; 33 40 15 15; 34 40 15 30; 35 40 15 45; 36 40 15 60; 37 60 15 0;
38 60 15 15; 39 60 15 30; 40 80 15 0; 41 80 15 15; 42 80 15 30; 43 20 30 15;
44 20 30 30; 45 20 30 45; 46 40 30 15; 47 40 30 30; 48 40 30 45; 49 60 30 15;
50 60 30 30; 51 20 45 15; 52 20 45 30; 53 40 45 15; 54 40 45 30; 55 4 15 60;
56 8 15 60; 57 12 15 60; 58 16 15 60; 59 24 15 60; 60 28 15 60; 61 32 15 60;
62 36 15 60; 63 4 15 45; 64 8 15 45; 65 12 15 45; 66 16 15 45; 67 24 15 45;
68 28 15 45; 69 32 15 45; 70 36 15 45; 71 4 15 30; 72 8 15 30; 73 12 15 30;
74 16 15 30; 75 24 15 30; 76 28 15 30; 77 32 15 30; 78 36 15 30; 79 44 15 30;
80 48 15 30; 81 52 15 30; 82 56 15 30; 83 64 15 30; 84 68 15 30; 85 72 15 30;
86 76 15 30; 87 4 15 15; 88 8 15 15; 89 12 15 15; 90 16 15 15; 91 24 15 15;
92 28 15 15; 93 32 15 15; 94 36 15 15; 95 44 15 15; 96 48 15 15; 97 52 15 15;
98 56 15 15; 99 64 15 15; 100 68 15 15; 101 72 15 15; 102 76 15 15; 103 4 15 0;
104 8 15 0; 105 12 15 0; 106 16 15 0; 107 24 15 0; 108 28 15 0; 109 32 15 0;
110 36 15 0; 111 44 15 0; 112 48 15 0; 113 52 15 0; 114 56 15 0; 115 64 15 0;
116 68 15 0; 117 72 15 0; 118 76 15 0; 119 24 30 15; 120 28 30 15;
121 32 30 15; 122 36 30 15; 123 24 30 45; 124 28 30 45; 125 32 30 45;
126 36 30 45; 127 36 30 30; 128 32 30 30; 129 28 30 30; 130 24 30 30;
131 44 30 15; 132 48 30 15; 133 52 30 15; 134 56 30 15; 135 56 30 30;
136 52 30 30; 137 48 30 30; 138 44 30 30; 139 24 45 30; 140 28 45 30;
141 32 45 30; 142 36 45 30; 143 40 45 26.25; 144 40 45 22.5; 145 40 45 18.75;
146 60 30 18.75; 147 60 30 22.5; 148 60 30 26.25; 149 24 45 15; 150 28 45 15;
151 32 45 15; 152 36 45 15; 153 0 15 18.75; 154 0 15 22.5; 155 0 15 26.25;
156 0 15 33.75; 157 0 15 37.5; 158 0 15 41.25; 159 20 30 18.75; 160 20 30 22.5;
161 20 30 26.25; 162 20 30 33.75; 163 20 30 37.5; 164 20 30 41.25;
165 80 15 18.75; 166 80 15 22.5; 167 80 15 26.25; 168 16 27 48; 169 12 24 51;
170 8 21 54; 171 4 18 57; 172 0 15 48; 173 0 15 51; 174 0 15 54; 175 0 15 57;
176 0 15 3; 177 0 15 6; 178 0 15 9; 179 0 15 12; 180 16 27 12; 181 12 24 9;
182 8 21 6; 183 4 18 3; 184 80 15 3; 185 80 15 6; 186 80 15 9; 187 80 15 12;
188 64 27 12; 189 68 24 9; 190 72 21 6; 191 76 18 3;
MEMBER INCIDENCES
1 22 176; 2 23 153; 3 24 156; 4 25 172; 5 22 1; 6 23 2; 7 24 3; 8 25 4; 9 26 5;
10 26 55; 11 31 59; 12 25 63; 13 30 67; 14 30 31; 15 35 36; 16 24 71; 17 29 75;
18 34 79; 19 39 83; 20 23 87; 21 28 91; 22 33 95; 23 38 99; 24 22 103;
25 27 107; 26 32 111; 27 37 115; 28 40 184; 29 41 165; 30 37 38; 31 38 39;
32 32 33; 33 33 34; 34 27 28; 35 28 29; 36 29 30; 37 34 35; 38 27 6; 39 28 7;
40 29 8; 41 30 9; 42 31 10; 43 36 15; 44 35 14; 45 34 13; 46 33 12; 47 32 11;
48 37 16; 49 38 17; 50 39 18; 51 40 19; 52 41 20; 53 42 21; 54 43 159;
55 44 162; 56 43 119; 57 45 123; 59 47 127; 60 46 131; 61 49 146; 62 50 135;
63 45 168; 64 43 180; 65 44 24; 66 43 23; 67 45 25; 68 45 31; 69 48 36;
70 43 27; 71 51 149; 72 51 52; 73 52 139; 74 54 143; 75 47 34; 76 48 35;
77 54 47; 78 53 46; 79 51 43; 80 52 44; 81 54 48; 82 52 45; 83 54 50; 84 53 49;
85 50 39; 86 49 38; 87 50 42; 88 49 41; 89 49 188; 90 49 37; 91 46 33;
92 46 32; 93 44 29; 94 45 30; 95 43 28; 96 55 56; 97 56 57; 98 57 58; 99 58 31;
100 59 60; 101 60 61; 102 61 62; 103 62 36; 104 63 64; 105 64 65; 106 65 66;
107 66 30; 108 67 68; 109 68 69; 110 69 70; 111 70 35; 112 71 72; 113 72 73;
114 73 74; 115 74 29; 116 75 76; 117 76 77; 118 77 78; 119 78 34; 120 79 80;
121 80 81; 122 81 82; 123 82 39; 124 83 84; 125 84 85; 126 85 86; 127 86 42;
128 87 88; 129 88 89; 130 89 90; 131 90 28; 132 91 92; 133 92 93; 134 93 94;
135 94 33; 136 95 96; 137 96 97; 138 97 98; 139 98 38; 140 99 100; 141 100 101;
142 101 102; 143 102 41; 144 103 104; 145 104 105; 146 105 106; 147 106 27;
148 107 108; 149 108 109; 150 109 110; 151 110 32; 152 111 112; 153 112 113;
154 113 114; 155 114 37; 156 115 116; 157 116 117; 158 117 118; 159 118 40;
160 103 87; 161 104 88; 162 105 89; 163 106 90; 164 107 91; 165 108 92;
166 109 93; 167 110 94; 168 111 95; 169 112 96; 170 113 97; 171 114 98;
172 115 99; 173 116 100; 174 117 101; 175 118 102; 176 87 71; 177 88 72;
178 89 73; 179 90 74; 180 71 63; 181 72 64; 182 73 65; 183 74 66; 184 63 55;
185 64 56; 186 65 57; 187 66 58; 188 91 75; 189 92 76; 190 93 77; 191 94 78;
192 75 67; 193 76 68; 194 77 69; 195 78 70; 196 67 59; 197 68 60; 198 69 61;
199 70 62; 200 95 79; 201 96 80; 202 97 81; 203 98 82; 204 99 83; 205 100 84;
206 101 85; 207 102 86; 208 119 120; 209 120 121; 210 121 122; 211 122 46;
212 123 124; 213 124 125; 214 125 126; 215 126 48; 216 127 128; 217 128 129;
218 129 130; 219 130 44; 220 131 132; 221 132 133; 222 133 134; 223 134 49;
224 135 136; 225 136 137; 226 137 138; 227 138 47; 228 119 130; 229 120 129;
230 121 128; 231 122 127; 232 131 138; 233 132 137; 234 133 136; 235 134 135;
236 130 123; 237 129 124; 238 128 125; 239 127 126; 240 46 47; 241 47 48;
242 139 140; 243 140 141; 244 141 142; 245 142 54; 246 143 144; 247 144 145;
248 145 53; 249 146 147; 250 147 148; 251 148 50; 252 139 123; 253 140 124;
254 141 125; 255 142 126; 256 143 148; 257 144 147; 258 145 146; 259 149 150;
260 150 151; 261 151 152; 262 152 53; 263 149 139; 264 150 140; 265 151 141;
266 152 142; 267 153 154; 268 154 155; 269 155 24; 270 156 157; 271 157 158;
272 158 25; 273 159 160; 274 160 161; 275 161 44; 276 162 163; 277 163 164;
278 164 45; 279 159 153; 280 160 154; 281 161 155; 282 162 156; 283 163 157;
284 164 158; 285 123 59; 286 124 60; 287 125 61; 288 126 62; 289 165 166;
290 166 167; 291 167 42; 292 146 165; 293 147 166; 294 148 167; 295 134 114;
296 133 113; 297 132 112; 298 131 111; 299 122 110; 300 121 109; 301 120 108;
302 119 107; 303 168 169; 304 169 170; 305 170 171; 306 171 26; 307 168 58;
308 169 57; 309 170 56; 310 171 55; 311 172 173; 312 173 174; 313 174 175;
314 175 26; 315 171 175; 316 170 174; 317 169 173; 318 172 168; 319 176 177;
320 177 178; 321 178 179; 322 179 23; 323 180 181; 324 181 182; 325 182 183;
326 183 22; 327 183 176; 328 182 177; 329 181 178; 330 180 179; 331 180 106;
332 181 105; 333 182 104; 334 183 103; 335 184 185; 336 185 186; 337 186 187;
338 187 41; 339 188 189; 340 189 190; 341 190 191; 342 191 40; 343 188 115;
344 189 116; 345 190 117; 346 191 118; 347 191 184; 348 185 190; 349 189 186;
350 188 187;
START GROUP DEFINITION
MEMBER
_1ST_FLOOR_JOIST 160 TO 207
_1ST_FLOOR_FRAME 1 TO 4 10 TO 37 96 TO 159 267 TO 272 289 TO 291 311 TO 314 -
319 TO 322 335 TO 338
_2ND_FLOOR_JOIST 228 TO 239
_2ND_FLOOR_FRAME 54 TO 57 59 TO 62 208 TO 227 240 241 249 TO 251 273 TO 278
_2ND_FLOOR_ROOF_BEAMS 63 TO 70 87 TO 90 92 303 TO 306 323 TO 326 339 TO 342
_3RD_ROOF_BEAMS 81 TO 84
_3RD_ROOF+FRAME 54 TO 57 59 TO 62 71 TO 74 77 TO 84 208 TO 227 240 241 273 -
274 TO 278
_3RD_ROOF_JOIST 252 TO 258 263 TO 266
_2ND_ROOF_JOIST 279 TO 288 292 TO 302
_2ND_ROOF_LOADS 63 TO 70 87 TO 90 92 279 TO 288 292 TO 306 323 TO 326 339 -
340 TO 342
_3RD_ROOF_LOADS 57 60 61 71 TO 74 78 81 TO 84 209 TO 215 220 242 TO 266
_LOW_INT_COL 39 TO 41 44 TO 46 49 50
_EXT_COL_LOW 5 TO 9 38 42 43 47 48 51 TO 53
_MIDDLE_INT_COLN 75 91 93 95
_MIDDLE_EXT_COL 76 85 86 94
_UPPER_COL 77 TO 80
_GIRDERS 1 TO 4 10 TO 37 96 TO 159 267 TO 272 289 TO 291 311 TO 314 -
319 TO 322 335 TO 338
_JJOIST 160 TO 207 228 TO 239
_RAFTERS 63 TO 70 81 TO 84 87 TO 90 92 252 TO 258 263 TO 266 279 TO 288 292 -
293 TO 310 315 TO 318 323 TO 334 339 TO 350
JOINT
FLOOR
_3RD_ROOF_FLOOR 61 74 83 84 246 TO 251 256 TO 258
_3RD_ROOF_FLOOR2 57 73 81 82 212 TO 215 242 TO 245 252 TO 255
_2ND_ROOF_FLOOR1 11 57 68 69 100 TO 103 212 TO 215 285 TO 288
_2ND_ROOF_FLOOR2 2 3 54 55 65 TO 67 267 TO 284
_2ND_ROOF_FLOOR4 29 61 87 88 249 TO 251 289 TO 294
_2ND_ROOF_FLOOR5 28 88 89 335 TO 342 347 TO 350
_2ND_ROOF_FLOOR6 27 89 90 156 TO 159 339 TO 346
_2ND_ROOF_FLOOR3 10 63 68 96 TO 99 303 TO 310
_2ND_ROOF_FLOOR7 4 63 67 303 TO 306 311 TO 318
_2ND_ROOF_FLOOR8 1 64 66 319 TO 330
_2ND_ROOF_FLOOR9 24 64 70 144 TO 147 323 TO 326 331 TO 334
_2NDROOF_FLOOR10 25 26 56 60 70 90 92 148 TO 155 208 TO 211 220 TO 223 295 -
296 TO 302
END GROUP DEFINITION
SUPPORTS
1 TO 21 FIXED
MEMBER RELEASE
_1ST_FLOOR_JOIST BOTH MX MY MZ
_2ND_FLOOR_JOIST BOTH MX MY MZ
_2ND_ROOF_JOIST BOTH MX MY MZ
_3RD_ROOF_JOIST BOTH MX MY MZ
DEFINE MATERIAL START
ISOTROPIC STEEL
E 4.176e+006
POISSON 0.3
DENSITY 0.489024
ALPHA 6e-006
DAMP 0.03
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 TO 57 59 TO 350 TABLE ST W21X57
CONSTANTS
MATERIAL STEEL ALL
DEFINE WIND LOAD
TYPE 1
< ! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
ASCE-7-2002:PARAMS 115.000 MPH 0 1 1 0 0.000 FT 0.000 FT 0.000 FT 1 -
1 45.000 FT 30.000 FT 60.000 FT 2.000 0.010 0 -
0 0 0 0 0.787 1.000 1.000 0.850 0 -
0 0 0 0.849 0.800 -0.550
!> END GENERATED DATA BLOCK
INT 0.0236815 0.0236815 0.0241502 0.0245761 0.0249677 0.0253307 0.0256699 -
0.0259886 0.0262896 0.0265751 0.0268468 0.0271062 0.0273547 0.0275932 -
0.0278227 0.0248734 HEIG 0 15 17.3077 19.6154 21.9231 24.2308 26.5385 -
28.8462 31.1538 33.4615 35.7692 38.0769 40.3846 42.6923 45 30
TYPE 2 WIND 2
< ! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
ASCE-7-2002:PARAMS 115.000 MPH 0 2 1 0 0.000 FT 0.000 FT 0.000 FT 1 -
1 15.000 FT 15.000 FT 60.000 FT 2.000 0.010 0 -
0 0 0 0 0.849 1.000 1.000 0.850 0 -
0 0 0 0.875 0.800 -0.550
!> END GENERATED DATA BLOCK
INT 0.0305326 0.0305326 0.0223968 HEIG 0 15 15
*START DEAD LOAD
LOAD 1 LOADTYPE None TITLE 1ST_DEAD
FLOOR LOAD
YRANGE 15 15 FLOAD -0.075
*YRANGE 14.9 15.2 FLOAD -0.075 XRANGE 0 40 ZRANGE 0 60
*YRANGE 14.9 15.2 FLOAD -0.075 XRANGE 40 80 ZRANGE 30 60
LOAD 2 LOADTYPE None TITLE 2ND_DEAD
FLOOR LOAD
YRANGE 30 30 FLOAD -0.075
*END DEAD LOAD
*START LIVE LOAD
LOAD 3 LOADTYPE None TITLE 1ST_LIVE
FLOOR LOAD
YRANGE 15 15 FLOAD -0.08
LOAD 4 LOADTYPE None TITLE 2ND_LIVE
FLOOR LOAD
YRANGE 30 30 FLOAD -0.08
*END LIVE LOAD
*START 3RD ROOF LOAD
LOAD 5 LOADTYPE None TITLE 3RD_LIVE_ROOF
ONEWAY LOAD
_3RD_ROOF_FLOOR ONE -0.04 GY INCLINED
_3RD_ROOF_FLOOR2 ONE -0.04 GY INCLINED
YRANGE 45 45 ONE -0.04 GY
LOAD 6 LOADTYPE None TITLE 3RD_DEAD_ROOF
ONEWAY LOAD
_3RD_ROOF_FLOOR ONE -0.04 GY INCLINED
_3RD_ROOF_FLOOR2 ONE -0.04 GY INCLINED
YRANGE 45 45 ONE -0.04 GY
*END 3RD ROOF LOAD
*START 2ND ROOF LOAD
LOAD 7 LOADTYPE None TITLE 2ND_LIVE_ROOF
ONEWAY LOAD
_2ND_ROOF_FLOOR1 ONE -0.04 GY INCLINED
_2ND_ROOF_FLOOR2 ONE -0.04 GY INCLINED
_2ND_ROOF_FLOOR4 ONE -0.04 GY INCLINED
_2ND_ROOF_FLOOR5 ONE -0.04 GY INCLINED
_2ND_ROOF_FLOOR6 ONE -0.04 GY INCLINED
_2ND_ROOF_FLOOR3 ONE -0.04 GY INCLINED
_2ND_ROOF_FLOOR7 ONE -0.04 GY INCLINED
_2ND_ROOF_FLOOR8 ONE -0.04 GY INCLINED
_2ND_ROOF_FLOOR9 ONE -0.04 GY INCLINED
_2NDROOF_FLOOR10 ONE -0.04 GY INCLINED
LOAD 8 LOADTYPE None TITLE 2ND_DEAD_ROOF
ONEWAY LOAD
_2ND_ROOF_FLOOR1 ONE -0.04 GY INCLINED
_2ND_ROOF_FLOOR2 ONE -0.04 GY INCLINED
_2ND_ROOF_FLOOR4 ONE -0.04 GY INCLINED
_2ND_ROOF_FLOOR5 ONE -0.04 GY INCLINED
_2ND_ROOF_FLOOR6 ONE -0.04 GY INCLINED
_2ND_ROOF_FLOOR3 ONE -0.04 GY INCLINED
_2ND_ROOF_FLOOR7 ONE -0.04 GY INCLINED
_2ND_ROOF_FLOOR8 ONE -0.04 GY INCLINED
_2ND_ROOF_FLOOR9 ONE -0.04 GY INCLINED
_2NDROOF_FLOOR10 ONE -0.04 GY INCLINED
*END 2ND ROOF LOAD
*START SNOW LOAD
LOAD 9 LOADTYPE None TITLE 2ND_SNOW
ONEWAY LOAD
_2ND_ROOF_FLOOR1 ONE -0.01 GY INCLINED
_2ND_ROOF_FLOOR2 ONE -0.01 GY INCLINED
_2ND_ROOF_FLOOR4 ONE -0.01 GY INCLINED
_2ND_ROOF_FLOOR5 ONE -0.01 GY INCLINED
_2ND_ROOF_FLOOR6 ONE -0.01 GY INCLINED
_2ND_ROOF_FLOOR3 ONE -0.01 GY INCLINED
_2ND_ROOF_FLOOR7 ONE -0.01 GY INCLINED
_2ND_ROOF_FLOOR8 ONE -0.01 GY INCLINED
_2ND_ROOF_FLOOR9 ONE -0.01 GY INCLINED
_2NDROOF_FLOOR10 ONE -0.01 GY INCLINED
LOAD 10 LOADTYPE None TITLE 3RD_SNOW
ONEWAY LOAD
_3RD_ROOF_FLOOR ONE -0.01 GY INCLINED
_3RD_ROOF_FLOOR2 ONE -0.01 GY INCLINED
FLOOR LOAD
YRANGE 45 45 FLOAD -0.01 GY
LOAD 11 LOADTYPE Wind TITLE WIND 1
WIND LOAD X 1 TYPE 1 YR 0 45
LOAD 12 LOADTYPE Wind TITLE WIND 2
WIND LOAD X -1 TYPE 1 YR 0 45
LOAD 13 LOADTYPE Wind TITLE WIND 3
WIND LOAD Z 1 TYPE 1 YR 0 45
LOAD 14 LOADTYPE Wind TITLE WIND 4
WIND LOAD Z -1 TYPE 1 YR 0 45
LOAD 15 LOADTYPE None TITLE SELF WEIGHT
SELFWEIGHT Y -1 LIST 1 TO 57 59 TO 350
LOAD COMBINATION 16
1 1.0 2 1.0 6 1.0 8 1.0
LOAD COMBINATION 17
3 1.0 4 1.0 5 1.0 7 1.0 11 1.0
*1 1.0 2 1.0 3 1.0 4 1.0 5 1.0 6 1.0 7 1.0 8 1.0
LOAD COMBINATION 18
1 1.0 2 1.0 6 1.0 8 1.0 5 1.0 7 1.0
LOAD COMBINATION 19
1 1.0 2 1.0 6 1.0 8 1.0 3 0.75 4 0.75 5 0.75 7 0.75
LOAD COMBINATION 20
1 1.0 2 1.0 6 1.0 8 1.0 12 0.6
LOAD COMBINATION 21
1 1.0 2 1.0 6 1.0 8 1.0 13 0.6
LOAD COMBINATION 22
1 1.0 2 1.0 6 1.0 8 1.0 14 0.6
LOAD COMBINATION 23
1 1.0 2 1.0 6 1.0 8 1.0 15 0.6
LOAD COMBINATION 24
1 1.0 2 1.0 6 1.0 8 1.0 3 0.75 4 0.75 5 0.75 7 0.75 12 0.45 5 0.75 7 0.75
LOAD COMBINATION 25
1 1.0 2 1.0 6 1.0 8 1.0 3 0.75 4 0.75 5 0.75 7 0.75 13 0.45 5 0.75 7 0.75
LOAD COMBINATION 26
1 1.0 2 1.0 6 1.0 8 1.0 3 0.75 4 0.75 5 0.75 7 0.75 14 0.45 5 0.75 7 0.75
LOAD COMBINATION 27
1 1.0 2 1.0 6 1.0 8 1.0 3 0.75 4 0.75 5 0.75 7 0.75 15 0.45 5 0.75 7 0.75
LOAD COMBINATION 28
1 1.0 2 1.0 6 1.0 8 1.0 12 0.6
LOAD COMBINATION 29
1 1.0 2 1.0 6 1.0 8 1.0 13 0.6
LOAD COMBINATION 30
1 1.0 2 1.0 6 1.0 8 1.0 14 0.6
LOAD COMBINATION 31
1 1.0 2 1.0 6 1.0 8 1.0 15 0.6
LOAD COMBINATION 32
1 1.0 2 1.0 6 1.0 8 1.0 3 0.75 4 0.75 12 0.45 5 0.75 7 0.75
LOAD COMBINATION 33
1 1.0 2 1.0 6 1.0 8 1.0 3 0.75 4 0.75 13 0.45 5 0.75 7 0.75
LOAD COMBINATION 34
1 1.0 2 1.0 6 1.0 8 1.0 3 0.75 4 0.75 14 0.45 5 0.75 7 0.75
LOAD COMBINATION 35
1 1.0 2 1.0 6 1.0 8 1.0 3 0.75 4 0.75 15 0.45 5 0.75 7 0.75
LOAD COMBINATION 36
1 1.0 2 1.0 6 1.0 8 1.0 3 0.75 4 0.75 15 0.45 5 0.75 7 0.75
LOAD COMBINATION 37
1 1.0 2 1.0 6 1.0 8 1.0 3 0.75 4 0.75 9 0.75 10 0.75
LOAD COMBINATION 38
1 0.6 2 0.6 6 0.6 8 0.6 12 0.6
LOAD COMBINATION 39
1 0.6 2 0.6 6 0.6 8 0.6 13 0.6
LOAD COMBINATION 40
1 0.6 2 0.6 6 0.6 8 0.6 14 0.6
LOAD COMBINATION 41
1 0.6 2 0.6 6 0.6 8 0.6 15 0.6
LOAD COMBINATION 42
1 0.6 2 0.6 6 0.6 8 0.6
PERFORM ANALYSIS PRINT STATICS CHECK
UNIT INCHES POUND
PARAMETER 1
CODE AISC
FYLD 50000 ALL
PROFILE w10 w12 MEMBER 88 83 74 76 67 61 55 215 57 57 45 46
DFF 360 ALL
CHECK CODE ALL
PERFORM ANALYSIS
PRINT ANALYSIS RESULTS
FIXED GROUP
GROUP SZ MEMB _LOW_INT_COL
GROUP SZ MEMB _UPPER_COL
GROUP SZ MEMB _GIRDERS
GROUP SZ MEMB _JJOIST
GROUP SZ MEMB _RAFTERS
GROUP SZ MEMB _EXT_COL_LOW
GROUP SZ MEMB _MIDDLE_INT_COLN
GROUP SZ MEMB _MIDDLE_EXT_COL
SELECT OPTIMIZED
FIXED GROUP
GROUP SZ MEMB _LOW_INT_COL
GROUP SZ MEMB _UPPER_COL
GROUP SZ MEMB _GIRDERS
GROUP SZ MEMB _JJOIST
GROUP SZ MEMB _RAFTERS
GROUP SZ MEMB _EXT_COL_LOW
GROUP SZ MEMB _MIDDLE_INT_COLN
GROUP SZ MEMB _MIDDLE_EXT_COL
UNIT FEET KIP
STEEL TAKE OFF ALL
PERFORM ANALYSIS
CHECK CODE ALL
PERFORM ANALYSIS PRINT STATICS CHECK
SELECT OPTIMIZED
FIXED GROUP
GROUP SZ MEMB _LOW_INT_COL
GROUP SZ MEMB _UPPER_COL
GROUP SZ MEMB _GIRDERS
GROUP SZ MEMB _JJOIST
GROUP SZ MEMB _RAFTERS
GROUP SZ MEMB _EXT_COL_LOW
GROUP SZ MEMB _MIDDLE_INT_COLN
GROUP SZ MEMB _MIDDLE_EXT_COL
UNIT INCHES POUND
PERFORM ANALYSIS
CHECK CODE ALL
STEEL TAKE OFF ALL
FINISH
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November 21, 2013, 1:00 am
Goodmorning,
Please see attached model where I am getting error message that staad won't calculate the SW as no material density is provided. I think I have defined the material appropriately hence wondering!!
Thanks.
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November 21, 2013, 4:56 am
Dear Sir,
I will explain how I do to generate the loads and analyze my structure and explain my problem/
- First I do all my geometry with all my load combination of my structure with Staad pro V8.i
- Then I open my model with Staad Offsore and I generate the wave loads.
- I open with Staad Pro the new model created by Staad Offshore (wave model). I copy the load I need.
- I paste the loads in my original Staad Pro model
- When I am running my model I received a hundred of warning because Staad pro cannot fully understand the load generate by Staad Offshore. It seems there is a compatibility problem between the two softwre.
Hereafter the warning message:
WARNING: IN UNIFORM MEMBER LOAD. ITEM "f3" NOT PROVIDED FOR MEMBER 4566 CASE 17
"f3" ASSUMED TO BE MEMBER LENGTH = 1.28
Moreover when I compare the global resultant generate with Staad Pro and Staad Offshore I do not get the same results? WHEREAS I have done a copy/paste. See example hereafter (results are closed but different...).
Waiting for your help.
Thanks
RESULT WITH STAAD OFFSHORE:
BASE SHEARS AND MOMENTS GLOBAL SYSTEM-Maxima and Minima
FORCE WAVE XYZ BASE SHEARS XYZ BASE MOMENTS
POSN FX FY FZ MX MY MZ
(kN) (kN) (kN) (kNm) (kNm) (kNm)
FX+ -15 121. -16. 0. 5. 48. -165.
RESULT WITH STAAD pro
***TOTAL APPLIED LOAD ( NEWT METE )
SUMMATION FORCE-X = 142538.48
SUMMATION FORCE-Y = -16637.79
SUMMATION FORCE-Z = -82.47
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 5756.32 MY= 51260.14 MZ= -192719.19
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November 21, 2013, 5:31 am
I have a tructural which I am designing to AISC I have the following command at the end for Stress & deflection check. I am i missing a command as STAAD unity check only shows the utilisation value for last check rather the maximum values for each member.
I have used the PARAMETER 1 to do for deflection check & associted a load list to it and PARAMETER 2 to do a stregth check and associted a ULS combination using load list to this. However utilisation value for memebers show the last check (i.e. Strength check). If I do two seperate analysis I get utlisation value higher for some member for deflection check, i.e. deflection controlling the design but Staad file below only shows utlisation ctritical for strength check.
Appreciate any guidance how one can do a stress & deflection analysis in one run rather than separet these two. to get the right answer.
Here is the complete command file (attached)
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November 21, 2013, 8:05 am
I have submitted a post for discussion a few hours ago but it is not yet on the community web site. Such delay is not helpul att all
Kind Regards
Dr H Yassaee
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November 21, 2013, 3:23 pm
The following is being posted on behalf of a user:
I used RAM Elements last night on my home computer. It didn’t open right away, so I opened it again. I had two instances open and closed one of them. When I was done I closed the second. I just now tried to open it at the office and it told me there were no licenses available. I logged onto the server and checked one back in from my home computer (I want to know if you are tracking time for the license checkout when the program isn’t open). Also, I can’t see that the second license is checked out. How can I verify that we indeed have two licenses available?
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