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Specifications
At/ -UUs77 ctz.00 tJc5A Ste, RECEIVED OCT 12i1 STRUCTURAL CAL ' I 0 N S FOR Wells Fargo RTU Support Washington Square Drive Tigard, Oregon Hunter-Davisson , Inc. 1800 SE Pershing Street Portland, Oregon. 97202 �FB�ro Associated Consultants, filry41E1/14,P?Al( Inc• Structural Engineers �;,L-�►A BICPIREs: 6-30—t4 100 East 13th Street • Suite 10 • Vancouver, Washington 98660 Portland: (503) 384-0460 • Vancouver: (360) 699-0607 r ► `, • • 1 1 £� i•41/i•. G-O - G O 1 1 GVLG -G .7-D I - ) . LINE Or CANOPY II _ x '.•(, .1 .AND nip �_17 -.- 1 bI. I 1 III ? I la�� ■ '� N (-Loi .p 11 1 ) - N6T I V, - d I I • -•`v-. r F' I,6 - I I F•I.1�. I ..• • .. I = Ii 1' _'. �I �i dl►'I, id_ ♦ - F� O r�eil it.; ,• II D IJEDGE OF DECK NG • G 14 �(I , I.:, -'I�TYv.I 1. aIiI � 1 r. ' ' a gil mi. • L r. II-N N Aii-- 1:a I _ ?I�' C4'A24� I' i I 1 t/ /�tTiIL1.:-7---1-7-111-1.• 11 I-I�I-_I I. Ill • iiir,.01• ' I ..i I 71 1 • Si., •.•. . . ' M•----.--7:-•.,.-- ff...7-.."= "7.7.-"=",) i W 4a40 8 I.. .. I l3 ... d • .. .,,,,, Mr. I- ld u • t 10/1311' © .I ..„11. -. 1 NI _ 6NOYie� II ,• __ 4 ,. I jje i 2 12 M4,JD16T° I`/// • I I . .D}I I I11711111 • 1y-I '" � i I w 6'212 I .� ..11 f t CGab.i II Mp�IA r,., . , $ 1' o 418 1 t]\:11•B241 1 m�M�•rq :7\�`Z�� .. � , t-.f • _�_< 4�+'� ,,„.i1111111. Yo®11' O N�,1�N RI:. $1 *�II � si rL�,, '•® _ I I I h • F ,,u1 ezw u' TYE. 1 I ,. 8 I i 11 1 WO 11• :0 1 ® ' 1 • • I 1 Irl _ VI 1 O. Iark. ',4 JOI LT �R®®� '‘.• .°}M�1CL5 _ a�I� r 1 � °.I�1 r+. Ila• N core 4� I '' s i 1 s ° 2'L6$ .... : �I -4� 9_¢ l�.� IL:o 3 '2 V► _ _o N °'-Iba n \.� _ D2 ��I l 7}2 toss N , I `9216: VII 21! n WRs2t�'`1 , 1 I: r 1 T.. . I 1r4' ® I1�€_ 1 1- ---, 1040. • ®I I I I ;I ..,,,,,—.. ., ! .. .,L , . , s .. , .,,.. .._. _..,,,,:i.: I i I « IIII • _Il/ -Ii IIy�' Jr—. 'V • 1 _II III I 1 IG ISTn .. I, _.'.. ,.I ' . ®• 1- . 7 •L • I1,1 ,® "•-•-_,!--.-..,:-,,....••••:•-.-• J, • `N� I _- _ _.` _ °2 • lc.., - °a17r aieDi 8 • ''.&r•I,IL1alig" I • ®1\��i " D.d . ° . �y .ADWP°.®i._ j. - (dTY�. ( `1DECCKIN4. • I1 • 2�By za.o• 14'-b ---- -19 4-- --- -- . 16-0" y s-D7,,.'. I U Q ' CD 9 . 00F FRAMING PLAN Ne s NOTE S I.,$ ELEVATIONS SHOWN ON DETAILS ARE • I MEASURED FROM FIRST FIN.FLOOR LEVEL• kb) . j_ (0) 12"1 -d, Jo 1$13 ,-']' !o',...0 " CC. L 4 x q-X I /4 gill PSA-M t rl PLANA-T. dP/�a iT GAP= 2, elP_ d- By. Project Job No. Associated Wells Fargo New RTUs 14-189 IConsultants, Locat'°° Date Ing. 5tuRuralEngnees Washington Square Road 06/18/2014 Cheat Sheet No. 100 East 13th Street•Suite 10•Vancouver,Washington 98660 Hunter D av i s s o n Portland:(503)384-0460 • Vancouver:(360)699-0607 • PL 4"x3"x1/4" L 4x4 jraimmit `3i(b V3 TYP � , /Ib ITYP PL 3"x3"x1/4" with � ROOF UNIT 1-5/6" DIA BOLT 16 GAGE X 6" X SHOWN W/ 6-#12 SCREWS, 2-EACH SIDE OF UNIT • #12x2Y2" WOOD _ SCREWS @ 12"oc METAL CURB CUT FROM 4X PT AT PITCH ATTACHED WITH #12x2Y" TEK SCREWS @ 12"oc PROOF V<J• AIM Ma a ■I• STL JOIST TOP C1-IORD FASTEN L4 TO ROOF DECK w/ #IO SCREWS @ 12"oc TYPICAL S ROOF UNIT SUPPORT DETAIL 1" = 1'-0" , �- NIT U ROOF 16 UNITE X " X SI-IONN WI 6-412 SCREWS, 2-EACH SIDE OF UNIT #I2x2Y2" WOOD SCREWS @ 12"oc NEW ADAPTER 10-#12 CREWS EACH SIDE (E) ROOF DECK EXISTING CURS 1�_I • ROOF UNIT SUPPORT IJETAIL 1" = 1'-0" PL 3"x3"x1/4" NI 1-5/8" DIA BOLT MI AIM MIS II III L 4x4 FASTEN L4 TO ROOF 3f6 DECK w/ #l0 SCREWS 12"oc TYPICAL (E) WF BEAM D ROOF UNIT SUPPORT DETAIL 1" STANDARD LOAD TABLE Based on a Maximum Allowable Tensile Stress of 30,000 PS1ff iii;' OPEN WEB STEEL JOISTS, H SERIES Adopted by the Steel Joist Institute October 1, 1974, Revised to November 7, 1983. Standard Load Table, Copyright Steel Joist Institute. Reprinted by permission. The black figures in.the following table give the TOTAL safe a deflection of 1/240 of the span may be obtained by multiply- uniformly distributed load-carrying capacities, in pounds per ing the figures in blue by 1.5. In no case shall the total load linear foot, of H Series Steel Joists. The weight of DEAD capacity of the joists be exceeded.** Vogl . or loads, including the joists, must be deducted to determine the Tests on steel joists designed in accordance with the Standard LIVE load carrying capacities of the joists. The load table may Specifications have demonstrated that the Standard Load Ta- be used for parallel chord joists installed to a maximum slope bles are applicable for concentrated top chord loadings (such IIKP., of 1/2 inch per foot. as are developed in bulb-tee roof construction) when the sum The figures shown in blue in this load table a the LIVE loads of the equal concentrated top chord loadings does not exceed .:ry' the allowable uniform loading for the joist type and span and per linear foot of joist which will produce a approximate de- the loads are placed at spacings not exceeding 33" along the flection of 1/360 of the span. LIVE loads ' h will produce top chord. , ovitf Allowable total safe loads in pounds per linear foot of H Series Steel Joists-for joist depths 8"to 16" JOIST TYPE 8H3 - 10113 10114 12113 12H4 12115 12H6 14113 14114 14115 14H6 14H7 16114 16115 16116 16H7 16H8 , .- OVERALL DEPTH '' (inches) 8 10 10 12 12 12 12 14 14 14 14 14 16 16 16 16 16 RESISTING MOM. 91 116 148 140 180 222 260 165 212 259 307 369 221 289 344 413 478 < (inch-kips) ilMAX.END.REAC. (pounds) 2400 2500 2800 2800 3200 3600 3900 3200 3500 3800 4200 4600 3800 4300 4600 4900 5200 ... • MOM.OF INERTIA (inches•) 12.3 19.8 24.5 28.9 37.8 44.3 52.6 40.1 52.4 61.4 73.2 86.2 64.5 79.3 93.5 1.12.6 129.5 tAPPROX.WEIGHT 5 0 5.0 6.1 5.2 6.2 7.1 8.2 5.5 6.5 7.4 8.6 10.0 6.6 7.8 8.6 10.3 11.4 art: (lbs./H.) SPAN (n•) 8 600 500 560 467 533 600 650 457 500 543 600 657 475 538 575 613 650 9 533 500 560 467 533 600 650 457 500 543 600 657 475 538 575 613 650 - 10 480 500 560 467 533 600 650 457 500 543 600 657 475 538 575 613 650 460 j 11 436 455 509 467 533 600 650 457 500 543 600 657 475 538 575 613 650 345 12 400 417 467 467 533 600 650 457 500 543 600 657 475 538 575 613 650 J 266 - 13 359 385 431 431 492 554 600 457 500 543 600 657 475 538 575 613 650 209 337 417 j 14 310 357 400 400 457 514 557 457 500 543 600 657 475 538 575 613 650 . `4• 167 270 334 393 15 270 333 373 373 427 480 520 427. 467 507 560 613 475 538 575 613 650 J 136 219 271 320 418 . 16 232 302 350 350 400 450 488 400 438 475 525 575 475 538 575 613 650 112 181 223 264 345 404 480 366 i 17 268 329 323 376 424 459 376 412 447 494 541 447 506 541 576 612 4, 151 186 220 287 337 400 305 398 18 239 305 288 356 400 433 -as 389 422 467 511 422 478 511 544 578 j 127 157 185 4_ 284 337 257 336 393 413 ''..-''''' '"411P* 19 214 273 . 259 379 411 305 368 400 442 484 400 453 484 516 547 108 133 157 Plell241 286 218 285 334 399 470 351 432 J 20 193 247 233 01 360 390 275 350 380 420 460 368 430 460 490 520 r...q 92 114 135 177 207 246 187 245 287 342 403 301 370 437 21 212 272 336 371 249 320 362 400 438 334 410 438 467 495 5.: 117 152 179 212 162 212 248 295 348 260 320 377 454 , 22 193 248 306 355 227 292 345 382 418 304 391 418 445 473 j ,,_. 101 133 155 185 141 184 215 257 302 226 278 328 395 454 " ‘t 23 176 227 280 328 208 267 326 ' 365 400 279 364 400 426 452 89 116 136 162 123 161 189 225 265 198 243 287 346 398 j ; ,, 24 162 208 257 301 191 245 300 350 383 256 334 383 408 433 ', 25 78 102 120 142 108 142 166 198 233 174 214 253 304 350 i 176 226 276 327 368 236 308 367 392 416 1 ' 96 125 147 175 206 154 190 224 269 310 'M4. 26 0 163 209 255 303 354 218 285 339 377 400 85 111 131 156 1 137 169 199 239 275 27 151 194 237 281 33733 202 264 315 363 385 76 99 117 139 164 122 151 177 214 246 28 140 180 220 261 314 188 246 293 350 371 7..-, ' 68 89 104 125 147 110 135 159 192 220 t."4 29 - - 175 229 273 327 359 r t Approximate Weights per Linear Foot of steel joists only.Accessories not included. 99 121 143 172 198 30 tt Foran approximate total load carrying capacity ata maximum allowable tensile stress of 22,000 164 214 255 306 347 psi,the total load carrying capacity shown in the load table should be multiplied by the ratio 89 110 129 156 179 j 22/30. ! 31 "Section 5.9 of the"Standard Specifications for Open Web Steel Joists,H Series"limits the 153 200 239 287 332 design LIVE load deflection. 81 99 117 141 162 32 144 188 224 269 311 i "' 74 , 90 107 128 148 ."• LOADS ABOVE THE COLORED LINES ARE GOVERNED BY SHEAR. . tib, - H-2 gli Ti '1'.s1C- ------- .i - ® - 3TON len 3 TON CD 5 TON 1 ROOF PLAN - HVAC ,N M1.3 1/6'-1-0' " GAS PACK SCHEDULE COOLING GAS EFFICIENCIES AIR FLOW ELECTRICAL OPER SYMBOL OTT MFR MODEL AREA SERVED CONFIGURATION CAP• INPUT THERMAL SUPPLY RETURN MIN OSA WEIGHT NOTES [TONS] (MBH] SEER/EER [X] [CFM] [CFM] [CFM] VOLTS/PH MCA MOCP [LBS] GP-1 1 CARRIER 48HCEA ZONE 1 VERTICAL DISCHARGE 3 115 15 / - 81X 1200 900 300 460 /.3 9.9 15 527 1, 2. 3 GP-2 1 CARRIER 48HCEA ZONE 2 VERTICAL DISCHARGE 3 115 15 / - 61X 1200 900 300 460 /3 9.9 15 527 1, 2, 3 GP-3 1 CARRIER 48HCEA ZONES 3 & 5 VERTICAL DISCHARGE 5 115 15.2 / - 81% 2000 1500 500 460 /3 12.3 15 619 1, 2, 3 GP-4 1 CARRIER 48HCEA ZONE 4 VERTICAL DISCHARGE 4 115 15.6/ - 81% 1600 1200 400 460 /3 10.8 15 609 1, 2, 3 GP-5 1 CARRIER 48HCEA ZONES 6 & 8 HORIZONTAL DISCHARGE 5 115 15.2/ - 81% 2000 1500 500 460 / 3 12.3 15 619 1, 2, 3 GP-6 1 CARRIER 48HCEA ZONE 7 HORIZONTAL DISCHARGE 3 115 15 / - 81X 1200 900 300 460 /3 9.9 15 527 1, 2. 3 GP-7 1 CARRIER 48HCEA ZONE 9 HORIZONTAL DISCHARGE 3 115 15 / - 81X 1200 900 300 460 /3 9.9 15 527 1, 2, 3 NOTES:I. PROVIDE ROOF CURB AND HOLD-DOWN CUPS 2. DISCONNECT BY E.C. 3. PROVIDE JADE ECONOMIZER AND CO2 SENSOR e C,Ugb ipa 41 s - J kat VULUHAF 1 M StKItS/ LitNtNAL INI-VHMA I IVN ' ECONOMICAL SJI SPANS TO 60'-0" t. HIGH STRENGTH PAINT—Vuicraft joists receive a shop-coat of high DESIGN—Vulcraft H Series open web steel joists are quality rust inhibitive primer whose performance m. designed in accordance with specifications of the characteristics conform to those of the Steel Joist Steel Joist Institute. Institute specifications 3.3. ak ACCESSORIES see page 27. SPECIFICATIONS see page H-5. VI A. e_41) 0.-- a , 5f4.0 ...... C93 6.: H SERIES DETAILS \t i BASE LENGTH ,�rg� 2" SPAN =CLEAR SPAN +4" ilt twi k... �:' t zv R I 4" - STD.BEARING /. I D . EXTENDED END FURNISHED FOR BEARINGS LONGER THAN 4" 4= i • Al CLEAR SPAN = BASE LENGTH -8" _ NOTE: FOR SPECIFIC WEB CONFIGURATION AND DETAIL DIMENSIONING PLEASE CONTACT VULCRAFT. E ""�" Number of Rows of Bridging STANDING SEAM BRIDGING: (Distances are Clear Span Dimensions) The bridging table at the left was developed to sup- , Chord port the top chords against lateral movement during size 1 Row 2 Rows 3 Rows 4 Rows 5 Rows** the construction period. It is then intended that the # 3 Up to 13' 13'to 17' 17'to 28' floor or roof deck will laterally support the top # 4 Up to 16' 16'to 21' 21'to 32' chords underafull loading condition by meeting the # 5 Up to 16' 16'to 21' 21'to 33' 33'to 38' 38'to 40' provisions of Section 5.8 of the specifications. Most # 6 Up to 18' 18'to 22' 22'to 36' 36'to 40' 40'to 48' standing seam roof systems will not adequately of # 7 Up to 20' 20'to 25' 25'to 41' 41'to 46' 46'to 48' brace the top chords laterally with the number of # 8 up to 21' 21'to 2T 27'to 43' 43'to 48' 48'to 60' rows as required by the bridging table.We therefore, # 9 Up to 23' 23'to 30' 30'to 46' 46'to 52' 52'to 60' recommend that when standing seam roof systems #10 up to 24' 24'to 30' 30'to 47' 47'to 53' 53'to so' are specified,the designer employ a note to have the *IA #11 Up to 24' 24'to 31' 31'to 48' 48'to 55' 55'to 60' joist manufacturer to check the system and to pro- ' 'Last digit(s)of joist designation shown in load tablesvide bridging as required to adequately brace the :J "'Where five rows of bridging are required and spans are over 4Ofoit,the middle row top chords against lateral movement under a full shall be diagonal bridging with bolted connections at chords and intersectionloading condition. UPLIFT BRIDGING: 04. Where uplift forces due to wind are a design require- '' ment, these forces must be indicated on the contract drawings in terms of net uplift in pounds per square foot. When these forces are specified,they must be consid- ered in the design of joists and/or bridging.A single line ' of bottom chord bridging must be provided near the first bottom chord panel points whenever uplift due to wind forces is a design consideration. ' 11-1 (-,14P-6,g - '''a riCAMIN4 'FAT. giv supPeR-T: 1 ... g) J.0/5-7-.5 1 124-4- e., V e e..... V'`! : 0 -1-' eeZ5 (Co) l + 1 So pL i . 7 °/4- 7eiCA hAt, -to ISe, PiF 4 4b / 9 ' ss 120 a � z 8 + i7S (?) = 'I ala 2 caI I C10 d p L.•- F 1-4 J , r 41r44.6 t j W,:. 3,7. st of # > reeo i 0 g jd r -r /3 ,ok lu©Y N co FS c®EZtftl l 1.... A-17:5 Di; -- -'7"y 'c1P,o irj) py By: Project Job No. Associated Wells Fargo New RTUs 14-189 - it..... Consultants, '°`°"°° Date Inc. Structural Engineers Washington Square Road 06/18/2014 . Clie¢t Sheet No. 100 East 13th Street•Suite l0•Vancouver,Washington 98660 Hunter Davisson Portland:(503)384-0460 -Vancouver:(360)699-0607 G/i J/2-4ej s OK 07 rN;P -rio tom.) 1:-oA95 179 S LIPPe i By: Project bob No. Associated Wells Fargo New RTUs 14-189 Consultants, Location Date Inc. Structural Engineers Washington Square Road 06/18/2014 Cheat Sheet No. 100 East 13th Street•Suite 10•Vancouver,Washington 98660 Hunter b av i ss o n Portland:(503)384-0460 • Vancouver:(360)699-0607 • • • • i 242 Lr • ' .. _ „. ei .'i,0f 6 __. . fes.... . I*..... ... ... = /• 1112 r --!--. ' .::--2.1.1,.46.. ....c.,:i .7.4., „.....:31 z,.... / , /i , . : , . / , , . • , • i:::::. . , , 1,44.t... „,•.„,..1..i1;:,..,,;.-3,- 1 i 3-'4.Cl.,. 7.4.27-> . ; . .. . ..;.... . . . r f ... � . • • • 4I---'r--- --• 1 ! g-e ..-i, 2 . 16ve :.-... 1. a • r /h- ti . • - ) We i a .. !. . . ...,...1.s7.7.. .k.. 4,, . I ,,i ,, -7 s i yz V (I ÷ .g-.),,, i_.#,1 t vip ! kl • . • " � i 5 , , . , , s" ..__.........._...mw i ,,: ..... , , , fz.,,,... . E rr,- .....„ ...... -2-2., ,-.:„, .... 1 olf ..-,-,. ,,,„‹ . ,,,,- i f2 - , ----- , , i i {4 < oP '"' � y . .. .... .. . . .... , • r 1 _ 4 . 9 1 • • Br Project Wells Fargo New RTUs J0 0 14-189 Associated Associated Consultants, Location Date Inc, Structural Engineers Washington Square Road 06/18/2014 Client Sheet No. 100 East 13th Street•Suite 10•Vancouver,Washington 98660 Hunter D av i s s o n Portland:(503)384-0460 • Vancouver:(360)699-0607 • -- 7 , " 35 2- 4 S 4 Illi t i4D 4IDei =' wok0— "Z. C.--Te—F-z 443 TC-Xto p_ a r. 14-4- A-11-4-614 44---- `4u4 ° Kb TO iZ- ' 4- .5 e > 300 4n e.') etr eqr -. 7 -r u)/ S I 4- 4- e•' &7' 4°> e7c° /o_ /'2- A- 5 ID - Dy: Project Jab No. • Associated Wells Fargo New RTUs 14-189 IConsultants, Location Date - Inc. Structural[ngineers Washington Square Road 06/18/2014 client Sheet No. 100 East 13th Street•Suite 10•Vancouver,Washington 98660 Hunter D av i s s o n Portland:(503)384-0460 • Vancouver:(360)699-0607