Plans 633
�
ABHT
(
o J EC a00 - n S 7 STRUCTURAL ENGINEERS Johnson St.
D ECEIVED 1640
Portand OR - 97209
Tel 503.243.6682
MAY 1_9 2006 Fax 503.243.6622
www.abht- structural.com
•
May 19, 2006 CITY OF TIGARD
BUILDING DIVISION
,pis cort John Whittaker
1680 Willamette Falls Drive •
West Linn, OR 97068
RE: Good Dog /Bad Dog Roof Top Unit and Penetration — Washington Square
Dear John,
Attached herewith are . structural calculation sheets 1 through 6 dated May 17, 2006 which verify
the adequacy of the 215#,roof top unit along with (2) roof top penetrations less than 2' -0" square
located above the food court in Washington Square Mall in Tigard; OR and as shown on the
attached sketches A through 2. The design was based on the 2004 Oregon Structural Specialty
Code.
•
Please call me if you have any questions.
•
Sincerely,
•
Randall S. Toma, P. E., S ; E. . . . T ( q
Principal Cal PRGIN •
• Attachment • �Sw� GY
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6 STRUCTURAL ENGINEERS
•. Sheet description
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STRUCTURAL ENGINEERS
Sheet description -
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Sheet description
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- • Member: M./
• Dicta- G4 wo-17 ?Pot-
Shape:
vAtri.!vros.
Length: 14 ft
I Joint: Ni •
• J Joint: N3 A
• 1: total
Max Code Check: No Calc
Max: .223 at 7 ft
fa ksi V , k
• Min: -.174 at 6.854 ft
Max: .282 at 7 ft
• •
fc ksi
M ' "
gi1 :1 :41 + ;FP 7 q:
• zAhi:1P,
Min: -.171 at 11.083 ft
Max: .004 at 6.708 ft
D in
ft • ksi
Min: -.2 at 10.792 ft
AISC ASD 9th Ed. Code Check
- Steel code check not calculated -
Max Defl Ratio U839
•
' " • 2002 Lat/Lon Lookup Output! Page 1 of 1
3or 6
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science tore changing world •
•
LOCATION 45.4411 Lat. - 122.7750 Long.
The interpolated Probabilistic ground motion values, in %g,
at the requested point are:
10 %PE in 50 yr 2 %PE in 50 yr
PGA 18.76 39.94
0.2 sec SA 44.26 94.52
1.0 sec SA 15.37 33.97
SEISMIC HAZARD: Hazard by Lat/Lon, 2002
Zs s , 4 '2-
(J 2' )(O.Q4-€.92-X (.(2 -) - 0.1
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Project Job No
Client Location A B
Designed by Date Page of /•\
(9 STRUCTURAL ENGINEERS
i •
Sheet descnphon
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Member: WI
Shape: trtu L 11
Length: 14 ft
I Joint: N1
J Joint: N3 A k
LC1:total
Max Code Check: No Calc
Max: .227at7ft
fa ksi V k
Min: -.175 at14ft
Max: .243 at 7 ft • •
M k-ft
fc ksi""
Odir
Min: -.341 at 10.938 ft
Max: .09 at 4.812 ft
D in
ft ksi
Min: -.377 at 10.792 ft
AISC ASD 9th Ed. Code Check
- Steel code check not calculated -
Max Defl Ratio L/445
I a I AIVUAHU LOAD TABLE Based on a Maximum Allowable Tensile Stress of 30,000 psi
OPEN WEB STEEL JOISTS, K- SERIES (ooh co
Adopted by the Steel Joist Institute November 4, 1985; Revised to May 2, 1994 - Effective September 1, 1994.
The black figures in the following table give the TOTAL safe The approximate joist weights per linear foot shown in these
uniformly distributed load- carrying capacities, in pounds per linear tables do not include accessories.
foot, of K -Series Steel Joists. The weight of DEAD loads, including The approximate moment of inertia of the oist, in inches' is: I, =
the joists, must be deducted to determine the LIVE load- carrying 26.767(W -6 ), where W = RED figure in the Load Table
capacities of the joists. The load table may be used for parallel and L = (Span - .33) in feet.
chord joists installed to a maximum slope of 1/2 inch per foot.
The figures shown in RED in this load table are the LIVE loads For the proper handling of concentrated and/or varying loads, see
per linear foot of joist which will produce an approximate deflection Section 5.5 in the Recommended Code of Standard Practice.
of 1/360 of the span. LIVE loads which will produce a deflection of Where the joist span is equal to or greater than the span
1/240 of the span may be obtained by multiplying the figures in corresponding to the RED shaded area shown in the load
RED by 1.5. In no case shall the TOTAL load capacity of the joists table, the row of bridging nearest the mid span of the joist shall be
be exceeded. installed as bolted diagonal bridging. Hoisting cables shall not be
released until this bolted diagonal bridging is completely installed.
JOIST
DESIGNATION
81(1 1011 12K1 12K3 12K5 141(1 14K3 141(4 14K6 16K2 161(3 16K4 161(5 161(6 16K7 116K9
DEPTH (IN.)
APPROX. WT. 8 10 12 12 12 14 14 14 14 16 16 16 16 16 16 I 16
5.1 5.0 5.0 5.7 7.1 5.2 6.0 6.7 7.7 5.5 6.3 7.0 7.5 8.1 i 8.6 10.0
(Ibs.ltt.)
SPAN (ft.)
1 I
8 550
550
9 550
IA u j t i' L Lvpp J-' 'Z.t ► U t tS
10 550 550 / P'G -IOrte - gXIS( T0 t,o -
480 550
is �7mc. 24j0 mr-
11 532 550
377 542
12 444 550 550 550 550
288 455 550 550 550
13 377 479 550 550 550
225 363 510 510 510
14 324 412 500 550 550 550 550 550 550
179 289 425 463 463 550 550 550 550
1 5 281 358 434 543 550 511 550 550 550
145 234 344 428 434 475 507 507 507
16 246 313 380 476 550 448 550 550 550 5N 5N 119 192 282 351 396 390 467 467 I 550 550 550 550
•
17 277 336 420 550 395 495 550 0 • 550 550 550 550
159 234 291 366 324 404 443 550 550 550 550
18 246 299 374 507 352 441 530 550 526 526 526
134 197 245 317 272 339 397 0 0 ' 550 550 550 550
N 490 490 490 490
19 221 268 335 454 315 395 475 5N ,I:
113 167 207 269 230 287 336 550 550 550 550
20 199 241 302 409 284 356 428 550 550 550 550
550 550 550 550
97 142 177 230 197 246 287
347 297 3N 386 426 426 426 426
21 218 273 370 257 322 388 475 333 371 447 503 548 550 550
123 153 198 170 212 248 299 255 285 333 373 405 406 406
22 199 249 337 234 293 353 432 303 337 406 458 498 550 550
106 132 172 147 184 215 259 222 247 289 323 351 385 385
23 181. 227 308 214 268 322 395 277 308 371 418 455 507 550
93 . 116 150 128 160 188 226 194 216 252 282 307 339 363
24 166 208 282 196 245 295 362 254 283 340 384 418 465 550
81 101 132 113 • 141 165 199 170 189 221 248 269 298 346
25 180 226 272 334 234 260 313 353 384 428 514
100 124 145 175 150 167 195 219 - 238 263 311_
26 166 209 251 308 216 240 289 326 355 395 474
88 110 129 156 133 148 173 194 211 233 276
27 154- 193 233 285 200 223 268 302 329 366 439
79 - 98 115 139 119 132 155 173 188 208 246
28 143 180 216 265 186 207 249 281 306 340 408
70 88 103 124 106 118 138 155 168 186 220
29
173 193 232 261 285 317 380
30 95 106 124 139 151 167 198
161 180 216 244 266 296 355
86 96 112 126 137 151 178
31
151 168 203 228 249 277 332
32 78 87 _101 114 124 137 161
142. 158 190 214 233 259 311 ! t.
71 79 92 103 112 124 147
10
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