STAAD SPACE OMA RIV CANOPY
START JOB INFORMATION
ENGINEER NAME PM
ENGINEER DATE 20-MAY-2020
END JOB INFORMATION
INPUT WIDTH 79
*
*
*
*
*
UNIT FEET KIP
JOINT COORDINATES
10001 0 0 0 10007 50 0 0
REPEAT ALL 9 0 12.0 0 -
0 0 7.0 0 0 7.0 0 0 7.0 -
0 -12.0 0 -
0 12.0 7.0 0 0 7.0 0 0 7.0 -
0 -12.0 0
*
UNIT FEET KIP
JOINT COORDINATES
20001 60.0 0 0 20002 70 0 0
REPEAT ALL 9 0 12.0 0 -
0 0 7.0 0 0 7.0 0 0 7.0 -
0 -12.0 0 -
0 12.0 7.0 0 0 7.0 0 0 7.0 -
0 -12.0 0
*
UNIT FEET KIP
JOINT COORDINATES
30001 -9.16667 12.0 -6.0; 30002 -4.58333 12.0 -6.0;
30003 0 12.0 -6.0 30009 50.0 12.0 -6.0;
30010 60.0 12.0 -6.0; 30011 70.0 12.0 -6.0;
30012 74.41667 12.0 -6.0; 30013 78.16667 12.0 -6.0;
*
UNIT FEET KIP
JOINT COORDINATES
30014 -9.16667 12.0 0 30015 -4.58333 12.0 0
30016 74.41667 12.0 0 30017 78.16667 12.0 0
REPEAT ALL 6 0 0 7.0
*
UNIT FEET KIP
JOINT COORDINATES
30042 -9.16667 12.0 48.0; 30043 -4.58333 12.0 48.0;
30044 0 12.0 48.0 30050 50.0 12.0 48.0;
30051 60.0 12.0 48.0; 30052 70.0 12.0 48.0;
30053 74.41667 12.0 48.0; 30054 78.16667 12.0 48.0;
*
* Coordinates for MAT SLAB
UNIT FEET KIP
JOINT COORDINATES
50001 -6.0 0 -3.0 50079 72.0 0 -3.0
*50001 -6.0 0 -3.0 50100 93.0 0 -3.0
REPEAT ALL 48 0 0 1
*
*
*
*
*
MEMBER INCIDENCES
** Members for Moment Frames
* Members in Z-direction
101 10008 10015; 102 10015 10022; 103 10022 10029
104 10029 10043; 105 10043 10050; 106 10050 10057
*
107 10011 10018; 108 10018 10025; 109 10025 10032
110 10032 10046; 111 10046 10053; 112 10053 10060
*
113 10014 10021; 114 10021 10028; 115 10028 10035
116 10035 10049; 117 10049 10056; 118 10056 10063
*
119 20004 20006; 120 20006 20008; 121 20008 20010
122 20010 20014; 123 20014 20016; 124 20016 20018
*
* Members in X-direction
125 10008 10009; 126 10009 10010; 127 10010 10011
128 10011 10012; 129 10012 10013; 130 10013 10014
131 10014 20003; 132 20003 20004;
133 10029 10030; 134 10030 10031; 135 10031 10032
136 10032 10033; 137 10033 10034; 138 10034 10035
139 10035 20009; 140 20009 20010;
141 10057 10058; 142 10058 10059; 143 10059 10060
144 10060 10061; 145 10061 10062; 146 10062 10063
147 10063 20017; 148 20017 20018;
*
*
* Column Members
*149 10001 10008; 150 10004 10011; 151 10007 10014
149 50244 10008; 150 50269 10011; 151 50294 10014
*152 20002 20004;
152 50314 20004;
*
*153 10036 10029; 154 10039 10032; 155 10042 10035
153 51903 10029; 154 51928 10032; 155 51953 10035
*156 20012 20010;
156 51973 20010;
*
*157 10064 10057; 158 10067 10060; 159 10070 10063
157 53562 10057; 158 53587 10060; 159 53612 10063
*160 20020 20018;
160 53632 20018;
**
* W18 cantilever from columns in X-direction
161 30015 10008; 162 20004 30016;
163 30039 10057; 164 20018 30040;
*
* W12 in X-Direction
200 30018 10015; 201 10015 10016; 202 10016 10017
203 10017 10018; 204 10018 10019; 205 10019 10020
206 10020 10021; 207 10021 20005; 208 20005 20006
209 20006 30021;
210 30022 10022; 211 10022 10023; 212 10023 10024
213 10024 10025; 214 10025 10026; 215 10026 10027
216 10027 10028; 217 10028 20007; 218 20007 20008
219 20008 30025;
*
220 30030 10043; 221 10043 10044; 222 10044 10045
223 10045 10046; 224 10046 10047; 225 10047 10048
226 10048 10049; 227 10049 20013; 228 20013 20014
229 20014 30033;
230 30034 10050; 231 10050 10051; 232 10051 10052
233 10052 10053; 234 10053 10054; 235 10054 10055
236 10055 10056; 237 10056 20015; 238 20015 20016
239 20016 30037;
*
* W12 in Z-Direction
240 30004 10009; 241 10009 10016; 242 10016 10023
243 10023 10030; 244 10030 10044; 245 10044 10051
246 10051 10058; 247 10058 30045;
248 30005 10010; 249 10010 10017; 250 10017 10024
251 10024 10031; 252 10031 10045; 253 10045 10052
254 10052 10059; 255 10059 30046;
*
256 30007 10012; 257 10012 10019; 258 10019 10026
259 10026 10033; 260 10033 10047; 261 10047 10054
262 10054 10061; 263 10061 30048;
264 30008 10013; 265 10013 10020; 266 10020 10027
267 10027 10034; 268 10034 10048; 269 10048 10055
270 10055 10062; 271 10062 30049;
*
272 30010 20003; 273 20003 20005; 274 20005 20007
275 20007 20009; 276 20009 20013; 277 20013 20015
278 20015 20017; 279 20017 30051;
**
* Double Angles
300 10008 10032; 301 10011 10029;
302 10011 10035; 303 10014 10032;
304 10014 20010; 305 20004 10035;
*
306 10029 10060; 307 10032 10057;
308 10032 10063; 309 10035 10060;
*
310 10035 20018; 311 20010 10063;
**
* Channels at perimeter of roof
350 30054 30053; 351 30053 30052;
352 30052 30051; 353 30051 30050;
354 30050 30049; 355 30049 30048;
356 30048 30047; 357 30047 30046;
358 30046 30045; 359 30045 30044;
360 30044 30043; 361 30043 30042;
*
362 30042 30038; 363 30038 30034;
364 30034 30030; 365 30030 30026;
366 30026 30022; 367 30022 30018;
368 30018 30014; 369 30014 30001;
*
370 30001 30002; 371 30002 30003;
372 30003 30004; 373 30004 30005;
374 30005 30006; 375 30006 30007;
376 30007 30008; 377 30008 30009;
378 30009 30010; 379 30010 30011;
380 30011 30012; 381 30012 30013;
*
382 30013 30017; 383 30017 30021;
384 30021 30025; 385 30025 30029;
386 30029 30033; 387 30033 30037;
388 30037 30041; 389 30041 30054;
**
* Diagonal Members at Roof Corners
390 30001 30015; 391 30015 10015;
392 30013 30016; 393 30016 20006;
394 30054 30040; 395 30040 20016;
396 30042 30039; 397 30039 10050;
**
* W8 Infill Beams from Columns to Channels
400 30003 10008; 401 30006 10011;
402 30009 10014; 403 30011 20004;
*
404 20010 30029;
*
405 20018 30052; 406 10063 30050;
407 10060 30047; 408 10057 30044;
*
409 30026 10029;
**
*
* Roof Members
*
*
*
*         CREATING MEMBER TO DELETE ALL UNUSED NODES
*
1 10001 10002
*
*
*
*         COMMAND BELOW DELETES ALL UNUSED NODES
*
* DELETE MEMBER 1
*
*
*
ELEMENT INCIDENCES SHELL
7000 50001 50002 50081 50080 TO 7077 1 1
REPEAT ALL 47 78 79
*7000 50001 50002 50102 50101 TO 7077 1 1
*REPEAT ALL 48 78 100
*
*
*
DELETE MEMBER 1
*
*
UNIT INCHES KIP
MEMBER PROPERTY AMERICAN
101 TO 148 TABLE ST W18X50
149 TO 160 TABLE ST HSST8X8X0.5
161 TO 164 TABLE ST W18X50
200 TO 279 TABLE ST W12X26
300 TO 311 TABLE LD L50508 SP 0.375
350 TO 389 TABLE ST C8X18
390 TO 397 TABLE ST W12X26
400 TO 409 TABLE ST W8X24
*
*
*
*
*
UNIT INCHES
MEMBER OFFSET
101 TO 148 START 0 -9 0
101 TO 148 END 0 -9 0
149 TO 160 END 0 12 0
161 TO 164 START 0 -9 0
161 TO 164 END 0 -9 0
200 TO 279 START 0 6 0
200 TO 279 END 0 6 0
*200 TO 279 START 0 15 0
*200 TO 279 END 0 15 0
300 TO 311 START 0 1.5 0
300 TO 311 END 0 1.5 0
350 TO 389 START 0 6 0
350 TO 389 END 0 6 0
*350 TO 389 START 0 15 0
*350 TO 389 END 0 15 0
390 TO 397 START 0 6 0
390 TO 397 END 0 6 0
*390 TO 393 START 0 15 0
*390 TO 393 END 0 15 0
400 TO 409 START 0 6 0
400 TO 409 END 0 6 0
*
*
*
*
*
UNIT INCHES KIP
ELEMENT PROPERTY
7000 TO 10743 THICKNESS 24
*
*
*
*
*
DEFINE MATERIAL START
ISOTROPIC STEEL
E 29000
POISSON 0.3
DENSITY 0.000283
ALPHA 6e-006
DAMP 0.03
*
ISOTROPIC CONCRETE
E 3150
POISSON 0.17
DENSITY 0.000087
ALPHA 5.5e-006
DAMP 0.05
END DEFINE MATERIAL
*
*
*
*
*
CONSTANTS
MATERIAL STEEL MEMB 101 TO 148 149 TO 160 161 TO 164 200 TO 279 -
300 TO 311 350 TO 389 390 TO 397 400 TO 409
*
MATERIAL CONCRETE MEMB 7000 TO 10743
*
*
BETA 180 MEMB 300 TO 311
*
*
*
SUPPORTS
*10001 10004 10007 20002 PINNED
*10036 10039 10042 20012 PINNED
*10064 10067 10070 20020 PINNED
*
*50244 50269 50294 50314 PINNED
*51903 51928 51953 51973 PINNED
*53562 53587 53612 53632 PINNED
*
*    PLATE MAT DIRECT Y SUBGRADE 139 PRINT
*    40 pci per Geotech email 5-18-2020. (40x144/1000)x2x12 = 138.24 Psf/ft
*    MAXIMUM SETTLEMENT IS 0.50 INCH AND
*    THE DIFFERENTIAL SETTLEMENT IS 0.75 INCH over a 50 ft distance
*
7000 TO 10743 PLATE MAT DIRECT Y SUBGRADE 139
*
*
*
*
*
UNIT FEET KIP
LOAD 1 DEAD
SELFWEIGHT Y -1 
*
*         20 psf for Dead Load
*         In Z-direction:
*           Outside W12 - Trib Width = 12.5 ft
*           Inner W12 - Trib Width = 8.33 ft
*           Channel - Trib Width = 4.75
*         In X-direction:
*           W12 - Trib Width = 7.0 ft
*           Channel - Trib Width = 3.0
*
*           Corner Members - Trib Width = 8 ft
*
MEMBER LOAD
240 TO 247 272 TO 279 UNI GY -0.25
248 TO 279 400 TO 403 405 TO 408 UNI GY -0.167
362 TO 369 382 TO 389 UNI GY -0.095
*
200 TO 239 404 409 UNI GY -0.14
350 TO 361 370 TO 381 UNI GY -0.06
*
390 TO 397 UNI GY -0.16
*
*
*
*
*
LOAD 2 LIVE 
*
*         25 psf for Live Load for Roof
*         In Z-direction:
*           Outside W12 - Trib Width = 12.5 ft
*           Inner W12 - Trib Width = 8.33 ft
*           Channel - Trib Width = 4.75
*         In X-direction:
*           W12 - Trib Width = 7.0 ft
*           Channel - Trib Width = 3.0
*
*           Corner Members - Trib Width = 8 ft
*
MEMBER LOAD
240 TO 247 272 TO 279 UNI GY -0.313
248 TO 279 400 TO 403 405 TO 408 UNI GY -0.208
362 TO 369 382 TO 389 UNI GY -0.120
*
200 TO 239 404 409 UNI GY -0.175
350 TO 361 370 TO 381 UNI GY -0.075
*
390 TO 397 UNI GY -0.20
*
*
*
*
*
LOAD 3 WIND ON SIDE
*
*
*         CASE-1:  WIND FORCE AS AN OPEN BUILDING
*         Location        OM
*         Building Code   2015 IBC
*
*         Risk Category   = II                                  [ASCE-7(10) Table 1.5-1]
*         Wind Importance Factor, Iw = 1.0                      [ASCE-7(10) Table 1.5-2]
*         Wind Speed, V = 115 mph                               [ASCE-7(10) Fig 26.5-1A]
*         Exposure Catagory, Ex = C
*         Roof Slope, Theta = 0 (FLAT ROOF)
*         Building Enclosure = Open
*         Directionality Factor, Kd = 0.85                      [ASCE-7(10) Table 26.6-1]
*         Topographic Factor, Kzt = 1.0
*         Gust Effect Factor, G = 0.85
*         Mean Roof Height, h = 12 ft
*         Building Width, W = 54 ft
*         Building Length, L = 88 ft
*
*         Kh = 2.01 * (h/900)^(2/9.5) = 0.85
*         qh = 0.00256 * Kh * Kzt * Kd * V^2 = 24.5 psf         [ASCE-7(10) Eq. 27.3-1]
*         Wind Loads per Section 27.4 for Open Buildings using Directional Procedure
*
*         CASE 1 (normal to building length)
*         h/L = 12/88 = 0.14
*         W/L = 54/88 = 0.61
*         GCpf (windward wall - inward) = 0.8
*         GCpf (leeward wall - outward) = -0.5
*         GCpf (side walls - outward) = -0.7
*         GCpf (windward roof - outward) = -0.7
*         GCpf (windward roof - inward) = 0.0
*         GCpf (leeward roof - outward) = -0.3
*
*         CASE 2 (parallel to building length)
*         h/W  = 12/54 = 0.22
*         L/W  = 88/54 = 1.63
*         GCpf (windward wall - inward) = 0.8
*         GCpf (leeward wall - outward) = -0.3
*         GCpf (side walls - outward) = -0.7
*         GCpf (windward roof - outward) = -0.7
*         GCpf (windward roof - inward) = 0.0
*         GCpf (leeward roof - outward) = -0.9
*
*         Internal Pressure Coefficient, GCpi = 0 for open buildings
*
*         Wind on windward walls, P = qz * 0.85 * (GCpf) - Qi * (GCpi)
*         Wind on leeward walls, P = qz * 0.85 * (GCpf) - Qi * (GCpi)
*         Wind on side walls, P = qz * 0.85 * (GCpf) - Qi * (GCpi)
*         Wind on Roof,  P = qz * 0.85 * (GCpf) - Qi * (GCpi)
*         _______________________________________________________________________________________
*        |    "h"    |       "P"        |       "P"        |       "P"        |       "P"        |
*        | Height in |  Windward Walls  |  Leeward Walls   |    Side Walls    |   On the Roof    |
*        |   (ft)    | Pressure in (psf)| Pressure in (psf)| Pressure in (psf)| Pressure in (psf)|
*        |___________|__________________|__________________|__________________|__________________|
*        |           |                  |                  |                  |                  |
*        |   0-15'   |       16.7       |       10.4       |       14.6       |       14.6       |
*        |___________|__________________|__________________|__________________|__________________|
*
*         Apply half of total wind load to each face
*         Wind load to channels = 0.5*(16.7+10.4)*(0.67) = 9.0785   (use 9 plf)
*         Wind load to W12 beams = 0.5*(16.7+10.4)*(1) = 13.55   (use 14 plf)
*         Wind load to main girders = 0.5*(16.7+10.4)*(1.5) = 20.325    (use 21 plf)
*         Wind load to columns = 0.5*(16.7+10.4)*(12) = 162.6 plf (use 163 plf)
*         Use a 16 psf wind uplift at bottom, 1 ft trib width
*
*
MEMBER LOAD
350 TO 361 370 TO 381 UNI GZ 0.009
230 TO 239 200 TO 209 390 TO 397 UNI GZ 0.014
141 TO 148 133 TO 140 125 TO 132 161 TO 164 UNI GZ 0.021
149 TO 160 UNI GZ 0.163
101 TO 148 161 TO 164 200 TO 279 350 TO 389 390 TO 397 400 TO 409 UNI GY 0.016
*
*
*
*
*
LOAD 4 WIND ON FACE
*
*         Apply half of total wind load to each face
*         Wind load to channels = 0.5*(16.7+6.3)*(.67) = 7.71    (use 8 plf)
*         Wind load to W12 beams = 0.5*(16.7+6.3)*(1) = 11.5    (use 12 plf)
*         Wind load to main girders = 0.5*(16.7+6.3)*(1.5) = 17.25    (use 18 plf)
*         Wind load to columns = 0.5*(16.7+6.3)*(12) = 138 plf (use 138 plf)
*         Use a 16 psf wind uplift at bottom, 1 ft trib width
*
MEMBER LOAD
362 TO 369 382 TO 389 UNI GX 0.008
240 TO 247 272 TO 279 400 408 403 405 390 TO 397 UNI GX 0.012
101 TO 106 107 TO 112 113 TO 118 119 TO 124 UNI GX 0.018
149 TO 160 UNI GX 0.138
101 TO 148 161 TO 164 200 TO 279 350 TO 389 390 TO 397 400 TO 409 UNI GY 0.016
*
*
*         SERVICE LOAD COMBINATIONS
*         D
*         D+(Lr or S or R)
*         D+0.75(Lr or S or R)
*         D+(W or 0.7E)
*         D+0.75L+0.45W+0.75(Lr or S or R)
*         0.6D+W
*
*
*
*LOAD COMB 11 DEAD
LOAD 11 DEAD
REPEAT LOAD
1 1.0
*LOAD COMB 12 DEAD + LIVE
LOAD 12 DEAD + LIVE
REPEAT LOAD
1 1.0 2 1.0
*LOAD COMB 13 DEAD + LIVE + WIND ON SIDE
LOAD 13 DEAD + LIVE + WIND ON SIDE
REPEAT LOAD
1 1.0 2 0.75 3 0.45
*LOAD COMB 14 DEAD + LIVE + WIND ON FACE
LOAD 14 DEAD + LIVE + WIND ON FACE
REPEAT LOAD
1 1.0 2 0.75 4 0.45
*LOAD COMB 15 DEAD + LIVE - WIND ON SIDE
LOAD 15 DEAD + LIVE - WIND ON SIDE
REPEAT LOAD
1 1.0 2 0.75 3 -0.45
*LOAD COMB 16 DEAD + LIVE - WIND ON FACE
LOAD 16 DEAD + LIVE - WIND ON FACE
REPEAT LOAD
1 1.0 2 0.75 4 -0.45
*LOAD COMB 17 DEAD + WIND ON SIDE
LOAD 17 DEAD + WIND ON SIDE
REPEAT LOAD
1 0.6 3 0.6
*LOAD COMB 18 DEAD + WIND ON FACE
LOAD 18 DEAD + WIND ON FACE
REPEAT LOAD
1 0.6 4 0.6
*LOAD COMB 19 DEAD - WIND ON SIDE
LOAD 19 DEAD - WIND ON SIDE
REPEAT LOAD
1 0.6 3 -0.6
*LOAD COMB 20 DEAD - WIND ON FACE
LOAD 20 DEAD - WIND ON FACE
REPEAT LOAD
1 0.6 4 -0.6
*
*
*         FACTORED LOAD COMBINATIONS
*         1.4D
*         1.2D+1.6L+0.5(Lr or S or R)
*         1.2D+1.6(Lr or S or R)+(L or 0.8W)
*         1.2D+L+1.6W+0.5(Lr or S or R)
*         0.9D+1.6W
*
*
*
*
*LOAD COMB 51 DEAD
LOAD 51 DEAD
REPEAT LOAD
1 1.4
*LOAD COMB 52 DEAD + LIVE
LOAD 52 DEAD + LIVE
REPEAT LOAD
1 1.2 2 1.6
*LOAD COMB 53 DEAD + LIVE + WIND ON SIDE
LOAD 53 DEAD + LIVE + WIND ON SIDE
REPEAT LOAD
1 1.2 2 1.0 3 1.6
*LOAD COMB 54 DEAD + LIVE + WIND ON FACE
LOAD 54 DEAD + LIVE + WIND ON FACE
REPEAT LOAD
1 1.2 2 1.0 4 1.6
*LOAD COMB 55 DEAD + LIVE - WIND ON SIDE
LOAD 55 DEAD + LIVE - WIND ON SIDE
REPEAT LOAD
1 1.2 2 1.0 3 -1.6
*LOAD COMB 56 DEAD + LIVE - WIND ON FACE
LOAD 56 DEAD + LIVE - WIND ON FACE
REPEAT LOAD
1 1.2 2 1.0 4 -1.6
*LOAD COMB 57 REDU DEAD + WIND ON SIDE
LOAD 57 REDU DEAD + WIND ON SIDE
REPEAT LOAD
1 0.9 3 1.6
*LOAD COMB 58 REDU DEAD + WIND ON FACE
LOAD 58 REDU DEAD + WIND ON FACE
REPEAT LOAD
1 0.9 4 1.6
*LOAD COMB 59 REDU DEAD - WIND ON SIDE
LOAD 59 REDU DEAD - WIND ON SIDE
REPEAT LOAD
1 0.9 3 -1.6
*LOAD COMB 60 REDU DEAD - WIND ON FACE
LOAD 60 REDU DEAD - WIND ON FACE
REPEAT LOAD
1 0.9 4 -1.6
*
*
*
*
*
PERFORM ANALYSIS PRINT STATICS CHECK
UNIT INCHES KIP
PARAMETER 1
CODE LRFD
FYLD 50 MEMB 101 TO 148 161 TO 164 200 TO 279 390 TO 397 400 TO 409
FYLD 46 MEMB 149 TO 160
FYLD 36 MEMB 300 TO 311 350 TO 389
LX 100 MEMB 125 TO 148
LX 55 MEMB 161 TO 164
LY 144 MEMB 149 TO 160
LZ 84 MEMB 101 TO 124
UNL 84 MEMB 101 TO 124
UNL 100 MEMB 125 TO 148
MAIN 400 MEMB 300 TO 311 352 353 378 379
TMAIN 400 MEMB 300 TO 311 352 353 378 379
******TMAIN = 400 TO BYPASS CODE CHECK OF KL/R < 300 FOR TENSION MEMBERS
*
LOAD LIST 11 TO 12
SECTION 0.5 MEMB 211 TO 213 133 TO 135
PRINT SECTION DISP LIST 211 TO 213 133 TO 135
*PRINT SECTION MAX DISP LIST 211 TO 213 133 TO 135
*
*
*
*
*
LOAD LIST 51 TO 60
CHECK CODE MEMB 101 TO 160 161 TO 164 200 TO 279 300 TO 311 -
350 TO 389 390 TO 397 400 TO 409
*
LOAD LIST 11 TO 20
PRINT JOINT DISPLACEMENTS LIST 10029 20010 10012 10061
*
*         NODES AT EITHER ENDS OF ROOF
*
UNIT FEET KIP
LOAD LIST 51 TO 60
PRINT SUPPORT REACTIONS
*PRINT MEMBER PROPERTIES LIST 101 TO 160 161 TO 164 200 TO 279 -
*300 TO 311 350 TO 389 390 TO 397 400 TO 409
*PRINT MEMBER FORCES LIST 101 TO 160 161 TO 164 200 TO 279 -
*300 TO 311 350 TO 389 390 TO 397 400 TO 409
*PRINT MEMBER STRESSES LIST 101 TO 160 161 TO 164 200 TO 279 -
*300 TO 311 350 TO 389 390 TO 397 400 TO 409
*
*PRINT ANALYSIS RESULTS
*
*         With MAT SLAB
*
*         
*         
*         
*         
*
FINISH
