Buckling check and section adequacy for steel

Hi ,

i have modeled a steel foot bridge with a cantilever propped with diagonal member connected to column on one side. Output shows all sections passing. Did the STAAD consider the buckling and torsional effects in column as well? I have low confidence in this area.

input file is attached here.

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 21-Apr-15
END JOB INFORMATION
INPUT WIDTH 79
SET STAR 0
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 0 0.2 0; 3 0 5.30001 0; 4 2 5.30001 0; 5 0 0 -1.9; 6 0 0.2 -1.9;
7 0 5.30001 -1.9; 8 2 5.30001 -1.9; 9 -14.7 0 0; 10 -14.7 0.2 0;
11 -14.7 5.30001 0; 12 -14.7 0 -1.9; 13 -14.7 0.2 -1.9; 14 -14.7 5.30001 -1.9;
15 -13.9263 5.30001 0; 16 -13.1527 5.30001 0; 17 -12.379 5.30001 0;
18 -11.6053 5.30001 0; 19 -10.8316 5.30001 0; 20 -10.0579 5.30001 0;
21 -9.28423 5.30001 0; 22 -8.51054 5.30001 0; 23 -7.73686 5.30001 0;
24 -6.96317 5.30001 0; 25 -6.18949 5.30001 0; 26 -5.4158 5.30001 0;
27 -4.64211 5.30001 0; 28 -3.86843 5.30001 0; 29 -3.09474 5.30001 0;
30 -2.32106 5.30001 0; 31 -1.54737 5.30001 0; 32 -0.773685 5.30001 0;
33 -13.9263 5.30001 -1.9; 34 -13.1527 5.30001 -1.9; 35 -12.379 5.30001 -1.9;
36 -11.6053 5.30001 -1.9; 37 -10.8316 5.30001 -1.9; 38 -10.0579 5.30001 -1.9;
39 -9.28423 5.30001 -1.9; 40 -8.51054 5.30001 -1.9; 41 -7.73686 5.30001 -1.9;
42 -6.96317 5.30001 -1.9; 43 -6.18949 5.30001 -1.9; 44 -5.4158 5.30001 -1.9;
45 -4.64211 5.30001 -1.9; 46 -3.86843 5.30001 -1.9; 47 -3.09474 5.30001 -1.9;
48 -2.32106 5.30001 -1.9; 49 -1.54737 5.30001 -1.9; 50 -0.773685 5.30001 -1.9;
51 -13.9263 6.30001 0; 52 -13.1527 6.30001 0; 53 -12.379 6.30001 0;
54 -11.6053 6.30001 0; 55 -10.8316 6.30001 0; 56 -10.0579 6.30001 0;
57 -9.28423 6.30001 0; 58 -8.51054 6.30001 0; 59 -7.73686 6.30001 0;
60 -6.96317 6.30001 0; 61 -6.18949 6.30001 0; 62 -5.4158 6.30001 0;
63 -4.64211 6.30001 0; 64 -3.86843 6.30001 0; 65 -3.09474 6.30001 0;
66 -2.32106 6.30001 0; 67 -1.54737 6.30001 0; 68 -0.773685 6.30001 0;
69 -13.9263 6.30001 -1.9; 70 -13.1527 6.30001 -1.9; 71 -12.379 6.30001 -1.9;
72 -11.6053 6.30001 -1.9; 73 -10.8316 6.30001 -1.9; 74 -10.0579 6.30001 -1.9;
75 -9.28423 6.30001 -1.9; 76 -8.51054 6.30001 -1.9; 77 -7.73686 6.30001 -1.9;
78 -6.96317 6.30001 -1.9; 79 -6.18949 6.30001 -1.9; 80 -5.4158 6.30001 -1.9;
81 -4.64211 6.30001 -1.9; 82 -3.86843 6.30001 -1.9; 83 -3.09474 6.30001 -1.9;
84 -2.32106 6.30001 -1.9; 85 -1.54737 6.30001 -1.9; 86 -0.773685 6.30001 -1.9;
87 -15.4 5.30001 0; 88 -15.4 5.30001 -1.9; 89 -14.7 6.30001 0;
90 -14.7 6.30001 -1.9; 91 -15.4 6.30001 0; 92 -15.4 6.30001 -1.9;
93 0 6.30001 0; 94 2 6.30001 0; 95 0 6.30001 -1.9; 96 2 6.30001 -1.9;
97 0 5.1 0; 98 0 5.1 -1.9; 99 -14.7 5.1 0; 100 -14.7 5.1 -1.9;
MEMBER INCIDENCES
1 1 2; 2 2 97; 3 3 4; 4 4 2; 5 5 6; 6 6 98; 7 7 8; 8 8 6; 9 3 7; 10 4 8;
11 9 10; 12 10 99; 13 12 13; 14 13 100; 15 11 14; 16 11 15; 17 14 33; 18 15 16;
19 16 17; 20 17 18; 21 18 19; 22 19 20; 23 20 21; 24 21 22; 25 22 23; 26 23 24;
27 24 25; 28 25 26; 29 26 27; 30 27 28; 31 28 29; 32 29 30; 33 30 31; 34 31 32;
35 32 3; 36 33 34; 37 34 35; 38 35 36; 39 36 37; 40 37 38; 41 38 39; 42 39 40;
43 40 41; 44 41 42; 45 42 43; 46 43 44; 47 44 45; 48 45 46; 49 46 47; 50 47 48;
51 48 49; 52 49 50; 53 50 7; 54 33 15; 55 34 16; 56 35 17; 57 36 18; 58 37 19;
59 38 20; 60 39 21; 61 40 22; 62 41 23; 63 42 24; 64 43 25; 65 44 26; 66 45 27;
67 46 28; 68 47 29; 69 48 30; 70 49 31; 71 50 32; 72 15 51; 73 16 52; 74 17 53;
75 18 54; 76 19 55; 77 20 56; 78 21 57; 79 22 58; 80 23 59; 81 24 60; 82 25 61;
83 26 62; 84 27 63; 85 28 64; 86 29 65; 87 30 66; 88 31 67; 89 32 68; 90 33 69;
91 34 70; 92 35 71; 93 36 72; 94 37 73; 95 38 74; 96 39 75; 97 40 76; 98 41 77;
99 42 78; 100 43 79; 101 44 80; 102 45 81; 103 46 82; 104 47 83; 105 48 84;
106 49 85; 107 50 86; 108 51 52; 109 52 53; 110 53 54; 111 54 55; 112 55 56;
113 56 57; 114 57 58; 115 58 59; 116 59 60; 117 60 61; 118 61 62; 119 62 63;
120 63 64; 121 64 65; 122 65 66; 123 66 67; 124 67 68; 125 69 70; 126 70 71;
127 71 72; 128 72 73; 129 73 74; 130 74 75; 131 75 76; 132 76 77; 133 77 78;
134 78 79; 135 79 80; 136 80 81; 137 81 82; 138 82 83; 139 83 84; 140 84 85;
141 85 86; 142 87 11; 143 88 14; 144 11 89; 145 14 90; 146 87 91; 147 88 92;
148 88 87; 149 91 89; 150 89 51; 151 92 90; 152 90 69; 153 3 93; 154 4 94;
155 7 95; 156 8 96; 157 68 93; 159 86 95; 160 95 96; 161 94 96; 162 97 3;
163 98 7; 164 99 11; 165 100 14; 166 98 97; 167 100 99;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 1.99947e+008
POISSON 0.3
DENSITY 76.8191
ALPHA 6e-006
DAMP 0.03
TYPE STEEL
STRENGTH FY 248210 FU 399894 RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY BRITISH
1 2 5 6 11 TO 14 162 TO 167 TABLE ST TUB30020010.0
3 7 16 TO 53 55 57 59 61 63 65 67 69 71 TO 147 149 TO 157 159 TO 160 -
161 TABLE ST TUB1001006.3
9 15 148 TABLE ST TUB1501006.3
10 54 56 58 60 62 64 66 68 70 TABLE ST TUB50506.3
4 8 TABLE ST TUB2001006.3
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 5 9 12 FIXED
LOAD 1 LOADTYPE None  TITLE SELF WEIGHT
SELFWEIGHT Y -1 LIST ALL
LOAD 2 LOADTYPE None  TITLE LIVE LOAD
MEMBER LOAD
3 7 9 10 15 UNI GY -5
54 TO 71 148 UNI GY -3.5
LOAD 4 LOADTYPE None  TITLE IMPOSED LOADS
MEMBER LOAD
3 UNI GY -10
15 54 TO 71 148 UNI GY -0.4
LOAD COMB 3 COMBINATION LOAD CASE 3
1 1.35 2 1.5 4 1.35
PERFORM ANALYSIS
PRINT ANALYSIS RESULTS
LOAD LIST 3
PARAMETER 1
CODE BS5950
BEAM 3 MEMB 1 TO 15 162 TO 165
LY 5.3 MEMB 2 6 12 14 162 TO 165
LY 0.2 MEMB 1 5 11 13
LZ 1.9 MEMB 9 10 15
RATIO 1 MEMB 1 TO 15 162 TO 165
TRACK 2 MEMB 1 TO 15 162 TO 165
CHECK CODE MEMB 1 TO 15 162 TO 165
LOAD LIST 3
PARAMETER 2
CODE BS5950
BEAM 3 MEMB 1 TO 15 162 TO 165
DFF 250 MEMB 3 7 9 10 15
DJ1 3 MEMB 3
DJ2 4 MEMB 3
DJ1 3 MEMB 9
DJ2 7 MEMB 9
DJ1 11 MEMB 15
DJ2 14 MEMB 15
DJ1 7 MEMB 7
DJ2 8 MEMB 7
DJ1 4 MEMB 10
DJ2 8 MEMB 10
RATIO 1 MEMB 3 7 9 10 15
TRACK 4 MEMB 3 7 9 10 15
CHECK CODE MEMB 1 TO 15 162 TO 165
STEEL TAKE OFF LIST 1 TO 15 162 TO 165
FINISH