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Specifications /1/( . a 5s---(0 635 ccc5 sz./ GJcesit STRUCTURAL CALCULATIONS PREPARED FOR: GODIVA CHOCOLATIER WASHINGTON SQUARE MALL 9585 SW WASHINGTONSQUARE ROAD SPACE #B04 POTLAND, OR TOTAL No. SHEETS•(NOT INCLUDING THIS SHEET): 3 DATE: 2/1/2016 4 tivr 44t sAOP,EGON ti Dvel, ;0,'? OEPHL JOSEPH LEWIS Structural Calculations CONSULTING STRUCTURAL ENGINEER Godiva Chocolatier 3260 W.HENDERSON RD.SUITE 10 Washington Square Mall COLUMBUS,OH 43220 PORTLAND,OR Ph:614-326-2806 Fax:614-326-2805 Referenced Standards ESR-1271 Self-drilling screws Check RTU Framing Design Loads Total Max Operating Weight=2246 lbs. Seismic: Ss = 0.983 S1 =0.422 Site Class = D (assumed) Fa = 1.0 Fv= 1.5 SDs = (2/3)FaSs =0.725 S01 = (2/3)F,S1 = 0.422 Occupancy Category = II Seismic Design Category = D Structural element: Mechanical Equipment ap = 1.0 Rp = 2.5 1p= 1.0 z =28' h =20' Fp - .4apSDSWp R /l [1+2_j= 44W p Fp (max) = 1.6 Sos 1p Wp= 1.16 Wp O.K. Fp (min.) = .3 Sos 1p Wp= .22 Wp O.K. Check new RTU replacing existing RTU: Existing 24H6 joists at 6'-8" o.c. Spanning 30 feet Existing Resistive Moment of Joist per SJI=462,000 in-lbs. = 38,500 ft-lbs. Existing Allowable End Reaction per SJI = 5600 lbs. Roof Live Load =20 Roof Dead Load =- 20 psf Corner Load#1 =608 lbs. @ 7'-6"from end of joist Corner Load#2 =685 lbs. © 15'-0" from end of joist w = (6.67')(40psf) = 267 plf. Mmax = 37,440 ft lbs. < 38,500 ft-lbs. O.K. Rmax =4803 lbs. <5600 lbs. O.K. Therefore, existing joists are OK to support RTU loads Anchorage: (8) 20 ga. Straps provided with (3)#10 tek screws, therefore 12 screws resisting shear load in each direction good for(12)(188 lbs) = 2256 lbs. Wind load = (4.5')(8')(25 psf) =900 lbs. O.K. Seismic Load = (.44)(2246 lbs.) =988 lbs. O.K. - 1 - For Joist Depths 24"to 30" inclusive Joist Dcs,8n4110 24116 4117 24111 1499 (241110 241111 26118 26119 26810 76/111 18118 1781'9 281110 28611 3069 30119 301110 301111 90,6:134•11001324 /4 14 14 74 14 16 16 46 76 03 19 28 28 30 30 30 311 6aslst Moment 462006 /6000 /16,060 8511011 951.1100 1106.(100 /84100 925.1101 104020 f 203.90(1 941.218111 11016.961 1.124.000 1.300.001 909.000 L 0/5.000 1.201 000 1.397.000 ',.n-lbs, 7A4. Ind React 5610 51100 41.122 7000 ( 7500 8700 67110 /200 16110 8300 60011 ;201 7700- -8400 6800 /500 8100 8/00 • 105 314130104.WI. 15.3 IIS 12.7 140 155 1/5 118 148 1 162 179 135 157 168 18.3 141 154 173 18.8 . '163.;111 ._.Span in feel - • 2l 167 48.1 1 500 583 615 _ • 15 I 418 464 480 SITU 6147 .. •_ 76 I 43) 446 462 530 511 II1 Si) 515 554 5115 638 27 415 430 444 5(9 558 6111 Syti 533 ( 563 615 — 28 3 414 479 f 509 516 5136 4/9 514 I 541 593 4,9 „4 550 6011 336 406565 467 49/ 29 366 400 411 493 517 I ` 574 011 461 4/1 531 579 - - 1113 —165 30 .42 487 400 46/ 500 541 44/ 480 5117 553 44/ 413. I 513 56U 453 510 540 580 ' 4 110 45' 31 370 114 387 452 184 529 431 4135 490 535 412 469 451 542 439 - 484 513 561 242 '99 2', 414 465 419 J2 Jill 363 1 3/5 438 469 513 419 450 175 519 419 452 4111 525 425 469 506 5444. '/5 349 I:6 421 481 14U 445 33 183 357 364 424 455 49/ 41/6 136 , 151 1 503 406 4.,,: 46/ 509 412 455 491 527 1'1 148 119 341 106 ( 4141 I 144, 4 ,,1.5 1'. Slµ 34 266 332 1 351 412 441 481 T 394 421 14/ 44!88 3941 i 4.1 t 453 494 400 441 476 517 .81 78! 113 451 401 � II 1'1 41 i. 35 151 I 113 I 343 400 4/9 469 383 _411 ( 434 474 38.) ! 41' 440 480 389 425 463 491 ',lY 159 Inn 1:.i 11,9 .'r, i46 ;2 4, ,,, 36 2385 I 1961191 I 3:4,3 389 41/ 456 1 3/2 264 :01 339 /6' 404 III t!,,' 401 422 461 3/4 4u 1' 428 d67 411 J/8 378 111 450 187 i1 3/ 115 /0 I 324 378 405 443 ) 361 189 111 449 362 38" 4(6 454 ,3611 405 438 Up lib 1'e /11' •I1 +J 111 1 744 XX 17"t i'0 •8 !'2 43.1 3!0 .4S. J i7. .. 38 213 766 I 316 3681 .-.- 390 432 323 379 406 431199 454 319 485 442 358 395 426 459 115 ,62 70: '15 I{r 38 102 157 309 3713 385 ...421 141 369 1911 426 I 14/ ( m4 395 431 319 385 415 446 I,') 150 12 :O8 i34 '66 7)1 116 .16 '45 112 {139 1111 331 1'i 4.4 40 1193 130 ( 98 356' 315 4(0 317 3110 3811 115 I 3-.Si 35 i 36., 385 4111 340 T 375 405 135 :93 ;I' 74' 191 212 151, '9; 14? 201 I't 115 495 41 161118 184 44/ 3664 406 1 311 351 371 405 327 15. 4/4, 4161 331 366 395 471 _ 10' I 1 I 161 :�9 ^DI /?9 1111 _ :1I '34 -J _ 'N 1111 744 _ 7115 i/1. ,L' 42 175 I 1111 I 271 122 357 I 300 298 347 367 395 319 341 36/ 400 324 357 386 414 130 170 I 5 tbb I8' 273 168 191 21 .53 .Ye 7SP /95 .24 16S /98 III - 43 16/ t208 253 307 345 381 263 • 334 353 386 3115 3:5 1 358 391 316 349 317 405 94 ;11 140 155 114 99 116 183 206 '15_ :Si /11 '/5 _ 111 741 7'X 318 44 I 198 241 793 330 373 110 319 315 1 311 291 J2 350 382 309 441 368 - 395 105 110 141 163 .86146 1'1 19' .0 25 211 196 231 159 19' 45 (5131 19714X1 236 r 2105 315 364 258 I 305 31431(1, 38 369 119 .111' 341 3/3 299 333 360 3417 °1 I 130 157 R4 13' IW1 181 205 ISy ' !III 145 184 115 741 11 - 46 " 14'1', 16 I 181 226 I 768 302 348 247 r 191 328 361 181 .414 345 365 286 326 351 3)e 6 4• 414 12 142 16; 1/9 I i5 168 141 1/M _ 191 /75 1.? /0/ 52 2(4, 47 (39 T 111 716 257 299 334 I 2!/ ( 279 ( 314 153 f ?55 412 326 357 -_--- • 3. 319 345 370 ne lu' 119 133 IS7 1444 I ;411 IStl 186 141 n• 181 ;II 161 1X9 :l3 ,44 48 134 1 161 !211 227 301 346 745 79'1 321 350 263 n• I 8I 141246lob I: 6y, 148 164 11 3I' 138 323 III I1] 144 11u 257 289 334 235 7.'n 312 343 252 298 306 12'3 T I 19 I j96 715 w 1 ` ____ ___. I IL I"___ -I _ 208 I,) I VII 321 124 1l' 1 00 336 2'1 28) _. 322/7' 3116 -.51 - j - 201 T3/ 7167 3118 Z11 1 . - 91 IT I i (93 218 256 797 Zug 14' I Iii 321 224 265 298 335 I IIF 811 hA II' I{1 '' i1: Ik. 119 119 157 181 SJ i T-- I I /01 tl 267 I 379 ' 116 255 f 286 328 t 1 r__ _ ;r. I L,r sal 117 131 u1 ;:c' 54 194 1 297 291 1118 716 716 3(9 a" I 1 Ido IDG 115 IAP 161 55 I f I ( ( I 1 186 226 218 211 2011 211 266 308 9' I, 115 1:7 101 114 113 _ 157 1 _ _ 56 T- I - I !110 113 I 249 276 (93 — 729 251 297 b 93 r IU9 Irl 91 II7 16 144 7 (8, zzl 248 267 SN -I I - I r __ I I __ g914 1116 139 :41 - -I- I86 T I0 239 212 —_ 59 .f.. _ I{i r __—_. r 1 I • 1874 20695 336 268 .13 I I I I� II I I I r--- -- 1611 199 121 7159 'Indic,(108 Nominal Depth of steel i'1stl3 only. ••Sechon 5 9 of the standard Specifications for Open Web Steel 1Appro9,nJlda Weights par I wear Font of steel Joists only. Acces Joists. J and 13-;;cn 116141 filo deslcJti l IVF loud deflection as spres Lindnailer strip not Included follows 'f See IilariUta,turors' 431311)11 for (totaled InfounaUun on specificFl 00135 1./360••p:u' 000IS, 1 i 360 of span where a plaster cel lost types. in5 Is attached or su:.pended: 1/240 of span 101 all other cases. ., 292 0.6 'k 0.6Tk 0.26 k/ft t , r V r I r r r t' Y 1 1 1 1 , 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 , 1 1 1 1 1 1 1 1 1 , 1 tr 0.26 k/ft 30.00 ft Mmax=37.44 k-ft at 14.96 ft from left Dmax=-0.2047 in at 14.90 ft from left RI=4.803 k Rr=4.499 k Vmax @ left=4.803 k Vmax r1=4.499 k