本帖最后由 zouhy007 于 2014-4-21 16:34 编辑 各位大侠们，本人正在学习staad软件，用于变电构架计算分析。 下面是一个我弄的一个例子，主要是关于出线构架的。但是在钢结构计算自重的时候就已经出现两个点不稳定 一直不知道如何解决，听说这里都是牛人，大家帮我看看呀，我把编辑命令放在附件里面，恳请看到的都帮忙看看吧。万分感谢呀！ 下面是提醒的警告： ***WARNING - INSTABILITY AT JOINT 78 DIRECTION = MX
各位大侠们，本人正在学习staad软件，用于变电构架计算分析。
下面是一个我弄的一个例子，主要是关于出线构架的。但是在钢结构计算自重的时候就已经出现两个点不稳定 一直不知道如何解决，听说这里都是牛人，大家帮我看看呀，我把编辑命令放在附件里面，恳请看到的都帮忙看看吧。万分感谢呀！
下面是提醒的警告：
***WARNING - INSTABILITY AT JOINT 78 DIRECTION = MX
PROBABLE CAUSE SINGULAR-ADDING WEAK SPRING
K-MATRIX DIAG= 3.2976732E+04L-MATRIX DIAG= -7.2759576E-12 EQN NO 418
***NOTE - VERY WEAK SPRING ADDED FOR STABILITY
***WARNING - INSTABILITY AT JOINT 125 DIRECTION = MX
PROBABLE CAUSE SINGULAR-ADDING WEAK SPRING
K-MATRIX DIAG= 3.2977840E+04L-MATRIX DIAG= 3.6379788E-12 EQN NO 694
***NOTE - VERY WEAK SPRING ADDED FOR STABILITY
大家帮忙看看，比较着急，万分感谢
13楼
我也是做变电构架的，现在也在学习STAAD，请问STAAD在变电构架梁与柱的连接中是怎样连接的。要是楼主方便可以加Q方便以后讨论 247329536
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14楼
epiphanyx 发表于 2014-5-7 08:36 原来用STAAD我也常出这种问题，首先你先找到不稳定的节点，看一下你这个节点所连接的各个杆件是不是有释放不 …刚好今天遇到此类问题，释放掉约束就好了！非常感谢！
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15楼
楼主能不能把你的模型分享一下 学习学习
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16楼
楼主可以加Q聊吗？很想请教关于STAAD的问题额
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17楼
找了很久的资料，收藏了，谢谢楼主的无私分享，楼主加油。。。。
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18楼
我也遇到了同样的问题，现在也解决了。8楼威武。这是我的模型：
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 02-Jul-15
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
2 -23.45 2.3 -1; 3 -23.45 2.3 1; 4 -17.45 2.3 1; 5 -17.45 2.3 -1; 6 0 0 -3.25;
7 2.2 0 -3.25; 8 2.2 0 3.25; 9 0 0 3.25; 11 0 10.8 -3.25; 12 2.2 10.8 -3.25;
13 2.2 10.8 3.25; 14 0 10.8 3.25; 15 0 -1 -3.25; 16 2.2 -1 -3.25;
17 2.2 -1 3.25; 18 0 -1 3.25; 19 0 6 -3.25; 20 2.2 6 -3.25; 21 2.2 6 3.25;
22 0 6 3.25; 23 0 6 -1; 24 2.2 6 -1; 25 2.2 6 1; 26 0 6 1; 29 0 9 -1;
30 2.2 9 -1; 31 2.2 9 1; 32 0 9 1; 33 5.05 6 -1; 34 5.05 6 1; 35 6.26 8.1 -1;
36 6.26 8.1 1; 37 6.26 9 -1; 38 6.26 9 1; 45 -15.314 6 1; 46 -21.314 6 1;
47 -15.314 6 -1; 48 -21.314 6 -1; 50 -19.582 9 -1; 52 -19.582 9 1;
53 -1.914 6 -1; 54 -1.914 6 1; 55 -1.914 9 -1; 56 -1.914 9 1; 57 -3.828 6 -1;
58 -3.828 6 1; 59 -3.828 9 -1; 60 -3.828 9 1; 61 -5.742 6 -1; 62 -5.742 6 1;
63 -5.742 9 -1; 64 -5.742 9 1; 65 -7.656 6 -1; 66 -7.656 6 1; 67 -7.656 9 -1;
68 -7.656 9 1; 69 -9.57 6 -1; 70 -9.57 6 1; 71 -9.57 9 -1; 72 -9.57 9 1;
73 -11.484 6 -1; 74 -11.484 6 1; 75 -11.484 9 -1; 76 -11.484 9 1;
77 -13.584 6 -1; 78 -13.584 6 1; 81 -22.382 4.15 -1; 82 -22.382 4.15 1;
83 -16.382 4.15 -1; 84 -16.382 4.15 1; 89 5.05 9 -1; 90 5.05 9 1; 91 0 9 -3.25;
92 2.2 9 -3.25; 93 2.2 9 3.25; 94 0 9 3.25; 95 0 3 3.25; 96 2.2 3 3.25;
97 2.2 3 -3.25; 98 0 3 -3.25; 99 -24.95 -0.3 -1; 100 -24.95 -0.3 1;
101 -18.95 -0.3 1; 102 -18.95 -0.3 -1; 103 -13.584 9 -1; 104 -13.584 9 1;
105 -20.45 2.3 -1; 106 -20.45 2.3 1; 107 -18.314 6 1; 108 -18.314 6 -1;
109 -16.582 9 -1; 110 -16.582 9 1; 111 -19.382 4.15 -1; 112 -19.382 4.15 1;
113 -21.95 -0.3 -1; 114 -21.95 -0.3 1;
MEMBER INCIDENCES
1 18 9; 2 9 95; 3 17 8; 4 8 96; 5 16 7; 6 7 97; 7 15 6; 8 6 98; 9 19 91;
10 20 92; 11 21 93; 12 22 94; 13 19 23; 14 20 24; 15 23 26; 16 24 25; 17 25 21;
18 26 22; 19 25 26; 20 24 23; 23 29 30; 24 32 31; 25 23 29; 26 26 32; 27 24 30;
28 25 31; 29 25 34; 30 24 33; 31 34 36; 32 33 35; 33 30 89; 34 31 90; 35 37 38;
36 36 38; 37 35 37; 38 35 36; 39 30 31; 40 29 32; 41 33 34; 44 2 81; 45 3 82;
46 5 83; 47 4 84; 48 45 78; 49 46 107; 50 47 77; 51 48 108; 52 103 109;
54 104 110; 57 48 50; 59 46 52; 64 50 52; 66 48 46; 67 47 45; 71 53 23;
72 54 26; 73 55 29; 74 56 32; 75 53 54; 76 53 55; 77 54 56; 78 55 56; 79 57 53;
80 58 54; 81 59 55; 82 60 56; 83 57 58; 84 57 59; 85 58 60; 86 59 60; 87 61 57;
88 62 58; 89 63 59; 90 64 60; 91 61 62; 92 61 63; 93 62 64; 94 63 64; 95 65 61;
96 66 62; 97 67 63; 98 68 64; 99 65 66; 100 65 67; 101 66 68; 102 67 68;
103 69 65; 104 70 66; 105 71 67; 106 72 68; 107 69 70; 108 69 71; 109 70 72;
110 71 72; 111 73 69; 112 74 70; 113 75 71; 114 76 72; 115 73 74; 116 73 75;
117 74 76; 118 75 76; 119 77 73; 120 78 74; 121 103 75; 122 104 76;
126 103 104; 127 81 48; 128 82 46; 129 83 47; 130 84 45; 141 82 112; 142 81 82;
143 83 84; 149 75 69; 152 61 59; 154 53 29; 156 89 37; 157 33 89; 158 24 89;
159 89 35; 163 103 73; 164 71 65; 165 65 63; 166 57 55; 167 23 30; 168 90 38;
169 34 90; 170 25 90; 171 90 36; 172 104 74; 173 76 70; 174 31 26; 175 32 54;
176 56 58; 177 60 62; 178 64 66; 179 72 66; 181 81 111; 182 3 106; 183 2 3;
184 2 105; 185 5 4; 186 91 11; 187 92 12; 188 93 13; 189 94 14; 192 91 29;
193 92 30; 194 32 94; 195 31 93; 200 103 76; 201 76 71; 202 71 68; 203 68 63;
204 63 60; 205 60 55; 206 55 32; 207 32 30; 208 89 90; 209 45 77; 210 77 74;
211 74 69; 212 69 66; 213 66 61; 214 61 58; 215 58 53; 216 53 26; 217 26 24;
218 24 34; 219 52 48; 220 48 82; 221 82 2; 222 47 84; 223 84 5; 224 33 36;
225 26 94; 226 19 29; 227 20 30; 228 25 93; 229 95 22; 230 96 21; 231 97 20;
232 98 19; 233 95 96; 234 98 97; 235 100 3; 236 101 4; 237 99 2; 238 102 5;
241 47 103; 242 45 104; 243 105 5; 244 106 4; 245 107 45; 246 108 47;
247 109 50; 248 110 52; 249 111 83; 250 112 84; 251 105 111; 252 106 112;
253 108 109; 254 107 110; 255 111 108; 256 112 107; 257 114 106; 258 113 105;
259 2 113; 260 105 102; 261 81 105; 262 111 5; 263 46 112; 264 107 84;
265 82 106; 266 112 4; 267 48 111; 268 108 83; 269 3 114; 270 106 101;
271 52 107; 272 110 45; 273 50 108; 274 109 47; 275 77 78; 276 78 104;
277 103 77; 278 109 110; 279 50 110; 280 110 103; 281 2 100; 282 99 100;
283 100 114; 284 114 101; 285 99 113; 286 113 102; 287 102 101; 288 5 101;
289 108 107; 290 111 112; 291 105 106; 292 113 114; 293 105 114; 294 112 105;
295 108 112; 296 108 110; 297 89 34; 298 37 36;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 2.05e+008
POISSON 0.3
DENSITY 76.8195
ALPHA 1.2e-005
DAMP 0.03
TYPE STEEL
STRENGTH FY 253200 FU 407800 RY 1.5 RT 1.2
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 CHINESE
13 TO 20 23 24 29 30 33 34 39 40 44 TO 52 54 57 59 71 TO 74 79 TO 82 -
87 TO 90 95 TO 98 103 TO 106 111 TO 114 119 TO 122 127 TO 130 156 168 192 -
193 TO 195 235 TO 238 241 242 245 TO 248 251 TO 258 TABLE ST PIP89X5.0
25 TO 28 31 32 35 TO 38 41 64 66 67 75 TO 78 83 TO 86 91 TO 94 99 TO 102 107 -
108 TO 110 115 TO 118 126 141 TO 143 149 152 154 157 TO 159 163 TO 167 169 -
170 TO 179 181 TO 185 200 TO 228 243 244 249 250 259 TO 297 -
298 TABLE ST PIP76X5.0
MEMBER PROPERTY CHINESE
1 TO 12 186 TO 189 229 TO 232 PRIS YD 0.6 ZD 1.6
MEMBER PROPERTY CHINESE
233 234 PRIS YD 1.6 ZD 0.1
CONSTANTS
BETA 90 MEMB 233 234
MATERIAL STEEL MEMB 13 TO 20 23 TO 41 44 TO 52 54 57 59 64 66 67 71 TO 122 -
126 TO 130 141 TO 143 149 152 154 156 TO 159 163 TO 179 181 TO 185 -
192 TO 195 200 TO 228 235 TO 238 241 TO 298
MATERIAL CONCRETE MEMB 1 TO 12 186 TO 189 229 TO 234
SUPPORTS
15 TO 18 FIXED
99 TO 102 113 114 PINNED
MEMBER RELEASE
13 TO 18 25 TO 28 31 32 35 TO 41 49 51 64 66 67 75 TO 78 83 TO 86 91 TO 94 -
99 TO 102 107 TO 110 115 TO 118 126 141 TO 143 149 152 154 157 TO 159 163 -
164 TO 167 169 TO 179 181 TO 185 192 TO 195 200 TO 228 243 TO 246 249 250 -
259 TO 298 START MY MZ
13 TO 18 25 TO 28 31 32 35 TO 41 49 51 64 66 67 75 TO 78 83 TO 86 91 TO 94 -
99 TO 102 107 TO 110 115 TO 118 126 141 TO 143 149 152 154 157 TO 159 163 -
164 TO 167 169 TO 179 181 TO 185 192 TO 195 200 TO 228 243 TO 246 249 250 -
259 TO 298 END MY MZ
DEFINE UBC LOAD
ZONE 0.075 I 1 RWX 3 RWZ 3 STYP 4
MEMBER WEIGHT
19 20 23 24 29 TO 34 48 50 52 54 71 TO 74 79 TO 82 87 TO 90 95 TO 98 -
103 TO 106 111 TO 114 119 TO 122 156 168 247 248 UNI 0.5
35 UNI 0.1
38 UNI 0.3
41 UNI 0.2
233 234 UNI 1.6
251 TO 258 UNI 0.52
44 TO 47 57 59 127 TO 130 235 TO 238 UNI 0.46
SELFWEIGHT 1
DEFINE WIND LOAD
TYPE 1 WIND 1
INT 0.93 1.09 1.2 HEIG 5 10 15
LOAD 101 LOADTYPE None TITLE UBC X
UBC LOAD X 1
PERFORM ANALYSIS
CHANGE
LOAD 102 LOADTYPE None TITLE UBC Z
UBC LOAD Z 1
PERFORM ANALYSIS
CHANGE
LOAD 103 LOADTYPE None TITLE DEAD
SELFWEIGHT Y -1
MEMBER LOAD
19 20 23 24 29 TO 34 48 50 52 54 71 TO 74 79 TO 82 87 TO 90 95 TO 98 -
103 TO 106 111 TO 114 119 TO 122 156 168 247 248 UNI GY -0.5
35 UNI GY -0.1
38 UNI GY -0.3
41 UNI GY -0.2
233 234 UNI GY -1.6
251 TO 258 UNI GY -0.52
44 TO 47 57 59 127 TO 130 235 TO 238 UNI GY -0.46
PERFORM ANALYSIS
CHANGE
LOAD 104 LOADTYPE None TITLE LIVE
MEMBER LOAD
23 24 33 34 44 45 52 54 57 59 73 74 81 82 89 90 97 98 105 106 113 114 121 -
122 127 128 156 168 235 237 247 248 UNI GY -0.5
233 234 UNI GY -0.8
PERFORM ANALYSIS
CHANGE
LOAD 105 LOADTYPE None TITLE WIND X
WIND LOAD X 0.8 TYPE 1 YR -0.3 9 ZR -1 1
WIND LOAD X 0.8 TYPE 1 XR 0 1 YR 6 9 ZR -3.25 -1
WIND LOAD X 0.8 TYPE 1 XR 0 1 YR 6 9 ZR 1 3.25
WIND LOAD X 1.3 TYPE 1 XR -0.5 0.5 OPEN
WIND LOAD -X 0.5 TYPE 1 XR -19 -15 YR -0.3 6
WIND LOAD -X 0.5 TYPE 1 XR 5 7 YR 6 9.5
WIND LOAD -X 0.5 TYPE 1 XR 2 2.5 YR 6 9 ZR 0.9 3.3
WIND LOAD -X 0.5 TYPE 1 XR 2 2.5 YR 6 9 ZR -3.3 -0.9
WIND LOAD -Z -0.7 TYPE 1 ZR -1.1 -0.9
WIND LOAD -Z 0.7 TYPE 1 ZR 0.9 1.1
PERFORM ANALYSIS
CHANGE
LOAD 106 LOADTYPE None TITLE WIND -X
WIND LOAD X -0.8 TYPE 1 YR 6 9 ZR -1 1
WIND LOAD X -0.8 TYPE 1 XR 2 2.5 YR 6 9 ZR -3.25 -1
WIND LOAD X -0.8 TYPE 1 XR 2 2.5 YR 6 9 ZR 1 3.25
WIND LOAD X -1.3 TYPE 1 XR 2 2.5 OPEN
WIND LOAD -X -0.8 TYPE 1 XR -19 -15 YR -0.3 6
WIND LOAD -X -0.5 TYPE 1 XR -25 -19
WIND LOAD -X -0.5 TYPE 1 XR -0.5 0.5 YR 6 9 ZR 0.9 3.3
WIND LOAD -X -0.5 TYPE 1 XR -0.5 0.5 YR 6 9 ZR -3.3 -0.9
WIND LOAD -Z -0.7 TYPE 1 ZR -1.1 -0.9
WIND LOAD -Z 0.7 TYPE 1 ZR 0.9 1.1
PERFORM ANALYSIS
CHANGE
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19楼
staad是个什么软件？
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20楼
zouhy007 发表于 2014-5-7 22:16 非常感谢，看书上说腹杆是二力杆，但是在staad里面设置成truss后，就是会出现些在高手的建议下，把腹杆 …释放掉局部坐标下的MY MZ已经满足二力杆的计算假定了，没必要释放MX。出现问题和STAAD的计算设置有关系，释放MX有可能引起杆件的刚度矩阵奇异，无法计算。
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