Hi,
Any one can suggest what is the nodal displacement limit/criteria for steel frame use to support GRC Panel Cladding.
Say for example i will be fixing the frame between slab to slab at a height of 4.2mtr. As per staad max displacement is 8.88mm.
What is the allowable as per BS 5950. Staad input is attached for reference.
Thanks in Advance.
Hi guys. I got the above error when run the analysis. Please someone help me to figure what's the issue causing the problem. Thank you guys in advance!
1. STAAD SPACE
INPUT FILE: Circle Elevated Mushroom.STD
2. START JOB INFORMATION
3. ENGINEER DATE 17-JUN-19
4. END JOB INFORMATION
5. INPUT WIDTH 79
6. UNIT METER KN
7. JOINT COORDINATES
8. 2 13 0 0; 3 13 10.5 0; 4 0 12 0; 8 17 10.5 0; 9 17 16 0; 10 0 16.5 0
9. 11 18 19.5 0; 12 14.4645 0 3.53553; 13 14.4645 10.5 3.53553
10. 14 5.27208 12 12.7279; 15 17.2929 10.5 0.707107; 16 17.2929 16 0.707107
11. 17 5.27208 16.5 12.7279; 18 18 0 5; 19 18 10.5 5; 20 18 12 18; 21 18 10.5 1
12. 22 18 16 1; 23 18 16.5 18; 24 21.5355 0 3.53553; 25 21.5355 10.5 3.53553
13. 26 30.7279 12 12.7279; 27 18.7071 10.5 0.707107; 28 18.7071 16 0.707107
14. 29 30.7279 16.5 12.7279; 30 23 0 6.12303E-016; 31 23 10.5 6.12303E-016
15. 32 36 12 2.20429E-015; 33 19 10.5 1.22461E-016; 34 19 16 1.22461E-016
16. 35 36 16.5 2.20429E-015; 36 21.5355 0 -3.53553; 37 21.5355 10.5 -3.53553
17. 38 30.7279 12 -12.7279; 39 18.7071 10.5 -0.707107; 40 18.7071 16 -0.707107
18. 41 30.7279 16.5 -12.7279; 42 18 0 -5; 43 18 10.5 -5; 44 18 12 -18
19. 45 18 10.5 -1; 46 18 16 -1; 47 18 16.5 -18; 48 14.4645 0 -3.53553
20. 49 14.4645 10.5 -3.53553; 50 5.27208 12 -12.7279; 51 17.2929 10.5 -0.707
21. 52 17.2929 16 -0.707107; 53 5.27208 16.5 -12.7279
22. MEMBER INCIDENCES
23. 1 2 3; 2 3 4; 6 3 8; 7 4 10; 11 3 13; 13 8 15; 15 10 17; 16 12 13; 17 13 14
24. 18 13 15; 19 14 17; 23 13 19; 25 15 21; 27 17 23; 28 18 19; 29 19 20; 30 19 21
25. 31 20 23; 35 19 25; 37 21 27; 39 23 29; 40 24 25; 41 25 26; 42 25 27; 43 26 29
26. 47 25 31; 49 27 33; 51 29 35; 52 30 31; 53 31 32; 54 31 33; 55 32 35; 59 31 37
27. 61 33 39; 63 35 41; 64 36 37; 65 37 38; 66 37 39; 67 38 41; 71 37 43; 73 39 45
28. 75 41 47; 76 42 43; 77 43 44; 78 43 45; 79 44 47; 83 43 49; 85 45 51; 87 47 53
29. 88 48 49; 89 49 50; 90 49 51; 91 50 53; 95 49 3; 97 51 8; 99 53 10
30. ELEMENT INCIDENCES SHELL
31. 101 12 2 3 13; 102 13 14 4 3; 103 3 8 15 13; 104 8 9 16 15; 105 10 11 17
32. 106 10 17 14 4; 107 18 12 13 19; 108 19 20 14 13; 109 13 15 21 19
33. 110 15 16 22 21; 111 17 11 23; 112 17 23 20 14; 113 24 18 19 25
34. 114 25 26 20 19; 115 19 21 27 25; 116 21 22 28 27; 117 23 11 29
35. 118 23 29 26 20; 119 30 24 25 31; 120 31 32 26 25; 121 25 27 33 31
36. 122 27 28 34 33; 123 29 11 35; 124 29 35 32 26; 125 36 30 31 37
37. 126 37 38 32 31; 127 31 33 39 37; 128 33 34 40 39; 129 35 11 41
38. 130 35 41 38 32; 131 42 36 37 43; 132 43 44 38 37; 133 37 39 45 43
STAAD SPACE -- PAGE NO. 2
39. 134 39 40 46 45; 135 41 11 47; 136 41 47 44 38; 137 48 42 43 49
40. 138 49 50 44 43; 139 43 45 51 49; 140 45 46 52 51; 141 47 11 53
41. 142 47 53 50 44; 143 2 48 49 3; 144 3 4 50 49; 145 49 51 8 3; 146 51 52 9 8
42. 147 53 11 10; 148 53 10 4 50
43. ELEMENT PROPERTY
44. 101 105 107 111 113 117 119 123 125 129 131 135 137 141 143 147 THICKNESS 0.2
45. 102 TO 104 106 108 TO 110 112 114 TO 116 118 120 TO 122 124 126 TO 128 130 -
46. 132 TO 134 136 138 TO 140 142 144 TO 146 148 THICKNESS 0.25
47. DEFINE MATERIAL START
48. ISOTROPIC CONCRETE
49. E 2.17185E+007
50. POISSON 0.17
51. DENSITY 23.5616
52. ALPHA 1E-005
53. DAMP 0.05
54. TYPE CONCRETE
55. STRENGTH FCU 27579
56. END DEFINE MATERIAL
57. MEMBER PROPERTY AMERICAN
58. 15 27 39 51 63 75 87 99 PRIS YD 0.45 ZD 0.65
59. 7 19 31 43 55 67 79 91 PRIS YD 0.45 ZD 0.45
60. 2 6 11 13 17 18 23 25 29 30 35 37 41 42 47 49 53 54 59 61 65 66 71 73 77 78 -
61. 83 85 89 90 95 97 PRIS YD 0.7 ZD 0.45
62. 1 16 28 40 52 64 76 88 PRIS YD 0.7 ZD 0.5
63. CONSTANTS
64. MATERIAL CONCRETE ALL
65. SUPPORTS
66. 2 12 18 24 30 36 42 48 FIXED
67. ELEMENT LOAD
68. 104 TRAP JT 45 3.75 3.75 45
*** ERROR *** ABOVE LINE CONTAINS ERRONEOUS DATA.
DATA-CHECK MODE IS ENTERED.
69. 106 TRAP JT 0 0 33.75 33.75
Hello,
I have defined 2 envelopes in my model. One for Deflection check and one for Strength. For some reason, STAAD is reporting unity ratio worst for deflection check instead of strength. Can you please let me know how to command STAAD to only check deflection for service envelope.
Thanks
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 1-JUNE-19
JOB NAME Harmon
JOB REF RTU-02 Platform
END JOB INFORMATION
INPUT WIDTH 79
UNIT INCHES POUND
JOINT COORDINATES
1 -132 -12 -36; 2 -132 -12 24; 3 -60 -12 -36; 4 -59.9964 -12 24; 5 12 -12 -36;
6 12.0036 -12 24; 7 84 -12 -36; 8 84 -12 24; 9 137.996 -12 -36;
10 137.996 -12 0; 11 192 -12 -36; 12 192 -12 0; 13 192 6 -36; 14 192 6 0;
15 192 24 -36; 16 192 24 0; 17 137.996 41.996 -36; 18 137.996 41.996 0;
19 137.996 59.996 -36; 20 137.996 59.996 0; 21 137.996 77.996 -36;
22 137.996 77.996 0; 23 -132 96 -36; 24 -132 96 24; 25 -60 96 -36;
26 -60 96 24; 27 12 96 -36; 28 12.0036 96 24; 29 84 96 -36; 30 84 96 0;
31 84 96 24; 32 84 114 -36; 33 84 114 0; 34 -132 117 -36; 35 -132 117 24;
36 -60 117 -36; 37 12 117 -36; 38 84 117 -36; 39 84 132 -36; 40 84 132 0;
41 -132 138 -36; 42 -132 138 24; 43 -60 138 -36; 44 12 138 -36; 45 84 138 -36;
46 84 138 0; 47 84 117 24; 48 84 138 24; 49 84 117 0;
MEMBER INCIDENCES
1 11 13; 2 12 14; 3 9 17; 4 10 18; 5 17 11; 6 18 12; 7 13 15; 8 14 16; 9 13 19;
10 20 14; 11 17 18; 12 1 23; 13 2 24; 14 3 25; 15 4 26; 16 5 27; 17 6 28;
18 7 29; 19 8 31; 20 17 19; 21 18 20; 22 15 21; 23 16 22; 24 19 21; 25 20 22;
26 29 17; 27 30 18; 28 32 19; 29 33 20; 30 23 24; 31 23 25; 32 24 26; 33 25 26;
34 25 27; 35 26 28; 36 27 28; 37 27 29; 38 28 31; 39 30 29; 40 31 30; 41 21 39;
42 22 40; 43 29 32; 44 30 33; 45 23 34; 46 24 35; 47 25 36; 48 27 37; 49 32 38;
50 34 35; 51 36 34; 52 37 36; 53 38 37; 54 33 49; 55 38 39; 56 34 41; 57 35 42;
58 36 43; 59 37 44; 60 39 45; 61 40 46; 62 41 42; 63 43 41; 64 44 43; 65 45 44;
66 31 47; 67 47 48; 68 48 46; 69 49 40; 70 47 49;
MEMBER RELEASE
11 30 33 36 40 START MY MZ
11 30 33 36 39 END MY MZ
DEFINE MATERIAL START
ISOTROPIC STEEL
E 2.9e+007
POISSON 0.3
DENSITY 0.283
ALPHA 6e-006
DAMP 0.03
TYPE STEEL
STRENGTH FY 36000 FU 58000 RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 2 7 TO 10 20 TO 25 28 29 41 TO 70 TABLE ST HSSP1.900X0.12
3 4 12 TO 19 TABLE ST HSST2X2X0.125
5 6 26 27 TABLE ST MC10X8
11 30 TO 40 TABLE ST C3X5
CONSTANTS
BETA 180 MEMB 6 27 30 32 35 38 TO 40
MATERIAL STEEL ALL
SUPPORTS
24 26 28 31 FIXED BUT FX FY MX MY MZ
1 TO 12 FIXED
LOAD 1 LOADTYPE Dead TITLE DEAD
SELFWEIGHT Y -1
UNIT FEET POUND
MEMBER LOAD
33 36 UNI GY -48
30 39 UNI GY -24
5 6 26 27 UNI GY -12
LOAD 2 LOADTYPE Roof Live TITLE LIVE ROOF
MEMBER LOAD
33 36 UNI GY -360
30 39 40 UNI GY -180
5 6 26 27 UNI GY -150
LOAD 3 LOADTYPE Roof Live REDUCIBLE TITLE LIVE STAIR CONC 1000 LBS
MEMBER LOAD
11 CON GY -1000 0.05
33 36 UNI GY -360
30 39 40 UNI GY -180
LOAD 4 LOADTYPE Snow TITLE SNOW BALANCED
MEMBER LOAD
33 36 UNI GY -126
30 39 40 UNI GY -63
5 6 26 27 UNI GY -31.5
LOAD 5 LOADTYPE Snow TITLE SNOW DRIFT
MEMBER LOAD
30 TRAP GY -22.56 -89.68
33 36 TRAP GY -45.11 -179.36
39 TRAP GY -62.83 -22.56
40 TRAP GY -89.68 -62.83
LOAD 6 LOADTYPE Ice TITLE ICE
MEMBER LOAD
33 36 UNI GY -119.3
30 39 40 UNI GY -59.65
5 6 26 27 UNI GY -29.83
3 4 12 TO 19 UNI GY -13.85
11 30 TO 40 UNI GY -13.05
5 6 26 27 UNI GY -23.21
1 2 7 TO 10 20 TO 25 27 TO 29 41 TO 48 50 TO 53 55 TO 59 62 TO 70 UNI GY -6.96
LOAD 7 LOADTYPE Wind TITLE WIND X
MEMBER LOAD
6 27 UNI GX 7.71
12 13 UNI GX 19.76
11 30 UNI GX 26.34
LOAD 8 LOADTYPE Wind TITLE WIND -X
MEMBER LOAD
5 6 26 27 UNI GX -7.71
3 4 18 19 UNI GX -19.76
11 39 40 UNI GX -26.34
LOAD 9 LOADTYPE Wind TITLE WIND Z
MEMBER LOAD
5 26 UNI GZ 69.59
3 12 14 16 18 UNI GZ 20.88
31 34 37 UNI GZ 27.84
LOAD 10 LOADTYPE Wind TITLE WIND -Z
MEMBER LOAD
6 27 UNI GZ -69.59
4 19 UNI GZ -20.88
LOAD 11 LOADTYPE Wind on Ice TITLE WIND ON ICE X
MEMBER LOAD
6 27 UNI GX 5.71
12 13 UNI GX 8.2
11 30 UNI GX 9.56
LOAD 12 LOADTYPE Wind on Ice TITLE WIND ON ICE -X
MEMBER LOAD
5 6 26 27 UNI GX -5.71
3 4 18 19 UNI GX -8.2
11 39 40 UNI GX -9.56
LOAD 13 LOADTYPE Wind on Ice TITLE WIND ON ICE Z
MEMBER LOAD
5 26 UNI GZ 18.73
3 12 14 16 18 UNI GZ 8.67
31 34 37 UNI GZ 10.1
LOAD 14 LOADTYPE Wind on Ice TITLE WIND ON ICE -Z
MEMBER LOAD
6 27 UNI GZ -18.75
4 19 UNI GZ -8.67
LOAD 15 LOADTYPE Seismic TITLE EL NOTIONAL X+
NOTIONAL LOAD
1 X 0.02
LOAD 16 LOADTYPE Seismic TITLE EL NOTIONAL X-
NOTIONAL LOAD
1 X -0.02
LOAD 17 LOADTYPE Seismic TITLE EL NOTIONAL Z+
NOTIONAL LOAD
1 Z 0.02
LOAD 18 LOADTYPE Seismic TITLE EL NOTIONAL Z-
NOTIONAL LOAD
1 Z -0.02
LOAD 19 LOADTYPE Temperature TITLE TEMPERATURE+
LOAD 20 LOADTYPE Temperature TITLE TEMPERATURE-
LOAD COMB 101 D
1 1.0
LOAD COMB 102 D+LR
1 1.0 2 1.0
LOAD COMB 103 D+LR2
1 1.0 3 1.0
LOAD COMB 104 D+S
1 1.0 4 1.0 5 1.0
LOAD COMB 105 D+0.75LR
1 1.0 2 0.75
LOAD COMB 106 D+0.75LR2
1 1.0 3 0.75
LOAD COMB 107 D+0.75S
1 1.0 4 0.75 5 0.75
LOAD COMB 108 D+WX+
1 1.0 7 1.0
LOAD COMB 109 D+WX-
1 1.0 8 1.0
LOAD COMB 110 D+WZ+
1 1.0 9 1.0
LOAD COMB 111 D+WZ-
1 1.0 10 1.0
LOAD COMB 112 D+0.7EX+
1 1.0 15 0.7
LOAD COMB 113 D+0.7EX-
1 1.0 16 0.7
LOAD COMB 114 D+0.7EZ+
1 1.0 17 0.7
LOAD COMB 115 D+0.7EZ-
1 1.0 18 0.7
LOAD COMB 116 D+0.75WX++0.75LR
1 1.0 7 0.75 2 0.75
LOAD COMB 117 D+0.75WX-+0.75LR
1 1.0 8 0.75 2 0.75
LOAD COMB 118 D+0.75WZ++0.75LR
1 1.0 9 0.75 2 0.75
LOAD COMB 119 D+0.75WZ-+0.75LR
1 1.0 10 0.75 2 0.75
LOAD COMB 120 D+0.75WX++0.75LR2
1 1.0 7 0.75 3 0.75
LOAD COMB 121 D+0.75WX-+0.75LR2
1 1.0 8 0.75 3 0.75
LOAD COMB 122 D+0.75WZ++0.75LR2
1 1.0 9 0.75 3 0.75
LOAD COMB 123 D+0.75WZ-+0.75LR2
1 1.0 10 0.75 3 0.75
LOAD COMB 124 D+0.75EX++0.75LR
1 1.0 15 0.75 2 0.75
LOAD COMB 125 D+0.75EX-+0.75LR
1 1.0 16 0.75 2 0.75
LOAD COMB 126 D+0.75EZ++0.75LR
1 1.0 17 0.75 2 0.75
LOAD COMB 127 D+0.75EZ-+0.75LR
1 1.0 18 0.75 2 0.75
LOAD COMB 128 D+0.75EX++0.75LR2
1 1.0 15 0.75 3 0.75
LOAD COMB 129 D+0.75EX-+0.75LR2
1 1.0 16 0.75 3 0.75
LOAD COMB 130 D+0.75EZ++0.75LR2
1 1.0 17 0.75 3 0.75
LOAD COMB 131 D+0.75EZ-+0.75LR2
1 1.0 18 0.75 3 0.75
LOAD COMB 132 D+0.75WX++0.75S
1 1.0 7 0.75 4 0.75 5 0.75
LOAD COMB 133 D+0.75WX-+0.75S
1 1.0 8 0.75 4 0.75 5 0.75
LOAD COMB 134 D+0.75WZ++0.75S
1 1.0 9 0.75 4 0.75 5 0.75
LOAD COMB 135 D+0.75WZ-+0.75S
1 1.0 10 0.75 4 0.75 5 0.75
LOAD COMB 136 D+0.525EX++0.75S
1 1.0 15 0.525 4 0.75 5 0.75
LOAD COMB 137 D+0.525EX-+0.75S
1 1.0 16 0.525 4 0.75 5 0.75
LOAD COMB 138 D+0.525EZ++0.75S
1 1.0 17 0.525 4 0.75 5 0.75
LOAD COMB 139 D+0.525EZ-+0.75S
1 1.0 18 0.525 4 0.75 5 0.75
LOAD COMB 140 0.6D+WX+
1 0.6 7 1.0
LOAD COMB 141 0.6D+WX-
1 0.6 8 1.0
LOAD COMB 142 0.6D+WZ+
1 0.6 9 1.0
LOAD COMB 143 0.6D+WZ-
1 0.6 10 1.0
LOAD COMB 144 0.6D+0.7EX+
1 0.6 15 0.7
LOAD COMB 145 0.6D+0.7EX-
1 0.6 16 0.7
LOAD COMB 146 0.6D+0.7EZ+
1 0.6 17 0.7
LOAD COMB 147 0.6D+0.7EZ-
1 0.6 18 0.7
LOAD COMB 201 D+0.7IL
1 1.0 6 0.7
LOAD COMB 202 D+0.7IL+0.7WILX++S
1 1.0 6 0.7 11 0.7 4 1.0 5 1.0
LOAD COMB 203 D+0.7IL+0.7WILX-+S
1 1.0 6 0.7 12 0.7 4 1.0 5 1.0
LOAD COMB 204 D+0.7IL+0.7WILZ++S
1 1.0 6 0.7 13 0.7 4 1.0 5 1.0
LOAD COMB 205 D+0.7IL+0.7WILZ-+S
1 1.0 6 0.7 14 0.7 4 1.0 5 1.0
LOAD COMB 206 D+0.7IL+0.7WILX+
1 1.0 6 0.7 11 0.7
LOAD COMB 207 D+0.7IL+0.7WILX-
1 1.0 6 0.7 12 0.7
LOAD COMB 208 D+0.7IL+0.7WILZ+
1 1.0 6 0.7 13 0.7
LOAD COMB 209 D+0.7IL+0.7WILZ-
1 1.0 6 0.7 14 0.7
LOAD COMB 301 1.4D
1 1.4
LOAD COMB 302 1.2D+0.5LR
1 1.2 2 0.5
LOAD COMB 303 1.2D+0.5LR2
1 1.2 3 0.5
LOAD COMB 304 1.2D+0.5S
1 1.2 4 0.5 5 0.5
LOAD COMB 305 1.2D+1.6LR+0.8WX+
1 1.2 2 1.6 7 0.8
LOAD COMB 306 1.2D+1.6LR+0.8WX-
1 1.2 2 1.6 8 0.8
LOAD COMB 307 1.2D+1.6LR+0.8WZ+
1 1.2 2 1.6 9 0.8
LOAD COMB 308 1.2D+1.6LR+0.8WZ-
1 1.2 2 1.6 10 0.8
LOAD COMB 309 1.2D+1.6LR2+0.8WX+
1 1.2 3 1.6 7 0.8
LOAD COMB 310 1.2D+1.6LR2+0.8WX-
1 1.2 3 1.6 8 0.8
LOAD COMB 311 1.2D+1.6LR2+0.8WZ+
1 1.2 3 1.6 9 0.8
LOAD COMB 312 1.2D+1.6LR2+0.8WZ-
1 1.2 3 1.6 10 0.8
LOAD COMB 313 1.2D+1.6S+0.8WX+
1 1.2 4 1.6 5 1.6 7 0.8
LOAD COMB 314 1.2D+1.6S+0.8WX-
1 1.2 4 1.6 5 1.6 8 0.8
LOAD COMB 315 1.2D+1.6S+0.8WZ+
1 1.2 4 1.6 5 1.6 9 0.8
LOAD COMB 316 1.2D+1.6S+0.8WZ-
1 1.2 4 1.6 5 1.6 10 0.8
LOAD COMB 317 1.2D+0.5LR+1.6WX+
1 1.2 2 0.5 7 1.6
LOAD COMB 318 1.2D+0.5LR+1.6WX-
1 1.2 2 0.5 8 1.6
LOAD COMB 319 1.2D+0.5LR+1.6WZ+
1 1.2 2 0.5 9 1.6
LOAD COMB 320 1.2D+0.5LR+1.6WZ-
1 1.2 2 0.5 10 1.6
LOAD COMB 321 1.2D+0.5LR2+1.6WX+
1 1.2 3 0.5 7 1.6
LOAD COMB 322 1.2D+0.5LR2+1.6WX-
1 1.2 3 0.5 8 1.6
LOAD COMB 323 1.2D+0.5LR2+1.6WZ+
1 1.2 3 0.5 9 1.6
LOAD COMB 324 1.2D+0.5LR2+1.6WZ-
1 1.2 3 0.5 10 1.6
LOAD COMB 325 1.2D+0.5S+1.6WX+
1 1.2 4 0.5 5 0.5 7 1.6
LOAD COMB 326 1.2D+0.5S+1.6WX-
1 1.2 4 0.5 5 0.5 8 1.6
LOAD COMB 327 1.2D+0.5S+1.6WZ+
1 1.2 4 0.5 5 0.5 9 1.6
LOAD COMB 328 1.2D+0.5S+1.6WZ-
1 1.2 4 0.5 5 0.5 10 1.6
LOAD COMB 329 1.2D+EX++0.2S
1 1.2 15 1.0 4 0.2 5 0.2
LOAD COMB 330 1.2D+EX-+0.2S
1 1.2 16 1.0 4 0.2 5 0.2
LOAD COMB 331 1.2D+EZ++0.2S
1 1.2 17 1.0 4 0.2 5 0.2
LOAD COMB 332 1.2D+EZ-+0.2S
1 1.0 18 1.0 4 1.0 5 1.0
LOAD COMB 333 0.9D+1.6WX+
1 0.9 7 1.6
LOAD COMB 334 0.9D+1.6WX-
1 0.9 8 1.6
LOAD COMB 335 0.9D+1.6WZ+
1 0.9 9 1.6
LOAD COMB 336 0.9D+1.6WZ-
1 0.9 10 1.6
LOAD COMB 337 0.9D+EX+
1 0.9 15 1.6
LOAD COMB 338 0.9D+EX-
1 0.9 16 1.6
LOAD COMB 339 0.9D+EZ+
1 0.9 17 1.6
LOAD COMB 340 0.9D+EZ-
1 0.9 18 1.6
LOAD COMB 401 1.2D+0.2I+0.5S
1 1.2 6 0.2 4 0.5 5 0.5
LOAD COMB 402 1.2D+I+WIX++0.5S
1 1.2 6 1.0 11 1.0 4 0.5 5 0.5
LOAD COMB 403 1.2D+I+WIX-+0.5S
1 1.2 6 1.0 12 1.0 4 0.5 5 0.5
LOAD COMB 404 1.2D+I+WIZ++0.5S
1 1.2 6 1.0 13 1.0 4 0.5 5 0.5
LOAD COMB 405 1.2D+I+WIZ-+0.5S
1 1.2 6 1.0 14 1.0 4 0.5 5 0.5
LOAD COMB 406 0.9D+I+WIX+
1 0.9 6 1.0 11 1.0
LOAD COMB 407 0.9D+I+WIX-
1 0.9 6 1.0 12 1.0
LOAD COMB 408 0.9D+I+WIZ+
1 0.9 6 1.0 13 1.0
LOAD COMB 409 0.9D+I+WIZ-
1 0.9 6 1.0 14 1.0
PERFORM ANALYSIS
DEFINE ENVELOPE
101 TO 147 201 TO 209 ENVELOPE 1 TYPE SERVICEABILITY
301 TO 340 401 TO 409 ENVELOPE 2 TYPE STRENGTH
END DEFINE ENVELOPE
LOAD LIST ENV 1 2
PARAMETER 1
CODE AISC UNIFIED 2010
METHOD LRFD
TORSION 1 MEMB 5 6 11 26 27 30 TO 40
FYLD 6.624e+006 MEMB 3 4 12 TO 19
FYLD 5.184e+006 MEMB 1 2 5 TO 11 20 TO 70
FU 8.352e+006 ALL
RATIO 0.8 ALL
DJ2 2 ALL
DJ1 1 ALL
DFF 360 ALL
CHECK CODE ALL
FINISH
Is there any way to copy a layout from one RAM model to another? We have a RAM model that multiple people were working on so we saved copies to tackle different floors and would not like to merge them back together with their latest updates.
PUNCHING SHEAR CHECK CALCULATION IS NOT GENERATED(MISSING0 WHILE DESINGING IN STAAD FOUNDATION FOR A PARTICULAR STAAD MODEL, INSERTING THE MODEL FOR THE QUIKEST POSSIBLE SOLUTION.
KINDLY REVERT AS SOON AS POSSIBLEcommunities.bentley.com/.../L_2D00_Shaped_5F00_combined_5F00_Final.sfa
communities.bentley.com/.../eurocode-check.STD
hello all,
i am using eurocode for the structure design, where load envelope for serviceability not working properly.
eventhough i have specified the envelope, the result is not showing the member failed for stress in the graphical interface
it is giving only the latest parameter result.
I have attached the model.
I have tried in single parameter with both stress and serviceability envelope but it is not checking for deflection in serviceability load cases.
Please advice how to proceed.
REgards
senthilkumar.B
I am using on RAM Connection in STAAD to design a gusset base plate connection. However, the shear applied to the anchor bolts does not match the reaction in STAAD. I think a sign has been reversed when STAAD moves the loads into RAM. I have an included an example below. Please let me know if the signs on the shear and moment loads are correctly carried through in RAM. I am using the latest version of STAAD Pro (now version 22.01.00.39). See the attached images and files.
communities.bentley.com/.../3487.Gusset-BP-Check-_2800_FBD_2900_.pdf
I have a 10" slab with Gr. 60 #6 at 18" OC each way T&B (steel density provided= .0024 each face) and I'm getting a design status error for ACI 318-14 section 8.6.1.1 (minimum steel). When I use the section audit, it appears as though the steel is accounted for and developed and has sufficient density (.0022). I'm confused at what is prompting this error - any help? Thank you,.
Hello,
I am having trouble finding guidance on the inputs for Deck/Slab Property Information>Noncomposite Floor System in the modeler.
I am using a 1.5" deep PLB Verco Roof deck. Under Diaphragm, would the effective thickness be the thickness of the gauge metal (20 GA), the overall thickness of the metal deck (1.5") or somewhere in between??
Thank you!!
I have a question regarding the calculated parameters for controlling combined column loads. I am validating the design for a column supporting a transfer girder. The girder delivers a factored load of around 325k and frames into the strong axis of the column. The eccentricities are set to the default of the (column depth/2) + 2.5". The report below shows the correct eccentricities listed, but I don't follow how the moments are being calculated. I expected to see Mx = 325 kip * (9.9in/12) = 268 kip-ft. The column is an edge column with girders framing into both sides of the weak axis and the transfer girder framing into the strong axis on one side. Any help would be greatly appreciated.
Thanks!
i am getting an error when I run the data check on my structural system model. It is saying column was found without a support at a level. I can not figure out what is going on because the exact scenario adjacent to my error is working correctly. Can I send you the model to look at?
Respected sir,
My name is Nihar Shah. I recently start using staad pro. But some how i face some difficulties in giving earthquake in staad pro. Bcs it is apply by two method one method is joint method and 2nd method is lump mass or member weight or floor weight
but i want to know the reason when we apply earthquake by lump mass we have to remove all global directions and also negative sign.
i just cant understand logic behind this can u pls explain.
Thank u
I am working on a 2 story Rectangular Masonry Building and the first floor has 8" Hollow core slab with 2" topping. I am currently modelling the structure in RAM and considering the Hollow core slab system as a rigid diaphragm. I don't need to design the Hollow Core slab but I still need the diaphragm forces distributed properly to my shear walls. I am modelling the floor as a regular 8" concrete slab as a rigid diaphragm. Will this work or is there a better way of going about this.
Thank you
Hi Everyone.
we face a problem while extracting beam section forces results for a beam with torsion property. while the member is defined with torsion property, post extraction the result needs further processing to convert all the torsion moments into equivalent shear & moments and then use in design. is there any way to avoid this torsion moment in the results even though the torsion property is given in member definition.
In the bolt shear design check for slip critical bolts using 1 1/4" A325 SC (Class A), the minimum bolt pretension is taken as 81 kips when it should read 71 kips as per AISC table J3.1. Model along with snap shots attached.
Hi,
Is it possible to save a template for the user reinforcement?
Many thanks,
Leticia
I'm running a RAM Concept model with customized load combos to consider staged pre-stressing in the PT beams.
The following errors occurred while it's running. My question is if there are some rules i can follow to make sure such errors don't occur? Also does Concept still check the load combo even if it identifies it as an error?
Thanks very much!
The analysis is being completed with "Some Warnings Found." Those warnings are "Local Instabilities at the circled nodes." Is there a way to delete these joints or stabilize the nodes? Is there a different method you would use to model this "lintel elevation" so I could avoid having nodes at this elevation?
Hello,
I have a very simple model in STAAD right now. I don't understand why STAAD is showing Torsion in some members even for Load Case 1 which is a Dead Load case. Can someone please explain this.
Thanks
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 18-Jun-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0; 2 6.5 0 0; 3 6.5 0 6.5; 4 0 0 6.5; 5 0 12.5 0; 6 0 12.5 6.5;
7 6.5 9.5 0; 8 6.5 9.5 6.5; 9 0 8 0; 10 0 8 6.5; 11 6.5 8 0; 12 6.5 8 6.5;
13 -0.25 0 6.5; 14 -0.25 0 0; 15 6.75 0 0; 16 6.75 0 6.5; 17 0 3 0; 18 0 3 6.5;
19 6.5 3 6.5; 20 6.5 3 0;
MEMBER INCIDENCES
1 1 2; 3 4 3; 5 5 9; 6 6 10; 7 2 20; 8 3 19; 9 5 7; 10 6 8; 11 7 8; 12 5 6;
13 10 18; 14 11 7; 15 12 8; 16 9 10; 17 10 12; 18 11 12; 19 9 11; 20 9 17;
21 14 1; 22 13 4; 23 2 15; 24 3 16; 25 17 1; 26 18 4; 27 17 18; 28 19 12;
29 18 19; 30 20 11; 31 20 19; 32 17 20;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 4.176e+006
POISSON 0.3
DENSITY 0.489024
ALPHA 6e-006
DAMP 0.03
TYPE STEEL
STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
1 3 21 TO 24 TABLE ST W10X22
5 TO 8 13 TO 20 25 TO 32 TABLE ST HSST3X3X0.375
9 TO 12 TABLE ST HSSP1.660X0.14
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
13 TO 16 PINNED
LOAD 1 LOADTYPE Dead TITLE DEAD
SELFWEIGHT Y -1 LIST 1 3 5 TO 8 13 TO 32
MEMBER LOAD
16 TO 19 27 29 31 32 UNI GY -0.01625
LOAD 2 LOADTYPE Snow TITLE SNOW SLOPE
JOINT LOAD
5 TO 8 FY -0.2
LOAD 3 LOADTYPE Ice TITLE ICE
JOINT LOAD
5 TO 8 FY -0.152
LOAD 4 LOADTYPE Wind TITLE WINDX+
MEMBER LOAD
5 6 13 16 20 25 TO 27 UNI GX 0.01
1 3 UNI GX 0.21
1 3 UMOM GZ -1.12
LOAD 5 LOADTYPE Wind TITLE WINDX-
MEMBER LOAD
7 8 14 15 18 28 30 31 UNI GX -0.01
1 3 UNI GX -0.21
1 3 UMOM GZ 1.12
LOAD 6 LOADTYPE Wind TITLE WINDZ+
MEMBER LOAD
5 7 14 19 20 25 30 32 UNI GZ 0.01
1 3 UNI GZ 0.22
1 3 UMOM GX 1.21
LOAD 7 LOADTYPE Wind TITLE WINDZ-
MEMBER LOAD
6 8 13 15 17 26 28 29 UNI GZ -0.01
1 3 UNI GZ -0.22
1 3 UMOM GX -1.21
LOAD COMB 11 1.4D
1 1.4
LOAD COMB 12 1.2D+0.5S
1 1.2 3 0.5
LOAD COMB 13 1.2D+1.6S+0.8WX+
1 1.2 2 1.6 4 0.8
LOAD COMB 14 1.2D+1.6S+0.8WX-
1 1.2 2 1.6 5 0.8
LOAD COMB 15 1.2D+1.6S+0.8WZ+
1 1.2 2 1.6 6 0.8
LOAD COMB 16 1.2D+1.6S+0.8WZ-
1 1.2 2 1.6 7 0.8
LOAD COMB 17 1.2D+1.6WX++0.5S
1 1.2 4 1.6 2 0.5
LOAD COMB 18 1.2D+1.6WX-+0.5S
1 1.2 5 1.6 2 0.5
LOAD COMB 19 1.2D+1.6WZ++0.5S
1 1.2 6 1.6 2 0.5
LOAD COMB 20 1.2D+1.6WZ-+0.5S
1 1.2 7 1.6 2 0.5
LOAD COMB 21 1.2D+0.2S
1 1.2 3 0.2
LOAD COMB 22 0.9D+1.6WX+
1 0.9 4 1.6
LOAD COMB 23 0.9D+1.6WX-
1 0.9 5 1.6
LOAD COMB 24 0.9D+1.6WZ+
1 0.9 6 1.6
LOAD COMB 25 0.9D+1.6WZ-
1 0.9 7 1.6
LOAD COMB 26 0.9D
1 0.9
LOAD COMB 31 1.2D+0.2I+0.5S
1 1.2 3 0.2 2 0.5
LOAD COMB 32 1.2D+I+0.5S
1 1.2 3 1.6 2 0.5
LOAD COMB 33 0.9D+I
1 0.9 3 1.0
LOAD COMB 41 D
1 1.0
LOAD COMB 42 D+S
1 1.0 2 1.0
LOAD COMB 43 D+0.75S
1 1.0 2 0.75
LOAD COMB 44 D+WX+
1 1.0 4 1.0
LOAD COMB 45 D+WX-
1 1.0 5 1.0
LOAD COMB 46 D+WZ+
1 1.0 6 1.0
LOAD COMB 47 D+WZ-
1 1.0 7 1.0
LOAD COMB 48 D+0.75WX++0.75S
1 1.0 4 0.75 2 0.75
LOAD COMB 49 D+0.75WX-+0.75S
1 1.0 5 0.75 2 0.75
LOAD COMB 50 D+0.75WZ++0.75S
1 1.0 6 0.75 2 0.75
LOAD COMB 51 D+0.75WZ-+0.75S
1 1.0 7 0.75 2 0.75
LOAD COMB 52 0.6D+WX+
1 0.6 4 1.0
LOAD COMB 53 0.6D+WX-
1 0.6 5 1.0
LOAD COMB 54 0.6D+WZ+
1 0.6 6 1.0
LOAD COMB 55 0.6D+WZ-
1 0.6 7 1.0
LOAD COMB 56 0.6D
1 0.6
LOAD COMB 61 D+0.7I
1 1.0 3 0.7
LOAD COMB 62 D+0.7I+S
1 1.0 3 0.7 2 1.0
LOAD COMB 63 0.6D+0.7I
1 0.6 3 0.7
PERFORM ANALYSIS
DEFINE ENVELOPE
41 TO 56 61 TO 63 ENVELOPE 1 TYPE SERVICEABILITY
11 TO 26 31 TO 33 ENVELOPE 2 TYPE STRENGTH
END DEFINE ENVELOPE
LOAD LIST ENV 1 2
PARAMETER 1
CODE AISC UNIFIED 2010
METHOD LRFD
FYLD 6624 MEMB 5 TO 8 13 15 TO 20 25 TO 32
FYLD 7200 MEMB 1 3 21 TO 24
FU 8352 MEMB 5 TO 8 13 15 TO 20 25 TO 32
FU 9360 MEMB 1 3 21 TO 24
RATIO 0.8 MEMB 1 3 5 TO 8 13 TO 32
DJ2 1 MEMB 5 20 25
DJ1 5 MEMB 5 20 25
DJ2 4 MEMB 6 13 26
DJ1 6 MEMB 6 13 26
DJ2 3 MEMB 8 15 28
DJ1 8 MEMB 8 15 28
DJ2 2 MEMB 7 14 30
DJ1 7 MEMB 7 14 30
DJ2 16 MEMB 3 22 24
DJ1 13 MEMB 3 22 24
DJ2 15 MEMB 1 21 23
DJ1 14 MEMB 1 21 23
DFF 360 MEMB 1 3 5 TO 8 13 TO 32
LZ 5 MEMB 5 TO 8 13 TO 15 20 25 26 28 30
LY 5 MEMB 5 TO 8 13 TO 15 20 25 26 28 30
UNT 0 MEMB 9 TO 12
CHECK CODE MEMB 1 3 5 TO 8 13 TO 32
FINISH
What version is the latest? I'm using version 20.07.11.82, this is outdated I guess.
Thanks.
