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Specifications (14) l(AIX SA) 4c k c. l - cv TIGARD TOWNE CENTER HVAC RTU REPLACEMENT 16200 SW Pacific Hwy. Tigard,OR STRUCTURAL CALCULATIONS UK Project Number:20160497 Reitmeier Mechanical 19570 SW 906 Court Tualatin,OR 97062 10111M4110' 6359P: ' la / • 12/16 OREGON �y 9� 1:: 5, ��S SONC. S EXPIRES: 6/30/20 18 Prepared By: Kelli Slavers,E1T VV September 12,2016 ENGINEERING + DESIGN Structural Calculations:Tigard Towne Center HVAC DC-1 Project: Tigard Towne Center HVAC Project Number: 20160497 Project Address: 16200 SW Pacific Hwy. Document: Structural Calculations for Tigard, OR Building Permit TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-2 Building Aerial and Structural Detail S-1 thru S-2 Structural Calculations C-1 thru C-8 Reference Information R-1 thru R-5 DESCRIPTION OF PROJECT The 'Tigard Towne Center HVAC' project consists of the replacement of an HVAC roof top unit (RTU). The existing RTU will be replaced with a new unit and adapter curb weighing 798 lbs. The scope of this calculation was to review gravity loads to the existing framing and design the attachment of the new unit to resist wind and seismic forces. ***LIMITATIONS*** VLMK Engineering + Design was retained in a limited capacity for this project. The design is based upon information provided by the client, who is solely responsible for the accuracy of the information. No responsibility and/or liability is assumed by, nor is any to be assigned to, VLMK Engineering + Design for items beyond that shown in this Structural Calculation Package. G cad2016\2016049T alcs\OC 20160497.docx 3933 SW Kelly Avenue Portlarxi,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com f Structural Calculations:Tigard Towne Center HVAC DC-2 CODES 2014 Oregon Structural Specialty Code (Based on the 2012 International Building Code) DESIGN LOADS Live Loads Snow Load 25 psf Dead Loads Roof Roofing (new and future) 4.0 psf Insulation 0.5 psf Sheathing (3/4" plywood) 2.3 psf Suspended Ceiling 1.8 psf Joists (48" TJH) 3.0 psf Glulam Girders 1.0 psf Mechanical and Electrical 1.5 psf Miscellaneous 0.9 psf Total Roof Load 15.0 psf New HVAC RTU 798 lbs ind Basic Wind Speed (3-second gust) 120 mph Wind Importance Factor, lW 1.0 Occupancy Category II Wind Exposure B Seismic Location Latitude 45.40387 Longitude -122.79693 Seismic Importance Factor, le 1.0 Risk Category II Mapped Spectral Response Accelerations S5 = 0.952 Sr = 0.419 Site Class D Spectral Response Coefficients Sds = 0.710 Sdl = 0.441 Seismic Design Category D Component Anchorage Factors ap Rp I, S2o HVAC Equip 2.5 6.0 1.0 2.5 G\\cad2016\20160497\Calcs\DC 20160497.docx 3933 SW Kelly Avenue Poniard,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com • L UNIT CASING UNIT BASE AND BASE RAIL SECURE ANCHOR TO UNIT WITH(4)#10 x 1/2" TEK SCREWS SECURE ANCHOR TO CURB WITH(4)#10 x 1/2"TEK SCREWS,TYPICAL 16 GAUGE STEEL'CANFAB' HVAC UNIT ADAPTER CURB OR EQUAL ANCHOR,(4) TOTAL,(1)EACH CORNER ON LONG SIDES OF UNIT SECURE HVAC UNIT ADAPTER CURB ► TO EXISTING CURB WITH MINIMUM (4)#10 x 1/2"TEK SCREWS EACH CORNER AND AT 12"O.C.AT SIDES, TYPICAL EXISTING UNIT MOUNTING CURB (APPROX 14"HEIGHT) EXISTING ROOF SHEATHING / EXISTING ROOFING \ /. I f/.////f/////f/f/f /f7//////// 10 VERIFY THAT EXISTING CURB IS FASTENED TO EXISTING SUPPORT FRAMING WITH A#14 SCREW EXISTING FRAMING MINIMUM AT EACH CORNER AND AT 24"O.C., PER PLAN EACH SIDE.SCREW MUST BE LONG ENOUGH TO PENETRATE SUPPORT FRAMING 2"MIN. IF ANCHORAGE DOES NOT EXIST, PROVIDE SIMPSON'LTP4'OR'A35'CLIPS AT EACH CORNER AND AT 48"O.C.EACH SIDE FROM THE INSIDE OF THE CURB TO THE EXISTING ROOF FRAMING • HVAC CURB DETAIL 1 1/2"=1'-0" rll TIGARD TOWNE CENTER HVAC 20160497SEP^ 01 16200 SW PACIFIC HWY. KRS JCS TIGARD,OREGON V L M KENGINEERING + DESIGN S-2 3933 SW Key Avenue Portland,Oregon 97239 I tel:503.22.4453 I tax:503248.9263 I wirttArn k.00m HVAC CURB �„n V VLMK -r Project. -icx IA\I AC- Job#2O 0 qa1 By 123 Date: CI /I CI, Sheet#V ENGINEERING DESIGN 11 ClION. TC)U311 e eV teiVe Byke Re p .C1‘.c„tplent Wt (D‘ SS Z 1\XIXIC Corno.„ 169 • T1.1‘AS Ni Un'+ (oltp 1.,Act% 0 r ss %," a400.0( w+. 2 112 4(*I.A\ V4114,f COrMir ni+ ft)achoraqc 1escin itadcy‘a., • rss- 0.1 \J , 2o r-yo wtrkd T>k•-,eckCIShize-f' Lit ?s-c ---- 319 PS+ 'FYI?t" tkliCVtOrGki).e SA)reCO&MI": \iLkth 2Z I-I mty.z. -2)1-42 al\chcpr, O COry1A.r tqlc.tet0r4C5e, U \ (46 44- 10 g scrtois scr,,,A, o tin-410,\12. 3 4, tsuet-td) lac EsIg 32.211 -if V-Scrtv4 LNiuow gtoce L.f."/screw (q)410 stxtvoc 0-)(1' Cecvs. 00d cvw ,gvs TcxL \! L4 t/tb't I . •K2 ei.AVeCt .2-6?LIVSCrt.kik) 4-114 uoock cory,e-,-.5..)/S screv,) orz' ect \ sVkiti- 27-2'7 corrck-st""'Ci '3744'1'19 10 le- o beiwe.e.r, p ee ct eitxi I S-2 - -tyr 0,SAChm7(.0,-) 3933 SW Kelly Avenue Portland,OR 97239 tel:503 222 4453 fax: 503.248.9263 www.vIrnk.corn 1 VV`M K Project Tigard Towne job ir: 20160497 BY KRS Date: 9/1 6 sheet It C-2 ENGINEERING♦DESIGN v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Mechanical Unit Anchorage Design Based on the 2012 International Building Code and ASCE 7-10 DESIGN INPUT Seismic Parameters: ( x • SOS = 0.710 g Design Spectral Response Acceleration S2 = 1.0 Overstrength Factor[ASCE7 12.2-1 or 15.4-1] • AD 2.5 [ASCE7 13.5-1 or 13.6-1] s - 193 4 RD = 6.0 [ASCE7 13.5-1 or 13.6-1] vc *cR r g ID = 1.00 [ASCE7 13.1.3] • 1 z • - z = 20 ft Attachment height from base of structure h = 20 ft Average roof height of structure from base xCg PLAN VIEW Wind Parameters: PHORIz. = 41:7'; psf Design Wind Pressure (psf), 1,0W PuPunr = 32.9: 'psf Design Wind Pressure (psf), 1.0W o Mechanical Unit Parameters: - WD = 798 lbs Total Weight Zcg X = 74.4 in Base Dimension (max) - 1 ' Y = 46.8 in Base Dimension (min) SIDE VIEW Z = 41.4 in Height of Unit Zwn, = 28.0 in Height of Curb, where occurs Load Combinations: X„ = 39.1 in Center of Gravity Seismic: Wind: Val = 23.5 in Center of Gravity (0.9-.2SDS)D + OE 0.9D + 1.0W Zc0 = 20.1 in Center of Gravity (excluding curb) (0.6-.14SDS)D + 0.752E 0.6D + 0.6W ANALYSIS Base Shear: (Load applied to all (4)anchors/corners together) Seismic: 0.4a S W rl Fp = p Ds p I 1+2-ZIT. (= 283 lbs <1.6SDSI pWp = 907 lbs OK Rp/Ip \ / >_0.3SDSI pWp = 170 lbs OK Base Shear, QV„E = 283 lbs Seismic, SIE Wind: VoN = 1494 lbs Wind, 1.0W Vu,BASE = 1494 lbs Wind = 897 (ASD) Anchor Shear: (Load applied to each anchor/corner) Seismic: Design Eccentricity 5% Anchor: dx dx^2 dy dy^2 ex = 0.0188 in ev = 1.05 in 1 39.125 1530.8 23.5 552.25 M,I_„ = 5 in-lbs Mv_v = 297 in-lbs 2 35.25 1242.6 23.5 552.25 Y Direction X Direction 3 39.125 1530.8 23.25 540.56 V1,3 = 71 lbs V1,2 = 74 lbs 4 35.25 1242.6 23.25 540.56 V2,4 = 71 lbs V3,4 = 74 lbs 5546.66 2185.63 Wind: V1,2,3,4 = 374 lbs Max VU,ANCHOR = 374 lbs Wind = 224 (ASD) Overturning/Uplift: (Load applied to each anchor/comer) Seismic: Mot = 13633 lb-in Seismic, QE Net Tension: Tx* = 377 lbs Mres,x = 21322 lb-in Seismic, OE Tv* = 574 lbs \o E mt, Mres.v = 14064 lb-in Seismic, QE Q�, Wind: Mo = 51829 lb-in Wind, 1.0W Max Tu,ANCHOR* = 574 lbs 7 Nrt� Mres.x = 25317 lb-in Wind, 1 OW = 333 (ASD .rr t i�4 Mres.v = 16698 lb-in Wind, 1.0W *Negative(-)values indicate there Is no net up 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com 1 VV L M K Project:Tigard Towne Job tt: 20160497 By: KRS Dare: 9/16 Sheet ti: C-3 ENGINEERING+DESIGN v3.00;Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Wind Loads on Rooftop Structures and Equipment Based on the 2012 International Building Code and ASCE 7-10, 29.5.1 sta TYPICAL SCREEN WALL f.',/s /"?' Fh o `T re Fh 0 TYPICAL MECHANICAL UNIT H CO nIN H h DESIGN INPUT B = 300 w;ft Horizontal Dimension of Building Measured Normal to the Wind Direction h = 24 ft Mean Roof Height of Building (Eave Height if Roof Angle < 10) Height =z 3 45 ", ft Height of Rooftop Structure or Equipment Width = 6.20; ft Width of Rooftop Structure or Equipment, Perpendicular to Wind Depth = 3,90, ft Depth of Rooftop Structure or Equipment, Parallel to Wind H = 23.5 ft Height to Top of Structure or Equipment _ 1/La = 120 mph Ultimate Wind Speed 3-Second Gust [Figures 26.5-1A, B, &C] B Exposure Category [Section 26.7.3] zg = 1200 ft Nominal Height of Atmospheric Boundary Layer [Table 26.9-1] a = 7.0 3-Second Gust-Speed Power Law Exponent [Table 26.9-1] KZ = 0.701 Velocity Pressure Exposure Coefficient [Table 29.3-1] KA '1,06 Topographic Factor [Figure 26`.8-1] Ka =.` 0-6,r,;., Wind Directionality Factor [Table 26.6-1] ANALYSIS qz = 0.00256KZKZtKdVUtt2 [Equation 29.3-1] ch = 22.0 psf Velocity Pressure at Ultimate Level GCr = 1.9 Horizontal: Force Increase &Gust Factor [Section 29.5.1] GCr= 1.5 Vertical-Uplift: Force Increase& Factor [Section 29.5.1] Af = 21.3831 sf Area of Structure Normal to the Wind Direction (Horizontal face) Ar = 24.14741 sf Area of Structure Perpendicular to the Wind Direction (Vertical face) B*h = 6000 sf Building Area Normal to the Wind Direction Fh = (1h(GCr)Af [Equation 29.5-2] i Fh = 892 lbs Horizontal Design Wind Force (Ult., 1.0W) Ph = 41.7 Design (Ult., 1.0W) ���asrxiNc psf Horizontal Wind Pressure ' .� d Fv = gh(GCr)Ar [Equi E ,) t F„ = 795 lbs Vertical (Uplift) Design Wind Force (Ult., 1.0W) \` , v eft t Pv = 32.9 psf Vertical (Uplift) Design Wind Pressure (Ult., 1.0W) 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com , . V- VLMK Project:-TiciaroC To tAJIN4 Gzikor tAN he Job tr:2,0(1,0 0 ii qi By:Y.sg„ Date: C 11(49 Sheet#c-5 ENGINEERING+DESIGN 1 , (c,,,,,.,') , Check Vck t?\ 11C) • . , i PS W S L.,. 2 0,s Y -hilb• -4-Zy)fsf,t t{' too eLF ?v,toi, old: i1s t 10 1 11111111 '‘diO' ....4 , —1(f) - - , iv Ito, bettr/N . ".. OtCk' I Q.(). ‘2.'IL-f+ \ op"... i 11111111EINININ1111111111 ( -c--a*c--1) pey, scoloy‘ 3 0.7 .2.. . ore3ori s-tvocttivo,specia.ki-4 j a ' n 1 , Lagl...CAN. %0/-1-7:-.Yk:-1 Wil,17-01 -S pain ---'? K32- r.L.F. Ca.paC hi E.1-1vS)0 iSf" Zia:9h- \ , 2-PLF '`(701%," \ '''.k r3 l'..4*t '7 10i 2. *-c.* 10 K (SPe : 1 . , . • .. i 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com Project Title: 'Tigard Towne Center HVAC Engineer: KIS Project ID: 20160497 Protect Descr: �� Ponied'9S 2016,2:11P91 KW-06002728 " 'Licensee;VLMK CONSULTING ENGINEERS Description: Joist Loading-Old Unit .-E„�°,l�-.mrd+ 1 !:�Y,�-�h-'�br,✓,�: .. v.-?,� �+!'`� �� Elastic Modulus 29,000.0 ksi Span#1 Span Length = 70.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 oto.00 sro.n 2 span=mon atm, y, Service loads entered.Load Factors will be applied for calculations. Uniform Load D=0.060, S=0.10 kit, Tributary Width=1.0 f Point Load: D=0.2760kel).16.0ft Maximum Bending= 00.220 -ft Maximum Shear= 5.813 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 34.650ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 18.777 in 44 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 30.802 in 27 Max Upward Total Deflection 0.000 in 0 ti51,7 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXunum Envelope Dsgn.L= 70.00 ft 1 100.22 100.22 5.81 +D+S+H Dsgn.L= 70.00 ft 1 100.22 100.22 5.81 Load Combination Span Max.•-•Dell Location in Span Load Combination Max.•+•Dell Location in Span +D+S+H 1 30.8021 35.000 0.0000 0.000 r .. `.,. i"-`7r7,1 Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overap MAXsnum 5.813 5.663 Overall MINimum 1.388 1.298 +D+H 2.313 2.163 +D+L+H 2.313 2.163 +D+Lr+H 2.313 2.163 +D+S+H 5.813 5.663 +D+0.7501r+0.750L+H 2.313 2.163 +D+0.7501+0.750S+H 4.938 4.788 +D+0.60W+H 2.313 2.163 +D+0.70E+H 2.313 2.163 +D+0.7501r+0.750L+0.450W+H 2.313 2.163 +0+0.750.+0.750S+0.450W+H 4.938 4.788 +D+0.750L+0.7505+0.5250E+H 4.938 4.788 +0.600+0.60W+0.60H 1.388 1.298 +0.603+0.70E+0.60H 1.388 1.298 D Only 2.313 2.163 Lr Only L Only S Only 3.500 3.500 W Only E Only Project Title: Tqi and Towne Center HVAC 04V1 Engineer. IIRS Project ID: 2016 Project Descr: Ported:9 SEP 2016,2:14PM Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Joist Loading-New Unit Elastic Modulus 29,000.0 ksi Span#1 Span Length = 70.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inM st bpen:to.0ft x i fl. .. y;t Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.060, S=0.10 k/ft, Tributary Width=1.0 ft Point Load: D=0.3990 k 16.0 ft Maximum Bending= 01.217 k-ft Maximum Shear= 5.908 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 34.300ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 18.777 in 44 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 31.140 in 26 Max Upward Total Deflection 0.000 in 0 .�-AA-h�n dM.��kt.� , .A,f,...;..�'. 4 �P � t _��y'Sv�t 7.�.V� - 'a'• Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx!Omega Overal MAXimum Envelope Dsgn.L= 70.00 ft 1 101.22 101.22 5.91 +D+S+H Dsgn.L= 70.00 ft 1 101.22 101.22 5.91 Load Combination Span Max."=Del Location in Span Load Combination Max."+'Dell Location in Span +D+S+H 1 31.1400 35.000 0.0000 0.000 w Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.908 5.691 Overall MINimum 1.445 1.315 +0+11 2.408 2.191 +D+L+H 2.408 2.191 +D+Lr+H 2.408 2.191 +D+S+H 5.908 5.691 +0+0.750Lr+0.750L+H 2.408 2.191 +D+0.750L+0.7505+H 5.033 4.816 +D+0.60W+H 2.408 2.191 +D+0.70E+H 2.408 2,191 +0+0.750Lr+0.750L+0.450W+H 2.408 2.191 +D+0.750L+0.750S+0.450W+H 5.033 4.816 +D+0.750L+0.750S+0.5250E+H 5.033 4.816 +0,60D+0.60W+0.60H 1.445 1.315 +0.600+0.70E+0.6011 1.445 1.315 D Only 2.408 2.191 Lr Only I Only S Only 3.500 3.500 W Only E Orly Cf".' r Trus Joist■Open-Web Truss Commercial Design Guide 1043•May 2005 11 TJH'' Allowable Uniform Load Table (plf) Chord For economical truss design,�ysee pages. ; f i .tatktit!MUMN!!C INf tfa il,..,. OSPA a,"q,;:. NW` �,,r:.,.}�r e" p24 4.r.�'03ALP4��6s 3�:a�'`� `2� 5" `�'° �MVO. �:<. ��u� � � "...,;: ,,. �.�+ `.. �. t �4�`s. E4 � 5 �.i5,4'"yr�' '�� �,����,u by � �: yy r : ""';: :,ti ra ;Auirn**AM. : . r,.,:5 `p rc. r ;:r 3;.° ' S ".3 �.�!�� . . c� `�u�ides, •� ',a - ' u'�s'''!oris_' irsu;an .!;> F;l►ioxu 1r3Yi> :H ��3?rJoeL!iMSi .'altarti ,. ... ..�,.: _.i%tai's...-~341.7,4 Mal 406 416 480 473 505 398 513 454 509 448 512 434 499 432 497 407 463 389 448 370 402 357 402 343 395.335 383 1881 246 500 306 509 378 516 443 521 526 524 528 496. 486 437 435 421 416 .6 ; 311 350 366 420 420';473. 452 469 437 483 347 639 427.485 40.7 471 40 471: 385 :427 369:423 350.399. 341.395 339:'364 ri .157';392 itie4t8 258s:475 314'::481 371::487. ..........491 :....::• 497 '•.; 494 ::: :.:497: •::'464 ':: 452 `:::.:::434 -~:424 '::: 395 Ng 277 -i 3 ' 374' 429'337 4511427 440 418 456 411 455 410 462 383 449'388 444 366 408 350 400 332 382 310 357 �.r 132 336 173 407 218 448 267 452 317 456 366 460 462 470 465 470 426 435 410 388 ;, ,7,, 284 29 , ii V 384'369 425 39 ,341;431 3k2;403. . 039 437 351 441.,368 425 17.1:;';;.40. 349.•.:387. 330;:382 322:,365 36� � ....... 3 �:.472 to •112 37 147 _ ;1$7. 419 228:+427',272::428 320•:433 :..;:: '437 444 <. . 442< 461 :438 ....:':420 ':''408 •::.-'396 8 : lige)K-� 346 3 391 303 405 371 406 335 413 348 413 394 413 378 417 346 402 347 387 332 371,315 363 val.i 95 26328 159 376 196 392 234 405 275 406 319 413 416 416 421 421 416 399 394 440.29.1::r i 237 `272 ?297::':351.. 339;:372 ;370•,:388 307...390: 320'.;382. 36$ 396'329::396 341..:386'330•.383 336•::359 315:'342 :: .. �."�r 82'-251 109 9il 138 341. •169::=377: 204'385 238'3$9 278��390 317.393 353•'396"""'"'398 "' 394' ' ' •'401 388; '" •374 177 210 Eta!'te: :• 280 321 312 360 18,1 368 355 371 355 352 362 374 358 375 348 378 325 371 315 3631 295 345 �`�l 71 228 94 269 120 310 148 336 178 366 210 368 240 370 276 373 X315 377 379 380 380 383 373 " ; 154 391 1961;.225 282;.'.326: 1319R,350, 32$':;354;:341:'.354'.341 358 302 358 328.161 333;:363 315,':358.302:349 61 199. ':82 r:105 :TO 130-319 157'•336 184'351 212454 242:'354 `274.357•• .:::• 360 :::362 :`:364 :36$ :`•'369 134 174 180 233 ga 258 300 267 330 295 336 272 313 326 335 326 343 329 330 317 344 321 348 306 345 6 `. 54 175 72 224 92 R.59 114 138 325 162 336'190 336 219 337 244 342 271 344 299 345 345 349 351 l� 119::,155 159:w •I& 276.'260::300-;87:.:294. :284,:;:325.'316::294 317:.326 316:,331 309:329 30§::330 306.336 s =48 155 .'64::206. :!82. 238 101 ;1221:300 145:118'167122'•192324 •216;127. 244::329:270,328 299.'333 1:••••:330 :':336 35 105 138 140 174 175 s r, w :EO 2543 `28t3 267 307 f2 311 303 308 307 289 304 317 305 318 305 318 292 321 42 137 56 182 72 y 901,. 9 109 276 128 304:150 310 173 311 194 311 217 315 243 317 X266 319.293 320 317 2 :93 122 124 161. ,161 18 X212 2 5' 260 47:283 }4 300 255 299 292:301 294'303 294':292',292:'307:-291309 POIA 37.11122 ~50 162 -<64'203 80231 '.'97: 2. 7 116'280••135•••280 154:Z297 .175:.300 .196::303 2171'303 241.305 262'307'285--309 83 109 111 146 144 � ,171 g ` 9 210 '� '�229 263 (24 284 0.,-111 289 281 268 290 285 285 2931 286 295 284 295 fid.. 33 109 44 146 57 187 72 ,. 87 224 104 52'x,'121 280 139 280 158 287 177 290 197 293 217 293 239 295 259 295 141. _75' 98 100 131 •129 161 :159.x,*maw 19,5.• 2 213.,411 231 252 249::278.'264;280.27.7:;281 t2 .282 2792717 274.285 i n .30 98 :::40.'131";":522;''.168•' ::64':`198.:79::222 :;'.§4.•244 109:266 126.::276 :142::278 161::280 179::281 199:28i°213::271 233 285 414 ' 67 88 90 118 115 150 145 171 r.65,k 183 1,2:09211,911 >229 tu224 264 ;2 268 244 271 264 261 268 262 267 272 s;,M 27 89 36 118 46 151' 58 186 71 x207, 85 224 99 248 114 265 131 268 147 274 164 267 179 273 197 274 216 272 •104;136: 131,3,„ ] 155 �'11'1. 196 214 i2Q1 231'215 248;222:;257. 246;263 241•:,262 244:;253:257:..243 g' ••:24:• 80 •=32 107 `:42"137 ••52''168 64' '3: 77. 21"•%3 ::90''232 103 251 •118 257 134::264 148:265 •164.262 181'•264. 198:265 73 74 97 95 124 119 149 145 167fi0 - •"-d 20. 112 216 248 220 245 229 252.246 254 256 256 :- S 73 29 97 38 124 48 155 58 181 70, 81 94 230:107 248 122 249 137 253 152 254 165 244 178 255 66 ::67 88 :;86::113' 108:'.140 132:„ 159.:'"A73: 76. ' "3 2.'• PP, 'l •ll202&.233 216;;.245 230•.'214 226::;247 242 2;` 66 :427 :'88 ;35-113 :43:'•141 53••168 •63-B88 74' "86 221 '18'224 112:•242 12C:243 137'246 152 247 166>{"l227a r464 vt 60 61 80 78 103 98 128'121 148 141 24U• 1 r ):010 17812:06:111001 203 231 215 239 228 239 237 240 ig`,e 60 24 80 31 103 39 129 48 157 58 168 68 92e 79 On 90 224 102 224 114 233 127 236 139 '239 153 240 outrati55 74 72 :95 ;'.90;:118 110 139 133 ' 180 2581, •180:01J91,.220. 203::230 2141-233 214',•213 s ..55. 74. 29 95 36:118 _44.144 ::53 166 .b2 181:•:72 95 83 -210 94"224,105' 224 117 227 129;230 141 233 51 68 66 87 83 108,101 131 121 k? 136 ; y 170 0,9 i t 170 EIDX 181 208 192 220 `•+a 225 204 205 51 68 ,26 87 33 108 40 132 48 157 57 168 66 RN 76 '1983 86 212' 97 224 108 224 119 214 131 aa, See page 4 for available depths and profiles.For depths and profiles not shown,use T3-8eame software or contact your Trus 3oist representative for assistance.For spans over 70 feet,see page 30 or contact your Trus Joist representative, • General Notes continued from page 10 To size floor trusses: To size roof trusses: Check both total toad(100%TI)and live load(100%LL).When live load Check the appropriate snow load area(115%TL)or non-snow toad area is not shown,total load wilt control Total toad values limit deflection to (125%IL)value to determine the maximum allowable total toad.Total 1./240.Live toad values are based on the Commercial Floor Deflection toad(115%TL and 125%TL)values limit truss deflection to L/180. Limit shown on page 34,and assume a nailed floor system.Live load Consult local codes to,verify deflection limits required for specific (100%LL)values may be increased with a glue-nailed floor system;use • TJ-8eame software or contact your Trus Joist representative for assistance. applications. R - Unit Report For 5T Project: -Untitled137 ( New I 08/01/2016 Prepared By: 04:41 PM Unit Parameters Dimensions(ft. in.)&Weight(1b.)*** Unit Model- 48KCEA06A2A5-0AOA0 Unit Length. 6'2.375" Unit Size. 06(5 Tons) Unit Width. 3' 10.75" Volts-Phase-Hertz- 208-3-60 Unit Height- 3'5.375" Heating Type- Gas *** Total Operating Weight. 616 lb Duct Cfg- Vertical Supply/Vertical Return Medium Heat *R*Weights and Dimensions are approximate. Weight does Single Stage Compressor Models not include unit packaging. Approximate dimensions are g g P provided primarily for shipping purposes.For exact dimensions and weights,refer to appropriate product data catalog. Lines and Filters Return Air Filter Type- Throwaway Return Air Filter Quantity- 4 Return Air Filter Size- 16 x 16 x 2 Unit Configuration Medium Static Option Belt Drive Al/Cu-Al/Cu Base Electromechanical Controls _. Standard Packaging Warranty Information 1-Year parts(std.) 5-Year compressor parts(std.) 10-Year heat exchanger-Aluminized(std.) No optional warranties were selected. NOTE: Please see Warranty Catalog 500-089 for explanation of policies and ordering methods. Ordering Information Part Number Description Quantity 48KCEA06A2A5-OAOAO Rooftop Unit 1 Base Unit Medium Static Option Belt Drive None Packaged Rooftop Builder 1.42 Page 2 of 9 R - Certified Drawing for 5T Project: --Untitled137 08/01/2016 .. Prepared By: 04:41 PM NOTES: ,,1�yy�f/�UNITED P.O.ROS NRR TRIS WCWFME E1 iN[IAOPERT7 d CAq[ER Cg7RR4/101E SRIRSSSI011 Or TME%IG6[Wf p DRCINEIi3 I. DIMENSIONS ARE IN INCHES DIMENSIONS A0 TECHNOLOGIES SSAACWE,IT aTEnsEii[REROTRei"R[xLoiio a mEOEWITHOUT aTACARAiER OOE3 WT COR51rrRrt Iili PFRr 5AWE OR IN[ ]ARE IN MILLIMETERS. UNIT J N (1 PHASE) 8(3 PHASE) ''NDN//CARRIER 1ua SWRgEAEOR3 WIITEII CgRERL KCfITI�XCE OF CpITRA[i. 2. CENTER OF GRAVITY - 48KC 04 33 3/8 14 7/8 14 7/8 18471 13711 [3771 CONNECTION SIZES 48KC 05 33 3/8 14"818 5/8 3.y DIRECTION OF AIR FLOW [8471 [3771 14721 A 1 3/8' 1351 DIA FIELD POWER SUPPLY HOLE 48KC 06 4105317/8 t4[377i/]8 18 5/8 [4721 B 2' [501 DIN POWER SUPPLY KNOCKOUT [1 - C 1 3/4' [511 DIA GAUGE ACCESS PLUG D 7/8" 1221 DIA FIELD CONTROL WIRING ROLE 33-3/8 18481 E 3/4"-I4 NPT CONDENSATE DRAIN F 1/2"-14 NPT GAS CONNECTION , •'—f G 2 1/2' [641 DIA FINER SUPPLY RNOCR-OUT 32-1/4 ECONOMIZER HOOD . [8181 (OPTIONAL) 16 14087 FILTERCESS PANEL (TOOLAC-LESS) COMP. I ♦ THRU-THE-BASE CHART • ACCESS CONDENSER THESE MOLES REQUIRED FOR USE •PANEL COIL , .� - CRBTgPWR001A01, 003401 THREADED WIRE REO'D HOLE INDOOR COIL I '%.1, • • - CONDUIT SIZE USE SIZES IMA0.) ACCESS PANEL I • [652] 12771 W 1/2" AGC. 118" [22.2] � 10-7/8 X 1/2" 248 7/8" [22.21 __ 17 1 [2171 / 1b • RETURN AIR • RETURN Y + 3/4 1001.003) POKER 1 1/8' [28.41 :WkI�»8ii�� Wii - 44 • lu 1 - AIR 2*+ 1003)1/2"FPI OAS 1 3/16' [30.0] • ANDLE 2-5/8�£I 111171 \'�'.---0��/ - f FOR"THRU-THE-BASEPAN' FACTORY OPTION, BACK [617 /� } - 1 FITTINGS FOR ONLY X,Y,b 2 ARE PROtlIDEO TIP �� E ALT. 1 SELECT EITHER 3/4'OR 1/2' CURB •N • CONDENSATE - 1T-3/4 FOR POWER, DEPENDING ON MIRE 512E WIDTH 1 .X DRAIN OPENING 14511 Y IN BASEPAX 29-3/8 ♦• [001)PROVIDES 3//^FPT THRU CURB .Z SUPPLY 26-1/2 •(1411 SUPPLY FLANGE b FITTING. [45918 AIR 16137 AIR 1411/8 138 1A 12-1/4 ...... ... 1 ' _-.14111 [3837 [312] SEE THRU THE 6-1/4 I I BASE CHART 41 [151 I — '--3-3/8 12-1/8 ---- [851 1071 (6361 -4 HOOD 18-1/2 4 R [1001 Top 14101 -518 10-1/2 [1181 12857 1-1t4 [321 LEISCONNECTTRICAL I- 111 — j DISCONNECT '" • '' —iii— : LOCATION -- ACCCCESSLPANEL ACCESS BLOWER CONDENSATE . CONDENSER COIL E STD. [LTER I. I FACTORY , �- 19-iR J �AC OAY "�) -i } F ANO [12]]4 RETUR II OPTIONAL .!E FEE OUTSIDE INSTALLED tig: [{917 /— �H LE -/ SUPPLY AIR AIR f , r'-' / 1138 CONVENIENCE , INSTALLED (2891 OUTLET DISCONNECT -_® _ [ L ll 6-9/8 -- .. � [531914 El — Ei [1681 1 ,I0 0 •l—J. 0 0 g' (155• 8 + 3-3/4 HANDLE -8-3/8 1951 46-3/4 30-1/8 [213] [1691 11171 [1521 [1(811 [7647 26-7/8 — 71-3/8 [8821 BAROMETRIC [18887 31-1/4 1RELIEF 1931 FLOW LEFT FRONT SUPPLY 11 RETURN RIGHT SHEET 647E SRNEME09 48KC 04-06 SINGLE ZONE ELECTRICAL KR I OF 2 09-16-14 - COOLING WITH GAS HEAT 4860000281 Packaged Rooftop Builder 1.42 Page 3 of 9 R - Certified Drawing for 5T Project: --Untitled137 08/01/2016 Prepared By: 04:41 PM UNITED Y.O.0 8 bp!THIS OOCWFR If THE 1101E1TI OE 0448101 009?dHTIW SWNISI[OA 01 THESE 01:1116!O1 00CUIE1T3 TECHNOLOGIES Srtb901.R 410 13 011180410 UPW THE 0919153 0089ITIW THAT TH1 08(810!CWSTITHTE 1117 IE1f01WJNE HI STD. UNIT CORNER CORNER CORNER CORNER CANNIER 130*! df/Tau[ai a wIT?Ni ICWxsEI 04 53E9 RENOIR CAMIEI ACCEIT4901 0/0*1041T. UNIT WEI6HT WEIGHT IA/ WEIGHT CBE WEIGHT ICS WEIGHT ID/ C.6. HEIGHT LBS. KG. LBS. KG. LBS. KG. LBS. K6, LBS. K6. R 2 Z 48KC 04 490 222 120 54 111 50 125 56 135 61 35 3/4 19081 24 3/4 16281 18 7/8 14191 48KC 05 544 246 130 58 126 57 142 64 146 66 36 3/4 19331 24 3/4 16281 18 7/8 14191 486C 06 597 210 141 64 156 70 158 71 142 64 39 1/8 19931 23 1/2 15911 20 118 15111 li STANDARD UNIT WEIGHT IS WITH LOW GAS HEAT AND WITHOUT PACKAGING. FOR OTHER OPTIONS AND ACCESSORIES, REFER TO THE PRODUCT DATA CATALOG. CORNER A CORNER 8 — O • (.11►lllifl • S CORNER D CORNER C TOP .I • • • 1 :00 (' l .� f 1: : 00 FRONT 31117 HATE $90EICE013 48KC 04-06 SINGLE ZONE ELECTRICAL 1EY 2OF2 09-16-14 - COOLING WITH GAS HEAT 48KC000281 Packaged Rooftop Builder 1.42 Page 4 of 9 R- OPTIONS: D.EN.DNWDAPO TOLERENCFDPIER ANSI Y,aw.Irex REVISIONS MATERIAL: 18ga.GAL STEEL REV. DESCRIPTION DATE APPROVED INSULATED PANELS (WHERE REQUIRED) Attn: Tag: INITIAL DWG 02!79/4013 MO 1"1-1/2LB DUCT INSULATION (R VALUE 3.85) GASKET PROVIDED WITH CURB SUPPLY AIR 1 1/2"ADDED TO EXISTING CURB O.D. Approval: W% RETURN AIR ( Adapt ei 22 V8" 251/8 INSULATED 1 pi _ 43" COVER L.....-. I D r 33 15116" SUPPLY m W D 621/16" U C9 1 471/8" Z 26„6"1 CO RETURN X I. 70 7/8" 23 5/8” LI.1 r409/,6 5" ' 2i/4 2,/4" ' sss, .\1 I/4/1- t-..- 1-.0-.--221/2" 20" `. l- 44,n" -I f 3" . k 63 9/16" 1 CURE BOORT(LBS.) APPROVALS DATE Ds& 1-3036-4000 CURB SHOWN IS CDI STANDARD CONFIGURATION 181.41 '" O.OLIVARES CDI RESERVES THE RIGHT TO CHANGE LAYOUT Monday,August 29,2011 2:59:10 PM QUOTE#: WITHOUT NOTIFICATION.IF CURB IS NEEDED IN A VERIFY EXISTING CURB OD .n�.". `REE..E wAv.aRa: DIFFERENT CONFIGURATION CDI MUST BE NOTIFIED 'VERIFY SUPPLY AND RETURN OPENINGS .." 1755DTV RIVER, "� 'NOTE ANY CHANGES 1 CDI ELK RIVER MN 55330 �S 1-3036-4000 PRIOR TO PLACING AN ORDER. 'CALL WITH ANY QUESTIONS .. l.�l 63)391-T55o 'FAX BACK IF DRAWING IS OK AS IS m.:.4 (M3)391-7551 ERRORI:ECO#“... 1:15 I.gym: 1 « 3 R - DIMENSIONAL DATA OI d O YCC018-060F OUTLINE -REAR W4 B A W1 ,--4e513§01 ----- .. W3 SUPPLY & ECONOMIZER/FILTER EVAPORATOR COIL & RETURN ACCESS PANEL BLOWER PANEL PANEL 14, CENTER OF C �E44\ GRAVITY F W2 111 . E G J ti, \ 1 a D oil":". 5 < .'.•'••••.............._ ,� `` ', 2 a K\ �`•� ;�: x zis ,�i' D �i�' :��y``:: 18 DIA. ENTRY HORIZONTAL !� ". Y / FOR 1/2 N.P.T. SUPPLY �•� ��. `` .�.<� / 18 GAS CONNECTION ^ OPENING . ` L j >� DOWNFLOW P �.�, .����, .! CONDENSATE DRAIN SUPPLY ``z�i,,� FOR 3\4" FEMALE NPT OPENING DOWNFLOW RETURN • HORIZONTAL �3 OPENING RETURN OPENING N ///'''''/////////i oIMErMsiORAL D661690 SURFACE (SEE 3 TABLEI 4 4 Y/�.�.rAwo. ///////% 8 0 -4- 1 APPEARANCE SURFACE + i i 4 OF SUPPLY & RETURN ��,///ll i 1 PANEL 2 SECT Y-Y SECT . X-X TYPICAL CROSS SECTION OF DOWNFLOW SUPPLY & TYPICAL CROSS SECTION RETURN PERIMETER FLANGES OF SUPPLY & RETURN PERIMETER FLANGES MODEL CORNER WEIGHT(LBS) UNIT A B C D E F G H J K L M N P WI W2 W3 W4 WEIGHT YCC018F-L 68.3 61.7 84 92.9 307 YCCO24F-L 69.4 60.0 85 99.5 314 55-1/4 36 25-3/16 18-9/16 11-1/16 6-9/16 6-13/16 17 21-5/16 25 17-1/2 10 3 4-7/16 YCC030F-L 70.5 61.4 87 99.8 319 YCC030F-M 84.06 68.08 92.1 113.7 358 20-3/4 25-13/16 YCC036F-1 78.3 68.3 95.6 109.7 352 55-1/4 36 29-3116 18-9/16 11-1/16 6-9/16 6.13/16 17 19-3/4 24-13/16 17-1/2 10 3 4-7/16 • YCC036F-M 86 67.6 93.2 115.13 364 YCC036F-H 90.3 73.8 101 123.7 399 YCC042F-M 103.8 88.7 98.6 122.6 412 62-3/4 36 29-3/16 18-9/16 11-1/16 6-9/16 11-1/8 17 19-3/4 28-1/4 17-1/2 10 3 8-3/4 YCC048F-M 104.6 84.6 102.2 126.4 418 YCC048F-H 123.8 104.6 132.5 157 518 65-5/16 45 33-3/8 21-1/16 15-1/16 4-15/16 9-1/8 21-15/16 25 29-7/32 20 14 3-1/2 8-5/16 YCC060E-M 135.4 109.8 137.3 169.3 r= Page 4 Dwg. Na.X664209 P01