Hello,
While using STAAD foundation advanced file i am facing the following problem:-
1) After importing my STAAD file into STAAD foundation advanced, I am being able to design and get results for the foundation required.
2) However, after I save it and try to open the file once again, the analysis and design data are not there at all. The file is totally empty.
Please help resolve the above issue.
Thank you,
Satya
Hi,
I get this comment when I open the staad file:
"First 1 lines are not part of valid STAAD.Pro file.
The file must begin with the text STAAD"
but the thing is that the file starts from:
STAAD SPACE
When I copy paste the whole text it works but only for few minutes when I change something in the file it does not work again.
Any advises? Thank you in advance.
Regards,
Pawel
Hello
Question:
How does the “RCSA” calculate the “bolt factor” for considering thick fillers in bolted joint?
Discussion:
According to the AISC360-16 Sect.J.5.2. the reduction factor is equal to:
Similarly, AISC360-05 gives as same as this equation, with a little difference in boundaries.
In my model, I chose AISC360-16 as the design code.
The thickness of the filler is approximately 25mm, because of difference between upper shaft depth and the bottom shaft.
t,filler = (∆d,shafts)/2=25mm
So we should have:
Bolt factor = 1-0.0154(25-6)=0.707→use 0.85
but, Instead of 0.85, the "Ram connection" uses 0.712 for reduction of the shear capacity of bolt group. why?
Furthermore, I would thank you if explain to me, how the “RCSA” determine the filler thickness. in the 3D/2D views, there is always a gap between the splice plate and the filler surface.
In running a wind load on my Ram frame model, we were noticing that the is deflecting vertically. My boss was thinking there was a way to toggle that off so that the slab remains more stiff. We are using PT slabs so it won't deflect like that. I have all the slab cracking factors at 1.0 already.
The default value for wall Cracked Factor (membrane) is 0.35 and 1.0 for the cracked factor (bending). I see where the 0.35 comes from in ACI. Why is the default 1.0 for bending rather than 0.7 ACI 318-14 6.6.3.1.1 (10.10.4.1 in ACI 318-11)?
Hi,
Where can I find a tutorial or notes on how to merge wind nodal loads with wind story loads in RAM Frame?
Appreciate your help!!
Thanks
How do you bring in the load combinations from RAM frame to RAM connection. There is a check box in RAM connection to "include RAM Frame Steel Provision Mode Load Combinations" but htis does not seem to do anything.
Just update RAM to V15.x and notice that there is new feature when you define deck/slab property information in ram modeler. Could you provide explanation on how "slab stiffness properties" input apply to diaphragm properties?
Hi, currently i had install Staad Pro Connect and i found alot changes in new Staad compare with v8i version. Can i find any tutorial to check the result for my model? I couldnt find utility check for beam and see displacement value in node for Staad Pro Connect. You help is much appreciates..
Thank you
Dear Members,
can u please guide me how to do seismic analysis in staad for the portal type structure(Integral). span is for 24.0communities.bentley.com/.../portal_2D00_model-.stdm and here am attaching a model for 10.0m
Hello everyone
Please help me to resolved this error
I don't get it
here the staad editor, I'm still learning so thanks for everyone who help me :)
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 18-Jan-19
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KG
JOINT COORDINATES
1 65.671 28.6356 0; 2 65.671 22.6356 0; 3 65.671 21.6356 0;
4 75.671 28.6356 0; 5 75.671 22.6356 0; 6 75.671 21.6356 0;
7 65.671 33.2986 0; 8 76.4216 28.2856 0; 9 77.1722 27.9356 0;
10 67.0305 32.6647 0; 11 68.39 32.0308 0; 12 69.7494 31.3969 0;
13 71.1089 30.7629 0; 14 72.4684 30.129 0; 15 73.8278 29.4951 0;
16 75.1873 28.8611 0; 17 65.671 28.6356 6; 18 65.671 22.6356 6;
19 65.671 21.6356 6; 20 75.671 28.6356 6; 21 75.671 22.6356 6;
22 75.671 21.6356 6; 23 65.671 33.2986 6; 24 76.4216 28.2856 6;
25 77.1722 27.9356 6; 26 67.0305 32.6647 6; 27 68.39 32.0308 6;
28 69.7494 31.3969 6; 29 71.1089 30.7629 6; 30 72.4684 30.129 6;
31 73.8278 29.4951 6; 32 75.1873 28.8611 6; 33 65.671 28.6356 12;
34 65.671 22.6356 12; 35 65.671 21.6356 12; 36 75.671 28.6356 12;
37 75.671 22.6356 12; 38 75.671 21.6356 12; 39 65.671 33.2986 12;
40 76.4216 28.2856 12; 41 77.1722 27.9356 12; 42 67.0305 32.6647 12;
43 68.39 32.0308 12; 44 69.7494 31.3969 12; 45 71.1089 30.7629 12;
46 72.4684 30.129 12; 47 73.8278 29.4951 12; 48 75.1873 28.8611 12;
49 65.671 28.6356 18; 50 65.671 22.6356 18; 51 65.671 21.6356 18;
52 75.671 28.6356 18; 53 75.671 22.6356 18; 54 75.671 21.6356 18;
55 65.671 33.2986 18; 56 76.4216 28.2856 18; 57 77.1722 27.9356 18;
58 67.0305 32.6647 18; 59 68.39 32.0308 18; 60 69.7494 31.3969 18;
61 71.1089 30.7629 18; 62 72.4684 30.129 18; 63 73.8278 29.4951 18;
64 75.1873 28.8611 18; 65 65.671 28.6356 24; 66 65.671 22.6356 24;
67 65.671 21.6356 24; 68 75.671 28.6356 24; 69 75.671 22.6356 24;
70 75.671 21.6356 24; 71 65.671 33.2986 24; 72 76.4216 28.2856 24;
73 77.1722 27.9356 24; 74 67.0305 32.6647 24; 75 68.39 32.0308 24;
76 69.7494 31.3969 24; 77 71.1089 30.7629 24; 78 72.4684 30.129 24;
79 73.8278 29.4951 24; 80 75.1873 28.8611 24; 81 65.671 28.6356 30;
82 65.671 22.6356 30; 83 65.671 21.6356 30; 84 75.671 28.6356 30;
85 75.671 22.6356 30; 86 75.671 21.6356 30; 87 65.671 33.2986 30;
88 76.4216 28.2856 30; 89 77.1722 27.9356 30; 90 67.0305 32.6647 30;
91 68.39 32.0308 30; 92 69.7494 31.3969 30; 93 71.1089 30.7629 30;
94 72.4684 30.129 30; 95 73.8278 29.4951 30; 96 75.1873 28.8611 30;
97 65.671 28.6356 36; 98 65.671 22.6356 36; 99 65.671 21.6356 36;
100 75.671 28.6356 36; 101 75.671 22.6356 36; 102 75.671 21.6356 36;
103 65.671 33.2986 36; 104 76.4216 28.2856 36; 105 77.1722 27.9356 36;
106 67.0305 32.6647 36; 107 68.39 32.0308 36; 108 69.7494 31.3969 36;
109 71.1089 30.7629 36; 110 72.4684 30.129 36; 111 73.8278 29.4951 36;
112 75.1873 28.8611 36; 113 65.671 28.6356 42; 114 65.671 22.6356 42;
115 65.671 21.6356 42; 116 75.671 28.6356 42; 117 75.671 22.6356 42;
118 75.671 21.6356 42; 119 65.671 33.2986 42; 120 76.4216 28.2856 42;
121 77.1722 27.9356 42; 122 67.0305 32.6647 42; 123 68.39 32.0308 42;
124 69.7494 31.3969 42; 125 71.1089 30.7629 42; 126 72.4684 30.129 42;
127 73.8278 29.4951 42; 128 75.1873 28.8611 42; 129 65.671 28.6356 48;
130 65.671 22.6356 48; 131 65.671 21.6356 48; 132 75.671 28.6356 48;
133 75.671 22.6356 48; 134 75.671 21.6356 48; 135 65.671 33.2986 48;
136 76.4216 28.2856 48; 137 77.1722 27.9356 48; 138 67.0305 32.6647 48;
139 68.39 32.0308 48; 140 69.7494 31.3969 48; 141 71.1089 30.7629 48;
142 72.4684 30.129 48; 143 73.8278 29.4951 48; 144 75.1873 28.8611 48;
145 65.671 28.6356 54; 146 65.671 22.6356 54; 147 65.671 21.6356 54;
148 75.671 28.6356 54; 149 75.671 22.6356 54; 150 75.671 21.6356 54;
151 65.671 33.2986 54; 152 76.4216 28.2856 54; 153 77.1722 27.9356 54;
154 67.0305 32.6647 54; 155 68.39 32.0308 54; 156 69.7494 31.3969 54;
157 71.1089 30.7629 54; 158 72.4684 30.129 54; 159 73.8278 29.4951 54;
160 75.1873 28.8611 54; 161 65.671 28.6356 60; 162 65.671 22.6356 60;
163 65.671 21.6356 60; 164 75.671 28.6356 60; 165 75.671 22.6356 60;
166 75.671 21.6356 60; 167 65.671 33.2986 60; 168 76.4216 28.2856 60;
169 77.1722 27.9356 60; 170 67.0305 32.6647 60; 171 68.39 32.0308 60;
172 69.7494 31.3969 60; 173 71.1089 30.7629 60; 174 72.4684 30.129 60;
175 73.8278 29.4951 60; 176 75.1873 28.8611 60; 177 65.671 28.6356 66;
178 65.671 22.6356 66; 179 65.671 21.6356 66; 180 75.671 28.6356 66;
181 75.671 22.6356 66; 182 75.671 21.6356 66; 183 65.671 33.2986 66;
184 76.4216 28.2856 66; 185 77.1722 27.9356 66; 186 67.0305 32.6647 66;
187 68.39 32.0308 66; 188 69.7494 31.3969 66; 189 71.1089 30.7629 66;
190 72.4684 30.129 66; 191 73.8278 29.4951 66; 192 75.1873 28.8611 66;
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 4 5; 4 5 6; 5 1 7; 6 8 9; 7 7 10; 8 10 11; 9 11 12;
10 12 13; 11 13 14; 12 14 15; 13 15 16; 14 16 4; 15 8 4; 16 17 18;
17 18 19; 18 20 21; 19 21 22; 20 17 23; 21 24 25; 22 23 26; 23 26 27;
24 27 28; 25 28 29; 26 29 30; 27 30 31; 28 31 32; 29 32 20; 30 24 20;
31 33 34; 32 34 35; 33 36 37; 34 37 38; 35 33 39; 36 40 41; 37 39 42;
38 42 43; 39 43 44; 40 44 45; 41 45 46; 42 46 47; 43 47 48; 44 48 36;
45 40 36; 46 49 50; 47 50 51; 48 52 53; 49 53 54; 50 49 55; 51 56 57;
52 55 58; 53 58 59; 54 59 60; 55 60 61; 56 61 62; 57 62 63; 58 63 64;
59 64 52; 60 56 52; 61 65 66; 62 66 67; 63 68 69; 64 69 70; 65 65 71;
66 72 73; 67 71 74; 68 74 75; 69 75 76; 70 76 77; 71 77 78; 72 78 79;
73 79 80; 74 80 68; 75 72 68; 76 81 82; 77 82 83; 78 84 85; 79 85 86;
80 81 87; 81 88 89; 82 87 90; 83 90 91; 84 91 92; 85 92 93; 86 93 94;
87 94 95; 88 95 96; 89 96 84; 90 88 84; 91 97 98; 92 98 99; 93 100 101;
94 101 102; 95 97 103; 96 104 105; 97 103 106; 98 106 107; 99 107 108;
100 108 109; 101 109 110; 102 110 111; 103 111 112; 104 112 100;
105 104 100; 106 113 114; 107 114 115; 108 116 117; 109 117 118;
110 113 119; 111 120 121; 112 119 122; 113 122 123; 114 123 124;
115 124 125; 116 125 126; 117 126 127; 118 127 128; 119 128 116;
120 120 116; 121 129 130; 122 130 131; 123 132 133; 124 133 134;
125 129 135; 126 136 137; 127 135 138; 128 138 139; 129 139 140;
130 140 141; 131 141 142; 132 142 143; 133 143 144; 134 144 132;
135 136 132; 136 145 146; 137 146 147; 138 148 149; 139 149 150;
140 145 151; 141 152 153; 142 151 154; 143 154 155; 144 155 156;
145 156 157; 146 157 158; 147 158 159; 148 159 160; 149 160 148;
150 152 148; 151 161 162; 152 162 163; 153 164 165; 154 165 166;
155 161 167; 156 168 169; 157 167 170; 158 170 171; 159 171 172;
160 172 173; 161 173 174; 162 174 175; 163 175 176; 164 176 164;
165 168 164; 166 177 178; 167 178 179; 168 180 181; 169 181 182;
170 177 183; 171 184 185; 172 183 186; 173 186 187; 174 187 188;
175 188 189; 176 189 190; 177 190 191; 178 191 192; 179 192 180;
180 184 180; 181 183 167; 182 170 186; 183 171 187; 184 172 188;
185 173 189; 186 174 190; 187 175 191; 188 176 192; 189 164 180;
190 168 184; 192 167 151; 193 154 170; 194 155 171; 195 156 172;
196 157 173; 197 158 174; 198 159 175; 199 160 176; 200 148 164;
201 152 168; 203 151 135; 204 138 154; 205 139 155; 206 140 156;
207 141 157; 208 142 158; 209 143 159; 210 144 160; 211 132 148;
212 136 152; 214 135 119; 215 122 138; 216 123 139; 217 124 140;
218 125 141; 219 126 142; 220 127 143; 221 128 144; 222 116 132;
223 120 136; 225 119 103; 226 106 122; 227 107 123; 228 108 124;
229 109 125; 230 110 126; 231 111 127; 232 112 128; 233 100 116;
234 104 120; 236 103 87; 237 90 106; 238 91 107; 239 92 108; 240 93 109;
241 94 110; 242 95 111; 243 96 112; 244 84 100; 245 88 104; 247 87 71;
248 74 90; 249 75 91; 250 76 92; 251 77 93; 252 78 94; 253 79 95;
254 80 96; 255 68 84; 256 72 88; 258 71 55; 259 58 74; 260 59 75;
261 60 76; 262 61 77; 263 62 78; 264 63 79; 265 64 80; 266 52 68;
267 56 72; 269 55 39; 270 42 58; 271 43 59; 272 44 60; 273 45 61;
274 46 62; 275 47 63; 276 48 64; 277 36 52; 278 40 56; 280 39 23;
281 26 42; 282 27 43; 283 28 44; 284 29 45; 285 30 46; 286 31 47;
287 32 48; 288 20 36; 289 24 40; 291 23 7; 292 10 26; 293 11 27;
294 12 28; 295 13 29; 296 14 30; 297 15 31; 298 16 32; 299 4 20;
300 8 24; 323 180 165; 324 164 181; 325 148 133; 326 132 149;
327 116 101; 328 100 117; 329 84 69; 330 68 85; 331 52 37; 332 36 53;
333 20 5; 334 4 21;
START GROUP DEFINITION
MEMBER
_ATAP 5 TO 15 20 TO 30 35 TO 45 50 TO 60 65 TO 75 80 TO 90 95 TO 105 -
110 TO 120 125 TO 135 140 TO 150 155 TO 165 170 TO 180
_KOLOM 1 3 16 18 31 33 46 48 61 63 76 78 91 93 106 108 121 123 136 -
138 151 153 166 168
_PEDESTAL 2 4 17 19 32 34 47 49 62 64 77 79 92 94 107 109 122 124 137 -
139 152 154 167 169
_BALOK 189 200 211 222 233 244 255 266 277 288 299
_GORDING 181 TO 188 190 192 TO 199 201 203 TO 210 212 214 TO 221 223 -
225 TO 232 234 236 TO 243 245 247 TO 254 256 258 TO 265 267 -
269 TO 276 278 280 TO 287 289 291 TO 298 300
_BRACING 323 TO 334
END GROUP DEFINITION
START USER TABLE
TABLE 1
UNIT METER KG
CHANNEL
C150X65X20X3.2
0.00087552 0.15 0.0032 0.065 0.0032 3.03123e-006 3.55331e-007 -
2.98844e-009 0.016282 0.00048 0.000277333
END
DEFINE MATERIAL START
ISOTROPIC STEEL
E 2.09042e+010
POISSON 0.3
DENSITY 7833.41
ALPHA 1.2e-005
DAMP 0.03
ISOTROPIC CONCRETE
E 2.21467e+009
POISSON 0.17
DENSITY 2402.62
ALPHA 1e-005
DAMP 0.05
END DEFINE MATERIAL
MEMBER PROPERTY JAPANESE
6 15 21 30 36 45 51 60 66 75 81 90 96 105 111 120 126 135 141 150 156 -
165 171 180 TABLE ST H148X100X6
5 7 TO 14 20 22 TO 29 35 37 TO 44 50 52 TO 59 65 67 TO 74 80 -
82 TO 89 95 97 TO 104 110 112 TO 119 125 127 TO 134 140 142 TO 149 -
155 157 TO 164 170 172 TO 179 189 200 211 222 233 244 255 266 277 -
288 299 TABLE ST H294X200X8
1 3 16 18 31 33 46 48 61 63 76 78 91 93 106 108 121 123 136 138 151 -
153 166 168 TABLE ST H340X250X9
323 TO 334 TABLE ST L90X90X6
MEMBER PROPERTY
2 4 17 19 32 34 47 49 62 64 77 79 92 94 107 109 122 124 137 139 152 -
154 167 169 PRIS YD 0.5 ZD 0.5
181 TO 188 190 192 TO 199 201 203 TO 210 212 214 TO 221 223 -
225 TO 232 234 236 TO 243 245 247 TO 254 256 258 TO 265 267 -
269 TO 276 278 280 TO 287 289 291 TO 298 -
300 UPTABLE 1 C150X65X20X3.2
CONSTANTS
BETA 335 MEMB 181 TO 188 190 192 TO 199 201 203 TO 210 212 214 TO 221 -
223 225 TO 232 234 236 TO 243 245 247 TO 254 256 258 TO 265 267 269 -
270 TO 276 278 280 TO 287 289 291 TO 298 300
SUPPORTS
3 6 19 22 35 38 51 54 67 70 83 86 99 102 115 118 131 134 147 150 163 -
166 179 182 FIXED
MEMBER OFFSET
181 TO 188 190 192 TO 199 201 203 TO 210 212 214 TO 221 223 -
225 TO 232 234 236 TO 243 245 247 TO 254 256 258 TO 265 267 -
269 TO 276 278 280 TO 287 289 291 TO 298 300 START 0 0.222 0
181 TO 188 190 192 TO 199 201 203 TO 210 212 214 TO 221 223 -
225 TO 232 234 236 TO 243 245 247 TO 254 256 258 TO 265 267 -
269 TO 276 278 280 TO 287 289 291 TO 298 300 END 0 0.222 0
LOAD 1 LOADTYPE None TITLE BEBAN MATI
SELFWEIGHT Y -1 LIST 1 TO 190 192 TO 201 203 TO 212 214 TO 223 225 -
226 TO 234 236 TO 245 247 TO 256 258 TO 267 269 TO 278 280 TO 289 291 -
292 TO 300 323 TO 334
LOAD 2 LOADTYPE None TITLE BEBAN HIDUP
JOINT LOAD
7 8 10 TO 16 23 24 26 TO 32 39 40 42 TO 48 55 56 58 TO 64 71 72 74 -
75 TO 80 87 88 90 TO 96 103 104 106 TO 112 119 120 122 TO 128 135 136 -
138 TO 144 151 152 154 TO 160 167 168 170 TO 176 183 184 186 TO 191 -
192 FY -100
7 8 10 TO 16 23 24 26 TO 32 39 40 42 TO 48 55 56 58 TO 64 71 72 74 -
75 TO 80 87 88 90 TO 96 103 104 106 TO 112 119 120 122 TO 128 135 136 -
138 TO 144 151 152 154 TO 160 167 168 170 TO 176 183 184 186 TO 191 -
192 FY -180
LOAD 3 LOADTYPE None TITLE BEBAN ANGIN
JOINT LOAD
7 10 TO 16 23 26 TO 32 39 42 TO 48 55 58 TO 64 71 74 TO 80 87 -
90 TO 96 103 106 TO 112 119 122 TO 128 135 138 TO 144 151 154 TO 160 -
167 170 TO 176 183 186 TO 192 FX -6
7 10 TO 16 23 26 TO 32 39 42 TO 48 55 58 TO 64 71 74 TO 80 87 -
90 TO 96 103 106 TO 112 119 122 TO 128 135 138 TO 144 151 154 TO 160 -
167 170 TO 176 183 186 TO 192 FX 24
MEMBER LOAD
189 200 211 222 233 244 255 266 277 288 299 CON GX -1.18
189 200 211 222 233 244 255 266 277 288 299 CON GX 4.704
1 16 31 46 61 76 91 106 121 136 151 166 CON GX 1.36
3 18 33 48 63 78 93 108 123 138 153 168 CON GX -1.36
3 18 33 48 63 78 93 108 123 138 153 168 CON GX 5.44
1 16 31 46 61 76 91 106 121 136 151 166 CON GX -5.44
JOINT LOAD
8 24 40 56 72 88 104 120 136 152 168 184 FX -3.2
8 24 40 56 72 88 104 120 136 152 168 184 FX 12.8
LOAD 4 LOADTYPE None TITLE BEBAN GEMPA
MEMBER LOAD
1 16 31 46 61 76 91 106 121 136 151 166 CON GX 1251.16
3 18 33 48 63 78 93 108 123 138 153 168 CON GX -1251.16
PERFORM ANALYSIS
PARAMETER 1
CODE LRFD
CHECK CODE ALL
PARAMETER 2
CODE LRFD
STEEL MEMBER TAKE OFF LIST 1 TO 190 192 TO 201 203 TO 212 214 TO 223 -
225 TO 234 236 TO 245 247 TO 256 258 TO 267 269 TO 278 280 TO 289 -
291 TO 300 323 TO 334
PERFORM ANALYSIS PRINT ALL
FINISH
Kindly help me to design Pile Cap for multiples columns is Staad Foundation Advance. Regards
I am using Ram SS 15.04. Does it have the same issue as the issue noted below for 15.05? What is the fix? I can't get the stress contours to show up even though I ran Ram Frame with the "store wall stresses" box check
Thanks,
Andrew
My project involves cantilever slabs without peripheral beams, modelled and analysed in Staad pro. The challege is that the cantilever slabs seem not recognized by RCDC for design and detailing. Any way to get around this please?
Trying to print a report for connection 6, but keep getting an error saying "An error occured while rendering the report..." (see the attached picture). Why is this happening? I have attached the connection file as well (in zip file since BC was giving an error trying to upload the RAM Connection file itself). I am using version 13.
communities.bentley.com/.../Connection_5F00_Chase-QC-Corrected.zip
Dear Colleagues,
1) I use STAAD.Pro CONNECT Edition - Version 21.03.00.146. When I choose the 'Concrete Design Workflow' it switches to the RC Designer Module of version STAAD.Pro CONNECT release 21.00.00 - However when I see the report/documentation it shows 'Demonstration Version' - plesae clarify.
2) When I open STAAD.Pro I'm prompted to choose the corresponding license. Is there a way to know, what type of licensing has my company subscribed with? lest i choose the wrong option and be overcharged.
Dear Frds,
I have modeled a steel frame and design using EN 1993-1-1:2005.
I have attached the model for your reference i that model correct or need to add any other steel design parameter??
I have attached the design report also in which member length and effective length are same is this correct ???
If wrong then what is correct parameters for steel design???
Plz guide guys.../
communities.bentley.com/.../Jet-Fan-Bracket_2D00_19_2D00_01_2D00_2019.pdfcommunities.bentley.com/.../3007.zxc.std
I recently done a frame of commercial building, But analysing after concrete design bought a pile of warnings
So i have to varry size of columns snd beams largely
can you help me to redesign it without much variation in size of members?
I attached my work below
Please help me to solve warnings with out much variation in size of memberscommunities.bentley.com/.../G_2B00_4-COMMERCIAL.std
I have tried searching for the solution for this error in RCDC connect edition but was not able to find any solution. Please provide some solution. Thank you.
Hi,
I am trying to obtain a distributed load beneath a slab for beam design using line supports. I have ran the analysis and brought up a standard reactions plan. However, I am unsure how to read the reaction values I am getting from the line supports. I have included a screenshot below.
I can see that the reactions are based on node points from the line support, but I cannot tell why there are 2 rows or what the values themselves mean / how they relate to a distributed load (kN/m). Could you please offer some explanation of how to interpret them, preferably with some annotated diagrams (as I suspect it will be hard to explain just using text)?
Thanks
