Hi..
Is it possible in STAAD.Pro to print modal displacements of a set of selected (listed) nodes alone.
This is being asked because PERFORM ANALYSIS PRINT MODE SHAPES command prints modal displacements of all the nodes, which leaves the user with an ‘all or none’ situation.
regards..
I'm design a building of reinforced concrete structure, using STAAD.Pro Advanced CONNECT Edition - Version 21.00.01.12. I met this trouble:
The width & depth of all members are missing. I met this problem firstly when using OS of Windows 7 x64. Then I changed my OS into Windows 10 X64, but the same problem still exists.
Please help me. Thanks.
Here is my model:
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 18-Jan-18
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 -3.15 -0.8 0; 2 -3.15 -0.8 4.8; 3 -3.15 -0.8 9.6; 4 0 -0.8 0; 5 0 -0.8 4.8;
6 0 -0.8 9.6; 7 0 -0.8 14.4; 8 4.2 -0.8 0; 9 4.2 -0.8 4.8; 10 4.2 -0.8 9.6;
11 4.2 -0.8 14.4; 12 10.2 -0.8 0; 13 10.2 -0.8 4.8; 14 10.2 -0.8 9.6;
15 10.2 -0.8 14.4; 16 16.2 -0.8 0; 17 16.2 -0.8 4.8; 18 16.2 -0.8 9.6;
19 16.2 -0.8 14.4; 20 22.2 -0.8 0; 21 22.2 -0.8 4.8; 22 22.2 -0.8 9.6;
23 22.2 -0.8 14.4; 24 28.2 -0.8 0; 25 28.2 -0.8 4.8; 26 28.2 -0.8 9.6;
27 28.2 -0.8 14.4; 28 34 -0.8 0; 29 34 -0.8 4.8; 30 34 -0.8 9.6;
31 34 -0.8 14.4; 32 37.15 -0.8 4.8; 33 37.15 -0.8 9.6; 34 -3.15 2.6 0;
35 -3.15 2.6 4.8; 36 -3.15 2.6 9.6; 37 0 2.6 0; 38 0 2.6 2.5; 39 0 2.6 4.8;
40 0 2.6 7.5; 41 0 2.6 9.6; 42 0 2.6 12.45; 43 0 2.6 14.4; 44 4.2 2.6 0;
45 4.2 2.6 2.5; 46 4.2 2.6 4.8; 47 4.2 2.6 7.5; 48 4.2 2.6 9.6;
49 4.2 2.6 12.45; 50 4.2 2.6 14.4; 51 10.2 2.6 0; 52 10.2 2.6 2.5;
53 10.2 2.6 4.8; 54 10.2 2.6 7.5; 55 10.2 2.6 9.6; 56 10.2 2.6 12.45;
57 10.2 2.6 14.4; 58 16.2 2.6 0; 59 16.2 2.6 2.5; 60 16.2 2.6 4.8;
61 16.2 2.6 7.5; 62 16.2 2.6 9.6; 63 16.2 2.6 12.45; 64 16.2 2.6 14.4;
65 22.2 2.6 0; 66 22.2 2.6 2.5; 67 22.2 2.6 4.8; 68 22.2 2.6 7.5;
69 22.2 2.6 9.6; 70 22.2 2.6 12.45; 71 22.2 2.6 14.4; 72 28.2 2.6 0;
73 28.2 2.6 2.5; 74 28.2 2.6 4.8; 75 28.2 2.6 7.5; 76 28.2 2.6 9.6;
77 28.2 2.6 12.45; 78 28.2 2.6 14.4; 79 34 2.6 0; 80 34 2.6 2.5; 81 34 2.6 4.8;
82 34 2.6 7.5; 83 34 2.6 9.6; 84 34 2.6 12.45; 85 34 2.6 14.4;
86 37.15 2.6 4.8; 87 37.15 2.6 9.6; 88 0 8.3 0; 89 0 8.3 2.88; 90 0 8.3 4.8;
91 0 8.3 5.76; 92 0 8.3 8.64; 93 0 8.3 9.6; 94 0 8.3 11.52; 95 0 8.3 14.4;
96 4.2 8.3 0; 97 4.2 8.3 2.88; 98 4.2 8.3 5.76; 99 4.2 8.3 8.64;
100 4.2 8.3 11.52; 101 4.2 8.3 14.4; 102 10.2 8.3 0; 103 10.2 8.3 2.88;
104 10.2 8.3 5.76; 105 10.2 8.3 8.64; 106 10.2 8.3 11.52; 107 10.2 8.3 14.4;
108 16.2 8.3 0; 109 16.2 8.3 2.88; 110 16.2 8.3 5.76; 111 16.2 8.3 8.64;
112 16.2 8.3 11.52; 113 16.2 8.3 14.4; 114 22.2 8.3 0; 115 22.2 8.3 2.88;
116 22.2 8.3 5.76; 117 22.2 8.3 8.64; 118 22.2 8.3 11.52; 119 22.2 8.3 14.4;
120 28.2 8.3 0; 121 28.2 8.3 2.88; 122 28.2 8.3 5.76; 123 28.2 8.3 8.64;
124 28.2 8.3 11.52; 125 28.2 8.3 14.4; 126 34 8.3 0; 127 34 8.3 2.88;
128 34 8.3 4.8; 129 34 8.3 5.76; 130 34 8.3 8.64; 131 34 8.3 9.6;
132 34 8.3 11.52; 133 34 8.3 14.4;
MEMBER INCIDENCES
1 1 34; 2 2 35; 3 3 36; 4 4 37; 5 5 39; 6 6 41; 7 7 43; 8 8 44; 9 9 46;
10 10 48; 11 11 50; 12 12 51; 13 13 53; 14 14 55; 15 15 57; 16 16 58; 17 17 60;
18 18 62; 19 19 64; 20 20 65; 21 21 67; 22 22 69; 23 23 71; 24 24 72; 25 25 74;
26 26 76; 27 27 78; 28 28 79; 29 29 81; 30 30 83; 31 31 85; 32 32 86; 33 33 87;
34 34 35; 35 35 36; 36 34 37; 37 35 39; 38 36 41; 39 37 38; 40 38 39; 41 39 40;
42 40 41; 43 41 42; 44 42 43; 45 37 44; 46 38 45; 47 39 46; 48 40 47; 49 41 48;
50 42 49; 51 43 50; 52 44 45; 53 45 46; 54 46 47; 55 47 48; 56 48 49; 57 49 50;
58 44 51; 59 45 52; 60 46 53; 61 47 54; 62 48 55; 63 49 56; 64 50 57; 65 51 52;
66 52 53; 67 53 54; 68 54 55; 69 55 56; 70 56 57; 71 51 58; 72 52 59; 73 53 60;
74 54 61; 75 55 62; 76 56 63; 77 57 64; 78 58 59; 79 59 60; 80 60 61; 81 61 62;
82 62 63; 83 63 64; 84 58 65; 85 59 66; 86 60 67; 87 61 68; 88 62 69; 89 63 70;
90 64 71; 91 65 66; 92 66 67; 93 67 68; 94 68 69; 95 69 70; 96 70 71; 97 65 72;
98 66 73; 99 67 74; 100 68 75; 101 69 76; 102 70 77; 103 71 78; 104 72 73;
105 73 74; 106 74 75; 107 75 76; 108 76 77; 109 77 78; 110 72 79; 111 73 80;
112 74 81; 113 75 82; 114 76 83; 115 77 84; 116 78 85; 117 79 80; 118 80 81;
119 81 82; 120 82 83; 121 83 84; 122 84 85; 123 81 86; 124 83 87; 125 86 87;
126 37 88; 127 39 90; 128 41 93; 129 43 95; 130 44 96; 131 50 101; 132 51 102;
133 57 107; 134 58 108; 135 64 113; 136 65 114; 137 71 119; 138 72 120;
139 78 125; 140 79 126; 141 81 128; 142 83 131; 143 85 133; 144 88 89;
145 89 90; 146 90 91; 147 91 92; 148 92 93; 149 93 94; 150 94 95; 151 88 96;
152 89 97; 153 91 98; 154 92 99; 155 94 100; 156 95 101; 157 96 97; 158 97 98;
159 98 99; 160 99 100; 161 100 101; 162 96 102; 163 97 103; 164 98 104;
165 99 105; 166 100 106; 167 101 107; 168 102 103; 169 103 104; 170 104 105;
171 105 106; 172 106 107; 173 102 108; 174 103 109; 175 104 110; 176 105 111;
177 106 112; 178 107 113; 179 108 109; 180 109 110; 181 110 111; 182 111 112;
183 112 113; 184 108 114; 185 109 115; 186 110 116; 187 111 117; 188 112 118;
189 113 119; 190 114 115; 191 115 116; 192 116 117; 193 117 118; 194 118 119;
195 114 120; 196 115 121; 197 116 122; 198 117 123; 199 118 124; 200 119 125;
201 120 121; 202 121 122; 203 122 123; 204 123 124; 205 124 125; 206 120 126;
207 121 127; 208 122 129; 209 123 130; 210 124 132; 211 125 133; 212 126 127;
213 127 128; 214 128 129; 215 129 130; 216 130 131; 217 131 132; 218 132 133;
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
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
END DEFINE MATERIAL
MEMBER PROPERTY AMERICAN
4 TO 31 126 TO 143 PRIS YD 0.6 ZD 0.6
151 156 PRIS YD 0.5 ZD 0.3
39 TO 45 47 49 51 TO 58 60 62 64 TO 71 73 75 77 TO 84 86 88 90 TO 97 99 101 -
103 TO 110 112 114 116 TO 122 162 167 173 178 184 189 195 200 206 -
211 PRIS YD 0.6 ZD 0.3
34 TO 38 46 48 50 123 TO 125 152 TO 155 PRIS YD 0.4 ZD 0.25
1 TO 3 32 33 PRIS YD 0.3 ZD 0.3
163 TO 166 174 TO 177 185 TO 188 196 TO 199 207 TO 210 PRIS YD 0.5 ZD 0.25
144 TO 150 157 TO 161 168 TO 172 179 TO 183 190 TO 194 201 TO 205 212 TO 217 -
218 PRIS YD 1.3 ZD 0.5
UNIT MMS NEWTON
MEMBER PROPERTY AMERICAN
59 61 63 72 74 76 85 87 89 98 100 102 111 113 115 PRIS YD 550 ZD 250
UNIT METER KN
CONSTANTS
MATERIAL CONCRETE ALL
SUPPORTS
1 TO 33 FIXED
MEMBER OFFSET
144 TO 150 157 TO 161 168 TO 172 179 TO 183 190 TO 194 201 TO 205 212 TO 217 -
218 START 0 -0.65 0
144 TO 150 157 TO 161 168 TO 172 179 TO 183 190 TO 194 201 TO 205 212 TO 217 -
218 END 0 -0.65 0
39 TO 45 47 49 51 TO 58 60 62 64 TO 71 73 75 77 TO 84 86 88 90 TO 97 99 101 -
103 TO 110 112 114 116 TO 122 162 167 173 178 184 189 195 200 206 -
211 START 0 -0.3 0
39 TO 45 47 49 51 TO 58 60 62 64 TO 71 73 75 77 TO 84 86 88 90 TO 97 99 101 -
103 TO 110 112 114 116 TO 122 162 167 173 178 184 189 195 200 206 -
211 END 0 -0.3 0
151 156 163 TO 166 174 TO 177 185 TO 188 196 TO 199 207 TO 210 START 0 -0.25 0
151 156 163 TO 166 174 TO 177 185 TO 188 196 TO 199 207 TO 210 END 0 -0.25 0
34 TO 38 46 48 50 123 TO 125 152 TO 155 START 0 -0.2 0
34 TO 38 46 48 50 123 TO 125 152 TO 155 END 0 -0.2 0
59 61 63 72 74 76 85 87 89 98 100 102 111 113 115 START 0 -0.275 0
59 61 63 72 74 76 85 87 89 98 100 102 111 113 115 END 0 -0.275 0
MEMBER RELEASE
46 48 50 152 TO 155 START MY MZ
111 113 115 207 TO 210 END MY MZ
46 END MY MZ
48 END MY MZ
50 END MY MZ
59 START MY MZ
61 START MY MZ
63 START MY MZ
DEFINE WIND LOAD
TYPE 1 ASCE10(WINDWARD -CPI)
<! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
ASCE-7-2010:PARAMS 45.000 M/SEC 0 2 1 0 0.000 FT 0.000 FT 0.000 FT 1 -
2 8.300 M 45.000 M 14.400 M 6.500 0.020 0 -
0 0 0 0 0.962 1.000 1.000 0.850 0 -
0 0 0 0.875 0.800 -0.180
!> END GENERATED DATA BLOCK
INT 0.810228 0.810228 0.818314 0.826032 0.833417 0.840501 0.847309 0.853866 -
0.86019 0.866301 0.872214 0.877942 0.883498 0.888894 0.89414 0.89414 HEIG 0 -
4.572 4.85877 5.14554 5.43231 5.71908 6.00585 6.29261 6.57938 6.86615 -
7.15292 7.43969 7.72646 8.01323 8.3 8.3
TYPE 2 ASCE10(WINDWARD +CPI)
<! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
ASCE-7-2010:PARAMS 45.000 M/SEC 0 2 1 0 0.000 FT 0.000 FT 0.000 FT 1 -
2 8.300 M 45.000 M 14.400 M 6.500 0.020 0 -
0 0 0 0 0.962 1.000 1.000 0.850 0 -
0 0 1 0.875 0.800 0.180
!> END GENERATED DATA BLOCK
INT 0.444449 0.444449 0.452535 0.460253 0.467638 0.474721 0.48153 0.488087 -
0.494411 0.500522 0.506434 0.512163 0.517719 0.523115 0.52836 0.52836 HEIG 0 -
4.572 4.85877 5.14554 5.43231 5.71908 6.00585 6.29261 6.57938 6.86615 -
7.15292 7.43969 7.72646 8.01323 8.3 8.3
TYPE 3 ASCE10(LEEWARD -CPI)
<! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
ASCE-7-2010:PARAMS 45.000 M/SEC 0 2 1 0 0.000 FT 0.000 FT 0.000 FT 1 -
2 8.300 M 45.000 M 14.400 M 6.500 0.020 1 -
0 0 0 0 0.962 1.000 1.000 0.850 0 -
0 1 1 0.875 -0.500 -0.180
!> END GENERATED DATA BLOCK
INT -0.261642 -0.261642 -0.261642 HEIG 0 8.3 8.3
TYPE 4 ASCE10(LEEWARD +CPI)
<! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
ASCE-7-2010:PARAMS 45.000 M/SEC 0 2 1 0 0.000 FT 0.000 FT 0.000 FT 1 -
2 8.300 M 45.000 M 14.400 M 6.500 0.020 1 -
0 0 0 0 0.962 1.000 1.000 0.850 0 -
0 1 1 0.875 -0.500 0.180
!> END GENERATED DATA BLOCK
INT -0.627421 -0.627421 -0.627421 HEIG 0 8.3 8.3
TYPE 5 ASCE10(SIDE -CPI)
<! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
ASCE-7-2010:PARAMS 45.000 M/SEC 0 2 1 0 0.000 FT 0.000 FT 0.000 FT 1 -
2 8.300 M 45.000 M 14.400 M 6.500 0.020 2 -
0 0 0 0 0.962 1.000 1.000 0.850 0 -
0 0 1 0.875 -0.700 -0.180
!> END GENERATED DATA BLOCK
INT -0.439454 -0.439454 -0.439454 HEIG 0 8.3 8.3
TYPE 6 ASCE10(SIDE +CPI)
<! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
ASCE-7-2010:PARAMS 45.000 M/SEC 0 2 1 0 0.000 FT 0.000 FT 0.000 FT 1 -
2 8.300 M 45.000 M 14.400 M 6.500 0.020 2 -
0 0 0 0 0.962 1.000 1.000 0.850 0 -
0 0 1 0.875 -0.700 0.180
!> END GENERATED DATA BLOCK
INT -0.805233 -0.805233 -0.805233 HEIG 0 8.3 8.3
TYPE 7 ASCE10(ROOF -CPI)
<! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
ASCE-7-2010:PARAMS 45.000 M/SEC 0 2 1 0 0.000 FT 0.000 FT 0.000 FT 1 -
2 8.300 M 45.000 M 14.400 M 6.500 0.020 0 -
0 0 0 0 0.962 1.000 1.000 0.850 0 -
0 1 1 0.875 -0.960 -0.180
!> END GENERATED DATA BLOCK
INT -0.113895 -0.113895 -0.115834 -0.117685 -0.119456 -0.121155 -0.122787 -
-0.12436 -0.125876 -0.127342 -0.12876 -0.130133 -0.131466 -0.13276 -0.134018 -
-0.67061 HEIG 0 4.572 4.85877 5.14554 5.43231 5.71908 6.00585 6.29261 -
6.57938 6.86615 7.15292 7.43969 7.72646 8.01323 8.3 8.3
TYPE 8 ASCE10(ROOF +CPI)
<! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
ASCE-7-2010:PARAMS 45.000 M/SEC 0 2 1 0 0.000 FT 0.000 FT 0.000 FT 1 -
2 8.300 M 45.000 M 14.400 M 6.500 0.020 0 -
0 0 0 0 0.962 1.000 1.000 0.850 0 -
0 1 1 0.875 -0.960 0.180
!> END GENERATED DATA BLOCK
INT -0.935696 -0.935696 -0.945399 -0.95466 -0.963523 -0.972023 -0.980193 -
-0.988061 -0.995651 -1.00298 -1.01008 -1.01695 -1.02362 -1.03009 -1.03639 -
-1.03639 HEIG 0 4.572 4.85877 5.14554 5.43231 5.71908 6.00585 6.29261 -
6.57938 6.86615 7.15292 7.43969 7.72646 8.01323 8.3 8.3
TYPE 9 ASCE10(PARAPET WINDWARD)
<! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
ASCE-7-2010:PARAMS 45.000 M/SEC 0 2 1 0 0.000 FT 0.000 FT 0.000 FT 1 -
2 8.300 M 45.000 M 14.400 M 6.500 0.020 0 -
0 0 0 0 0.962 1.000 1.000 0.850 0 -
0 0 1 0.875 0.800 0.000
!> END GENERATED DATA BLOCK
INT 0.627338 0.627338 0.635424 0.643142 0.650527 0.657611 0.66442 0.670976 -
0.677301 0.683412 0.689324 0.695052 0.700608 0.706004 0.71125 0.71125 HEIG 0 -
4.572 4.85877 5.14554 5.43231 5.71908 6.00585 6.29261 6.57938 6.86615 -
7.15292 7.43969 7.72646 8.01323 8.3 8.3
TYPE 10 ASCE10(PARAPET LEEWARD)
<! STAAD PRO GENERATED DATA DO NOT MODIFY !!!
ASCE-7-2010:PARAMS 45.000 M/SEC 0 2 1 0 0.000 FT 0.000 FT 0.000 FT 1 -
2 8.300 M 45.000 M 14.400 M 6.500 0.020 1 -
0 0 0 0 0.962 1.000 1.000 0.850 0 -
0 1 1 0.875 -0.500 0.000
!> END GENERATED DATA BLOCK
INT -0.444531 -0.444531 -0.444531 HEIG 0 8.3 8.3
DEFINE IBC 2003
SDS 0.39 SD1 0.19 S1 0.12 IE 1.5 RX 8 RZ 8 SCLASS 4
SELFWEIGHT 1
** Part I of deadload: (copy load case 3)
* selfweight of floor slab 0.15*25=3.75 kN/m2
FLOOR WEIGHT
YRANGE 2.5 2.7 FLOAD 3.75
MEMBER WEIGHT
* uniform weight of wall(1st floor) (5.7-0.5)*(20*0.02+12*0.2+20*0.02)=16.64 kN/m
39 TO 45 48 49 51 TO 55 58 64 71 77 84 90 97 103 110 116 TO 122 UNI 16.7
* uniform weight of parapet wall 2.97 kN/m
144 TO 151 156 162 167 173 178 184 189 195 200 206 211 TO 218 UNI 3
* uniform weight of stair: 5.04/2*(0.18+0.068)*25/cos(29)=17.86 kN/m
38 124 UNI 17.9
* selfweight of roof slab 0.12*25=3 kN/m2
FLOOR WEIGHT
YRANGE 8.2 8.4 FLOAD 3
** Part II of deadload: (copy loadcase 4)
* floor slab finish weight: 1 kN/m2
FLOOR WEIGHT
YRANGE 2.5 2.7 FLOAD 1
MEMBER WEIGHT
* uniform weight of stair: 5.04/2*1.4/cos(29)=4 kN/m
38 124 UNI 4
* roof slab finish weight: 3.9 kN/m2
* ceiling below roof slab: 0.4 kN/m2
FLOOR WEIGHT
YRANGE 8.2 8.4 FLOAD 4.3
LOAD 1 LOADTYPE None TITLE HORIZONTAL EQ LOAD IN TRANSVERSE DIRECTION (ET)
IBC LOAD Z 1
PERFORM ANALYSIS
CHANGE
LOAD 2 LOADTYPE None TITLE HORIZONTAL EQ LOAD IN LONGITUDINAL DIRECTION EL
IBC LOAD X 1
PERFORM ANALYSIS
CHANGE
LOAD 3 LOADTYPE None TITLE SELFWEIGHT (SW)
SELFWEIGHT Y -1
* selfweight of floor slab 0.15*25=3.75 kN/m2
FLOOR LOAD
YRANGE 2.5 2.7 FLOAD -3.75 GY
MEMBER LOAD
* uniform weight of wall(1st floor) (5.7-0.5)*(20*0.02+12*0.2+20*0.02)=16.64 kN/m
39 TO 45 48 49 51 TO 55 58 64 71 77 84 90 97 103 110 116 TO 122 UNI GY -16.7
* uniform weight of parapet wall 2.97 kN/m
144 TO 151 156 162 167 173 178 184 189 195 200 206 211 TO 218 UNI GY -3
* uniform weight of stair: 5.04/2*(0.18+0.068)*25/cos(29)=17.86 kN/m
38 124 UNI GY -17.9
* selfweight of roof slab 0.12*25=3 kN/m2
FLOOR LOAD
YRANGE 8.2 8.4 FLOAD -3 GY
LOAD 4 LOADTYPE None TITLE DEAD/PIPING/HVAC/DUCT/CABLE TRAY/EQUIP LOAD (DL)
* floor slab finish weight: 1 kN/m2
FLOOR LOAD
YRANGE 2.5 2.7 FLOAD -1 GY
MEMBER LOAD
* uniform weight of stair: 5.04/2*1.4/cos(29)=4 kN/m
38 124 UNI GY -4
* roof slab finish weight: 3.9 kN/m2
* ceiling below roof slab: 0.4 kN/m2
FLOOR LOAD
YRANGE 8.2 8.4 FLOAD -4.3 GY
LOAD 5 LOADTYPE None TITLE LIVE LOAD (LL)
FLOOR LOAD
YRANGE 2.5 2.7 FLOAD -11 GY
YRANGE 2.5 3 FLOAD -4 XRANGE 0 4.2 ZRANGE 0 7.5 GY
LOAD 6 LOADTYPE None TITLE ROOF LIVE LOAD (LR)
FLOOR LOAD
YRANGE 8.2 8.4 FLOAD -2 GY
LOAD 7 LOADTYPE None TITLE WIND LOAD - TRANSVERSE (WT1)
*ON walls(auto)
WIND LOAD Z 1 TYPE 1
WIND LOAD -Z 1 TYPE 3
WIND LOAD -X -1 TYPE 5
WIND LOAD -X 1 TYPE 5
*on floors(mannual)
FLOOR LOAD
YRANGE 8.2 8.4 FLOAD 0.67 GY
YRANGE 2.5 2.7 FLOAD 0.67 XRANGE -3.2 0 GY
YRANGE 2.5 2.7 FLOAD 0.67 XRANGE 34 37.15 GY
*on parapets(mannual)
MEMBER LOAD
151 162 173 184 195 206 UNI GZ 0.711
156 167 178 189 200 211 UNI GZ 0.444
LOAD 8 LOADTYPE None TITLE WIND LOAD - TRANSVERSE (WT2)
*ON walls(auto)
WIND LOAD Z -1 TYPE 1
WIND LOAD -Z -1 TYPE 3
WIND LOAD -X -1 TYPE 5
WIND LOAD -X 1 TYPE 5
*on floors(mannual)
FLOOR LOAD
YRANGE 8.2 8.4 FLOAD 0.67 GY
YRANGE 2.5 2.7 FLOAD 0.67 XRANGE -3.2 0 GY
YRANGE 2.5 2.7 FLOAD 0.67 XRANGE 34 37.15 GY
*on parapets(mannual)
MEMBER LOAD
156 167 178 189 200 211 UNI GZ -0.711
151 162 173 184 195 206 UNI GZ -0.444
LOAD 9 LOADTYPE None TITLE WIND LOAD - LONGITUDINAL (WL1)
*ON walls(auto)
WIND LOAD X 1 TYPE 1
WIND LOAD -X 1 TYPE 3
WIND LOAD -Z 1 TYPE 5
WIND LOAD -Z -1 TYPE 5
*on floors(mannual)
FLOOR LOAD
YRANGE 8.2 8.4 FLOAD 0.67 GY
YRANGE 2.5 2.7 FLOAD 0.67 XRANGE -3.2 0 GY
YRANGE 2.5 2.7 FLOAD 0.67 XRANGE 34 37.15 GY
*on parapets(mannual)
MEMBER LOAD
144 TO 150 UNI GX 0.711
212 TO 218 UNI GX 0.444
LOAD 10 LOADTYPE None TITLE WIND LOAD - LONGITUDINAL (WL2)
*ON walls(auto)
WIND LOAD X -1 TYPE 1
WIND LOAD -X -1 TYPE 3
WIND LOAD -Z 1 TYPE 5
WIND LOAD -Z -1 TYPE 5
*on floors(mannual)
FLOOR LOAD
YRANGE 8.2 8.4 FLOAD 0.67 GY
YRANGE 2.5 2.7 FLOAD 0.67 XRANGE -3.2 0 GY
YRANGE 2.5 2.7 FLOAD 0.67 XRANGE 34 37.15 GY
*on parapets(mannual)
MEMBER LOAD
212 TO 218 UNI GX -0.711
144 TO 150 UNI GX -0.444
LOAD 11 LOADTYPE None TITLE WIND LOAD - TRANSVERSE (WT3)
*ON walls(auto)
WIND LOAD Z 1 TYPE 2
WIND LOAD -Z 1 TYPE 4
WIND LOAD -X -1 TYPE 6
WIND LOAD -X 1 TYPE 6
*on floors(mannual)
FLOOR LOAD
YRANGE 8.2 8.4 FLOAD 0.67 GY
YRANGE 2.5 2.7 FLOAD 0.67 XRANGE -3.2 0 GY
YRANGE 2.5 2.7 FLOAD 0.67 XRANGE 34 37.15 GY
*on parapets(mannual)
MEMBER LOAD
151 162 173 184 195 206 UNI GZ 0.711
156 167 178 189 200 211 UNI GZ 0.444
LOAD 12 LOADTYPE None TITLE WIND LOAD - TRANSVERSE (WT4)
*ON walls(auto)
WIND LOAD Z -1 TYPE 2
WIND LOAD -Z -1 TYPE 4
WIND LOAD -X -1 TYPE 6
WIND LOAD -X 1 TYPE 6
*on floors(mannual)
FLOOR LOAD
YRANGE 8.2 8.4 FLOAD 0.67 GY
YRANGE 2.5 2.7 FLOAD 0.67 XRANGE -3.2 0 GY
YRANGE 2.5 2.7 FLOAD 0.67 XRANGE 34 37.15 GY
*on parapets(mannual)
MEMBER LOAD
156 167 178 189 200 211 UNI GZ -0.711
151 162 173 184 195 206 UNI GZ -0.444
LOAD 13 LOADTYPE None TITLE WIND LOAD - LONGITUDINAL (WL3)
*ON walls(auto)
WIND LOAD X 1 TYPE 2
WIND LOAD -X 1 TYPE 4
WIND LOAD -Z 1 TYPE 6
WIND LOAD -Z -1 TYPE 6
*on floors(mannual)
FLOOR LOAD
YRANGE 8.2 8.4 FLOAD 1.04 GY
YRANGE 2.5 2.7 FLOAD 1.04 XRANGE -3.2 0 GY
YRANGE 2.5 2.7 FLOAD 1.04 XRANGE 34 37.15 GY
*on parapets(mannual)
MEMBER LOAD
144 TO 150 UNI GX 0.711
212 TO 218 UNI GX 0.444
LOAD 14 LOADTYPE None TITLE WIND LOAD - LONGITUDINAL (WL4)
*ON walls(auto)
WIND LOAD X -1 TYPE 2
WIND LOAD -X -1 TYPE 4
WIND LOAD -Z 1 TYPE 6
WIND LOAD -Z -1 TYPE 6
*on floors(mannual)
FLOOR LOAD
YRANGE 8.2 8.4 FLOAD 1.04 GY
YRANGE 2.5 2.7 FLOAD 1.04 XRANGE -3.2 0 GY
YRANGE 2.5 2.7 FLOAD 1.04 XRANGE 34 37.15 GY
*on parapets(mannual)
MEMBER LOAD
212 TO 218 UNI GX -0.711
144 TO 150 UNI GX -0.444
*********************************************************
*Unfactored Load Combinations
*********************************************************
LOAD COMB 101 SW + DL
3 1.0 4 1.0
LOAD COMB 102 SW + DL + LL + LR
3 1.0 4 1.0 5 1.0 6 1.0
LOAD COMB 103 SW + DL + WT1
3 1.0 4 1.0 7 1.0
LOAD COMB 104 SW + DL + WT2
3 1.0 4 1.0 8 1.0
LOAD COMB 105 SW + DL + WT3
3 1.0 4 1.0 11 1.0
LOAD COMB 106 SW + DL + WT4
3 1.0 4 1.0 12 1.0
LOAD COMB 107 SW + DL + WL1
3 1.0 4 1.0 9 1.0
LOAD COMB 108 SW + DL + WL2
3 1.0 4 1.0 10 1.0
LOAD COMB 109 SW + DL + WL3
3 1.0 4 1.0 13 1.0
LOAD COMB 110 SW + DL + WL4
3 1.0 4 1.0 14 1.0
LOAD COMB 111 SW + DL + 0.75 ET
3 1.0 4 1.0 1 0.75
LOAD COMB 112 SW + DL + 0.75 EL
3 1.0 4 1.0 2 0.75
LOAD COMB 113 SW + DL - 0.75 ET
3 1.0 4 1.0 1 -0.75
LOAD COMB 114 SW + DL - 0.75 EL
3 1.0 4 1.0 2 -0.75
LOAD COMB 115 0.9 SW + 0.9 DL + 0.75 ET
3 0.9 4 0.9 1 0.75
LOAD COMB 116 0.9 SW + 0.9 DL + 0.75 EL
3 0.9 4 0.9 2 0.75
LOAD COMB 117 0.9 SW + 0.9 DL - 0.75 ET
3 0.9 4 0.9 1 -0.75
LOAD COMB 118 0.9 SW + 0.9 DL - 0.75 EL
3 0.9 4 0.9 2 -0.75
LOAD COMB 119 SW + DL + 0.75 LL + 0.75 LR + 0.75 WT1
3 1.0 4 1.0 5 0.75 6 0.75 7 0.75
LOAD COMB 120 SW + DL + 0.75 LL + 0.75 LR + 0.75 WT2
3 1.0 4 1.0 5 0.75 6 0.75 8 0.75
LOAD COMB 121 SW + DL + 0.75 LL + 0.75 LR + 0.75 WT3
3 1.0 4 1.0 5 0.75 6 0.75 11 0.75
LOAD COMB 122 SW + DL + 0.75 LL + 0.75 LR + 0.75 WT4
3 1.0 4 1.0 5 0.75 6 0.75 12 0.75
LOAD COMB 123 SW + DL + 0.75 LL + 0.75 LR + 0.75 WL1
3 1.0 4 1.0 5 0.75 6 0.75 9 0.75
LOAD COMB 124 SW + DL + 0.75 LL + 0.75 LR + 0.75 WL2
3 1.0 4 1.0 5 0.75 6 0.75 10 0.75
LOAD COMB 125 SW + DL + 0.75 LL + 0.75 LR + 0.75 WL3
3 1.0 4 1.0 5 0.75 6 0.75 13 0.75
LOAD COMB 126 SW + DL + 0.75 LL + 0.75 LR + 0.75 WL4
3 1.0 4 1.0 5 0.75 6 0.75 14 0.75
LOAD COMB 127 SW + DL + 0.75 LL + 0.75 LR + 0.75 ET
3 1.0 4 1.0 5 0.75 6 0.75 1 0.75
LOAD COMB 128 SW + DL + 0.75 LL + 0.75 LR + 0.75 EL
3 1.0 4 1.0 5 0.75 6 0.75 2 0.75
LOAD COMB 129 SW + DL + 0.75 LL + 0.75 LR - 0.75 ET
3 1.0 4 1.0 5 0.75 6 0.75 1 -0.75
LOAD COMB 130 SW + DL + 0.75 LL + 0.75 LR - 0.75 EL
3 1.0 4 1.0 5 0.75 6 0.75 2 -0.75
*********************************************************
*Factored Load Combinations
*********************************************************
LOAD COMB 301 1.4 SW + 1.4 DL
3 1.4 4 1.4
LOAD COMB 302 1.2 SW + 1.2 DL + 1.6 LL + 0.5 LR
3 1.2 4 1.2 5 1.6 6 0.5
LOAD COMB 303 1.2 SW + 1.2 DL + 1.6 LR + 0.8 WT1
3 1.2 4 1.2 6 1.6 7 0.8
LOAD COMB 304 1.2 SW + 1.2 DL + 1.6 LR + 0.8 WT2
3 1.2 4 1.2 6 1.6 8 0.8
LOAD COMB 305 1.2 SW + 1.2 DL + 1.6 LR + 0.8 WT3
3 1.2 4 1.2 6 1.6 11 0.8
LOAD COMB 306 1.2 SW + 1.2 DL + 1.6 LR + 0.8 WT4
3 1.2 4 1.2 6 1.6 12 0.8
LOAD COMB 307 1.2 SW + 1.2 DL + 1.6 LR + 0.8 WL1
3 1.2 4 1.2 6 1.6 9 0.8
LOAD COMB 308 1.2 SW + 1.2 DL + 1.6 LR + 0.8 WL2
3 1.2 4 1.2 6 1.6 10 0.8
LOAD COMB 309 1.2 SW + 1.2 DL + 1.6 LR + 0.8 WL3
3 1.2 4 1.2 6 1.6 13 0.8
LOAD COMB 310 1.2 SW + 1.2 DL + 1.6 LR + 0.8 WL4
3 1.2 4 1.2 6 1.6 14 0.8
LOAD COMB 311 1.2 SW + 1.2 DL + LL + 0.5 LR + 1.3 WT1
3 1.2 4 1.2 5 1.0 6 0.5 7 1.3
LOAD COMB 312 1.2 SW + 1.2 DL + LL + 0.5 LR + 1.3 WT2
3 1.2 4 1.2 5 1.0 6 0.5 8 1.3
LOAD COMB 313 1.2 SW + 1.2 DL + LL + 0.5 LR + 1.3 WT3
3 1.2 4 1.2 5 1.0 6 0.5 11 1.3
LOAD COMB 314 1.2 SW + 1.2 DL + LL + 0.5 LR + 1.3 WT4
3 1.2 4 1.2 5 1.0 6 0.5 12 1.3
LOAD COMB 315 1.2 SW + 1.2 DL + LL + 0.5 LR + 1.3 WL1
3 1.2 4 1.2 5 1.0 6 0.5 9 1.3
LOAD COMB 316 1.2 SW + 1.2 DL + LL + 0.5 LR + 1.3 WL2
3 1.2 4 1.2 5 1.0 6 0.5 10 1.3
LOAD COMB 317 1.2 SW + 1.2 DL + LL + 0.5 LR + 1.3 WL3
3 1.2 4 1.2 5 1.0 6 0.5 13 1.3
LOAD COMB 318 1.2 SW + 1.2 DL + LL + 0.5 LR + 1.3 WL4
3 1.2 4 1.2 5 1.0 6 0.5 14 1.3
LOAD COMB 319 1.2 SW + 1.2 DL + LL + ET
3 1.2 4 1.2 5 1.0 1 1.0
LOAD COMB 320 1.2 SW + 1.2 DL + LL + EL
3 1.2 4 1.2 5 1.0 2 1.0
LOAD COMB 321 1.2 SW + 1.2 DL + LL - ET
3 1.2 4 1.2 5 1.0 1 -1.0
LOAD COMB 322 1.2 SW + 1.2 DL + LL - EL
3 1.2 4 1.2 5 1.0 2 -1.0
LOAD COMB 323 0.9 SW + 0.9 DL + 1.3 WT1
3 0.9 4 0.9 7 1.3
LOAD COMB 324 0.9 SW + 0.9 DL + 1.3 WT2
3 0.9 4 0.9 8 1.3
LOAD COMB 325 0.9 SW + 0.9 DL + 1.3 WT3
3 0.9 4 0.9 11 1.3
LOAD COMB 326 0.9 SW + 0.9 DL + 1.3 WT4
3 0.9 4 0.9 12 1.3
LOAD COMB 327 0.9 SW + 0.9 DL + 1.3 WL1
3 0.9 4 0.9 9 1.3
LOAD COMB 328 0.9 SW + 0.9 DL + 1.3 WL2
3 0.9 4 0.9 10 1.3
LOAD COMB 329 0.9 SW + 0.9 DL + 1.3 WL3
3 0.9 4 0.9 13 1.3
LOAD COMB 330 0.9 SW + 0.9 DL + 1.3 WL4
3 0.9 4 0.9 14 1.3
LOAD COMB 331 0.9 SW + 0.9 DL + ET
3 0.9 4 0.9 1 1.0
LOAD COMB 332 0.9 SW + 0.9 DL + EL
3 0.9 4 0.9 2 1.0
LOAD COMB 333 0.9 SW + 0.9 DL - ET
3 0.9 4 0.9 1 -1.0
LOAD COMB 334 0.9 SW + 0.9 DL - EL
3 0.9 4 0.9 2 -1.0
PERFORM ANALYSIS PRINT STATICS CHECK
CHANGE
LOAD LIST 301 TO 330
START CONCRETE DESIGN
CODE ACI
UNIT MMS NEWTON
CLB 40 MEMB 1 TO 41 43 TO 146 148 TO 152 154 TO 158 160 TO 163 165 TO 169 -
171 TO 174 176 TO 180 182 TO 185 187 TO 191 193 TO 196 198 TO 202 -
204 TO 207 209 TO 214 216 TO 218
CLS 40 MEMB 1 TO 41 43 TO 218
CLT 40 MEMB 1 TO 41 43 TO 146 148 TO 152 154 TO 158 160 TO 163 165 TO 169 -
171 TO 174 176 TO 180 182 TO 185 187 TO 191 193 TO 196 198 TO 202 -
204 TO 207 209 TO 214 216 TO 218
FC 28 MEMB 1 TO 41 43 TO 218
FYMAIN 420 MEMB 1 TO 41 43 TO 218
FYSEC 420 MEMB 1 TO 41 43 TO 218
MINMAIN 20 MEMB 1 TO 33 126 TO 143
MINMAIN 16 MEMB 34 TO 41 43 TO 125 144 TO 218
MAXMAIN 25 MEMB 1 TO 33 126 TO 143
MINSEC 10 MEMB 1 TO 41 43 TO 218
TRACK 2 ALL
DESIGN BEAM 34 TO 125 144 TO 218
DESIGN COLUMN 1 TO 33 126 TO 143
CONCRETE TAKE
END CONCRETE DESIGN
FINISH
Is it possible to re-order your load cases and load combinations after they have been added? I want to group certain load combinations together in order under Load Case Details but I am unable to change the Load Number.
Thank you!
See the attached picture. In the soils report for the project I am working it states that the subgrade modulus needs to be reduced based on the size and shape of the slab/mat foundation. Does STAAD.Pro and SFA already do this reduction or do I need to input the reduced subgrade modulus in each program? The soils report mentions that some programs automatically do the reduction, but could not find in the manual if STAAD.Pro and SFA do the reduction automatically. Could someone shed some light on this?
I would like to know if it is possible to use inclined piles in Staad Foundation Advanced and, if it is, how to do so.
Uploading STAAD.Pro models ( .std files ) in Bentley Communities were causing upload errors in the past which prompted many of you to copy and paste the input commands into the forum posts. Just wanted to let you know that this issue has been addressed and you can now upload .std files directly which should make life easier for everyone. So next time you need to send your model, please consider uploading the .std file.
I am looking for a simple method to design the top Slab, walls and bottom slab.
The top Slab has vertical down pressure of 10,000 psf.
The walls have an inward pressure of 2710 psf to 3144 psf.
The bottom slab is support on grade.
I have modeled in staad pro and tried the batch and interactive concrete design but do not like the output and how to interpret it.
Would Ram Concrete be a better solution If so can I test it out?
I see a Box Culvert Program in Bentley but it looks like a flow software not a concrete design one.
During a recent STAAD update my section database did NOT include the data for Tubes. I've been using "user defined" for the interim. Looking for help on how to load the actual database. I'm using the American sections. Thank You.
I am designing a roof structure which starts at level 161.25m .
I calculated qh as 1.9 kN/m2
How to calculate wind coefficients ? plz help 
Not RAM or STAAD I'm afraid but it's a big rabbit warren in here and this seemed to be the closest I could get..
I've been running Microstran v9 under XP successfully for several years, but my hand has been forced and I have bought a new machine and commenced the process of installing software under Windows 10.
Now... Microstran v9 cheerfully installs, but doesn't run... I have drilled down and attempted to run the exe as administrator, but on each occasion the result is, silence: no errors, nothing opening, just nothing...
Subsequently I have installed Virtual Box and Windows XP within it. I removed Microstran v9 from Windows 10 and reinstalled under XP, same result...
no errors, just nothing...
It must be something simple in the plumbing, does anybody have any leads...?
thanks,
Stuart
The Member Force Envelope Report shows MZ = -624.42 lb-ft and this is the correct value. But in Code Checking the applied moment is reported as MZ = -190.79 lb-ft.
Why the different value? In what cases would a different value be shown in the output report?
Thank you.
communities.bentley.com/.../EX_5F00_4_2D00_3_5F00_WD_2D00_COL.std
Just wondering if there is a way to import Microstran files (.msw) into Staad Pro?
Dear all,
I have some doubts in STAAD,
1. Depending on the shape of the floor you may have to break up the FLOOR/ONEWAY LOAD into multiple commands. On referring to STAAD technical manual i didn't find a final conclusion regarding this query. Can you clarify in a detail manner?
2. In my model i am getting notes like "Design for bending, shear and combined interaction not implemented for Star angle section". How can i design those structures? Whether it will do beam utility check for those particular members or not?
3. Moment amplification factor is greater than 1.4 for some members based on IS 456 condition. In those cases what can i do to avoid those warnings in STAAD?
The model is checked in STAAD.Pro V8i (SS6), Version 20.07.11.90
Kindly all give your suggestions.
Hi all,
For a beam, when I check the internal force by report => sections forces... I get an table with the interal force at 13 sections, but in Beam force detail we can see for 5 section.
Can anybody tell me where we can set these sumber (13/5) before do the analysis? I mean, in some case, we want to reduce the no. of sections calculated internal forces for each beam to safe time, can we do this in staad pro?
communities.bentley.com/.../HFIR-1st-Floor-Travel-Positions.stdI am running a dynamic analysis for a floor slab using dead, live and response spectra. I have double and triple checked the spectra input commands with a great number of models in the past and the syntax is identical. It will show the itemized mass participation percentages but the mass totals at the bottom are all zeros. Please help ASAP, I have an huge dead line on this by the end of the day and I still have work to do after I get this "fixed"
I have 105 warnings like this when ran analysis after modeling and inputing my loads. Im very sorry to ask this but im just a new user to this software and still learning. I have uploaded the file for you to check. Replies will be very much appreciated!
When using user defined story forces in Ram Frame, if I apply a force at level 4 why does it apply that force to level 2, 3, and 4? I need to apply specific story forces to specific levels without them being applied to the stories below.
