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Plans (82) SCHOLLS BLDG B HVAC REPLACEMENT 10110 SW Nimbus Ave Tigard, Oregon CITY OP TIGARD REVIEWED FOR CODE COMPLIANCE Approved: f OTCs [ ] Permit its ,t * --40. •.64 STRUCTURAL CALCULATIONS Addresst A Sui VLMK Project Number.20170572 By: IBM" Dates t OFFICE COPY Reitmeier Mechanical 19570 SW 90th Court Tualatin, OR 97062 �R JC T'ispUR l. G 41%1£1, o 1 6359 9/1/17 REG�N (\, v • 15, 2 �SONC. SPO' EXPIRES: 6/30/20 18 Prepared By: Kelli Slaver,E.I.T. N— Fir V ins K September 1,2017 ENGINEERING + DESIGN Structural Calculations:Scholls Bldg B HVAC Replacement DC-1 Project: Scholls Bldg B HVAC Replacement Project Number: 20170572 Project Address: 10110 SW Nimbus Ave Document: Structural Calculations for Tigard, Oregon Building Permit TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-2 Str tugi.l;Re'tgjlg,,. S-1 thru S-4 *`. C-1 thru C-10 Roof Framing Desigi R-1 thru R-4 r , PROJECT DESCRIPTION This 'Scholls Bldg B HVAC Replacement' consists of the replacement of a roof mounted HVAC unit with a new unit weighing 360 lbs at the site located at 10110 SW Nimbus Ave, Tigard, Oregon. The scope of this calculation is to review gravity loading to the existing structure, and to design and detail anchorage of the 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\Icad201N0170572\Calcs\0170572 DC.docx 3933 SW Kelly Avenue Portland,OR 97239 tel 503.222.4453 fax 503.248.9263 www.vlmk.corn Structural Calculations:Scholls Bldg B HVAC Replacement DC-2 CODES 2014 Oregon Structural Specialty Code (Based on the 2012 International Building Code) DESIGN LOADS Live Loads Roof Snow Load Flat Roof Snow Load, Pr 25 psf Dead Loads Roof(Panelized) Roofing (new and future) 4.0 psf Insulation 1.5 psf Sheathing 1 .8 psf Sub-purlins 1.2 psf Joists 3.0 psf Girders 1 .0 psf Mechanical and Electrical 1.0 psf Miscellaneous 1 .5 psf Total Roof Load 15.0 psf Additional Loads RTU B-6 304 lbs Adapter Curb 56 lbs Wind Ultimate Design Wind Speed, Veit 120 mph Nominal Design Wind Speed, Vasd 93 mph Risk Category II Wind Exposure B Internal Pressure Coefficient GCp; = +/- 0.18 Seismic Location Latitude 45.4469 Longitude -122.78926 Seismic Importance Factor, le 1.0 Risk Category II Mapped Spectral Response Accelerations Ss = 0.973 S1 = 0.424 Site Class D Spectral Response Coefficients Sds = 0.721 Sd, = 0.446 Seismic Design Category D ap Rp Ip flo Component Anchorage Factors HVAC Equip 2.5 6.0 1 .0 1 .0 G::\Acad20l 7\20170577\Calcs\20170572 DC.docx 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com I r1 . t . . : AREA OF WORK, ® REPLACE EXISTING HVAC UNIT WITH NEW 2-TON UNIT WEIGHING 360 LBS AREA OF WORK Vir (SEE R-4 FOR ROOF FRAMING PLAN) NTS r z°aoOo72 09/17 DATE 10110 SW NIMBUS AVE KRS JCS TIGARDOREGON CHECKED S-1 L M I(ENGINEERING + DESIGN V SCRO, LLS BLDG B HVACV AREA OF WORK 3933 SW Kelly Avenue Portland,Oregon 97239 I tel:503.222 4453 I fax:503.248.9263 I www.vlmk.com ,MEET N0 EXISTING 2x4 SUB-PURLINS AT 16"O.C.,TYPICAL J _ z Ce J a cc0 a Ti LL LL o 0 v v � , X NEW OR EXISTING MIN 4x6 `* NEW OR EXISTING MIN 4x6 WITH SIMPSON'HUS46' w _ w WITH SIMPSON HANGERS FACE MOUNT HANGER PER SECTION.IF EXISTING EACH END,TYPICAL 2x4 SUB-PURLINS ARE - CUT,SECURE WITH SIMPSON'LUS24'FACE s r - MOUNT HANGER,TYPICAL (E)3 1/8 x 21 GLULAM GIRDER D CONTRACTOR TO VERIFY NEW HVAC UNIT TO EXISTING SUPPLY AND BEAR ON NEW OR RETURN LOCATION WITH z EXISTING FRAMING EXISTING OR NEW 7 1 71 ON ALL SIDES PROPOSED SUPPORT m S -3 (WEIGHT=360#) FRAMING a 0- LL - LL I = 0 O 7.NI- < _ W W (T)n ENLARGED FRAMING PLAN , \r, \...§....730..) 1/4"= 1'-0" r SCHOLLS BLDG B HVAC 20170572 09/17 10110 SW NIMBUS AVE KRS JCS VVLIVIKENGINEERING TIGARD,OREGON+ �Es�GN ENLARGED FRAMING PLAN S-2 SW Kelly Avenue Portland,Oregon 97239 I tel:503.222.4453 I fax:503.248.9263 I www.vlmk.com sMEsl wo ... 0 w \ ........ /HVAC UNIT AND CURB / /4../ BY OTHERS / / / / / / / / „Ct t t t t t t t t t t t t t t t t t t t t t r t t t t t s t t i i t s t M - . • S > < K _ < FRAMING PER PLAN,TYPICAL \ SIMPSON'HUS46'FACE MOUNT HANGER,TYPICAL EXISTING PURLIN BEYOND,TYPICAL EXISTING GLULAM GIRDER HVAC SUPPORT DETAIL if -- SCROLLS BLDG B HVAC 20/70572 09/17 °nre 10110 SW NIMBUS AVE KRS JCS VTL lvi K TIGARD,OREGON ENGINEERING + DESIGN SUPPORT DETAIL S-3 3933 SW Kely Avenue Portland,Oregon 97239 I tet 503.222.4453 I fax:5032489263 I wnww.vFnk.com sMee.uo vs UNIT CASING • UNIT BASE AND BASE RAIL SECURE ANCHOR TO UNIT WITH(4)#10 x 1/2" TEK SCREWS \il j,_.1 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 t MOUNTING CURB (APPROX 16"HEIGHT) EXISTING ROOF SHEATHING EXISTING ROOFING 1 ' VERIFY THAT EXISTING CURB IS FASTENED TO 4 EXISTING SUPPORT FRAMING WITH A#14 SCREW .0 EXISTING FRAMING MINIMUM AT EACH CORNER AND AT 24"O.C., PER PLAN EACH SIDE.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 C HVAC CURB DETAIL 1 1/2"=1'-0" I I SCHOLLS BLDG B HVAC 20170572 09/17 10110 SW NIMBUS AVE PR KRS JCS 'VVLMK TIGARD,OREGON °"w"ENGINEERING + DESIGN HVAC CURB DETAIL S-4 SW Key Avenue Porthnd,Oregon 97239 I tet 503222.4453 I fax:503248.9263 I www.vFnk.can sHse"o V V+LEN�.DESIGN Project: }g)j(3 ,tC V� Job if:20)70512. By: k.,12. ) Date: Sri' Sheet*VC— 1 ENGI i { th()fl i HiJAtIuntfti l 1.... , i 1 , , i 4 Deo -3 I P31; i. . _ 1 . 3 t , .. i F4k E i t , iecs b -'- - - ' . i S{{ t a , i i i., (5) 3'//X1IC ► U�3t ote' a i Zi 10 HE *-1 , . utr-tiv► . _.: . � : • I + 1 CE' °fixft N R: Put tit $5 q bake r i 1 1 1 I . l 1 LA t- ► - _ S i'magm Nirft, - ' ininiiimmin fi i/,,� Fv I Y 14 VF 1 -.IX'ti.14 t5 ade* vat i _ i C� ' i i_ t i ... .. i � i . , !- i , . �,, 1 . i.. y 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com Project Title: Scholls B-6 HVAC Engineer: KRS Project ID: 20170572 Project Descr: C-2 Printed. 5 SEP 2017,7:32AM File=G:44cad20171201705721C31r'cs120170572.ec6 Wood Beail1:'. ENERCALC,INC.1983-2017,Butd:10.17.8.3,Ver:10.17:8.3 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: (E)3 1/8 x 21 GLB With HVAC Unit - CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-PIA 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species :DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.46) D(0.225)S(0.375) 3.125x21 H Span=25.0 ft H - Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=15.0 ft,(Roof Trib) Point Load: D=0.460 k @ 12.50 ft,(HVAC Unit) - DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.965: 1 Maximum Shear Stress Ratio = 0.502 : 1 Section used for this span 3.125x21 Section used for this span 3.125x21 fb:Actual = 2,599.18psi fv:Actual = 152.91 psi FB:Allowable = 2,694.74 psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 12.500ft Location of maximum on span = 23.266 ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.764 in Ratio= 392>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.282 in Ratio= 234>=180. Max Upward Total Deflection 0.000 in Ratio= 0<180.0 Project Title: Scholls B-6 HVAC Engineer: KRS Project ID: 20170572 Project Descr: C-3 Punted. 5 SEP 2017, 7:33AM File=G:lAcad20171201705721Calcs120170572.ee6 Wood'Beam ENERCALC,INC.1983-2017,Buid:10.17.8.3,Ver:10.17.8.3 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: (E)4x10 HF#1 with Unit CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 975.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 975.0 psi Ebend-xx 1,500.0 ksi Fc-Frit 1,350.0 psi Eminbend-xx 550.0 ksi Wood Species :Hem Fir Fc-Perp 405.0 psi Wood Grade :No.1 Fv 150.0 psi Ft 625.0 psi Density 26.830 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(o.23) D(0.12 S(0.2) b b b 4x10 Span=10.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=8.0 ft,(Roof Trib) Point Load: D=0.230 k @ 3.0 ft,(HVAC Unit) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.77a 1 Maximum Shear Stress Ratio = 0.407 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 1,046.44 psi fv:Actual = 70.23 psi FB:Allowable = 1,345.50 psi Fv:Allowable = 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.781ft 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 0.131 in Ratio= 917>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.228 in Ratio= 525>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Project Title: Scholls B-6 HVAC Engineer: KRS Project ID: 20170572 Project Descr: Ell Printed 5 SEP 2017 7:33AM wood Beata ,File=G:Acad20171201706721CNcs120170572.eth ENERCALC,INC,1983.2017,Bulld:10.17.8 3,Ver:10.17.8.3 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: (E)4x14 DF#1 with Unit _ CODE REFERENCES Calculations per NDS 2015,IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Stress Design Fb+ 1,750.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,750.0 psi Ebend-xx 1,700.0 ksi Fc-Pill 1,250.0 psi Eminbend-xx 620.0 ksi Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.1 Fv 95.0 psi Ft 1,050.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.23) D(0.12)S(0.2) b b 4x14 Span=20.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=8.0 ft,(Roof Trib) Point Load: D=0.230 k @ 3.0 ft,(HVAC Unit) - DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.952 1 Maximum Shear Stress Ratio = 0.902 : 1 Section used for this span 4x14 Section used for this span 4x14 fb:Actual = 1,915.41 psi fv:Actual = 98.49 psi FB:Allowable = 2,012.50 psi Fv:Allowable = 109.25 psi Load Combination +D+S+H Load Combination +p+S+H Location of maximum on span = 9.927ft 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 0.628 in Ratio= 382>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.030 in Ratio= 233>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 I - . . . . . .. .. . .. . . . . 7777 •• • * . . • . . • • . • : :. : I - • ... • , . • • ::::„. . . . .:..•:'•:•••. • • • • • ..• : • I . . . . . ......,:: . r..1 • • . ks TABLE NO.25-A-1—ALLOWABLE UNIT STRESSES—STRUCTURAL LUMBER-7(Continued) . . • • '':*•.),:•:' .• • Allowable Unit Stresses for Structural LUMborVISUAL.GRADINO.: :;......, • . . ...„... •. (Normal loading.See also Section 25010."-:.:-- - •-- - • *...:.::.: • - • ... . , , ••-• . • • . . . . ALLOWABLE UNIT STRESSES IN POUNDS PER SQUARE INCH••.;•••....-•••----- ••••. • • •••••• •-•••••••... . .... ' . . . ` .' . -..•. .. . . .. •- EXTREME FIBER IN . • '• . . • '.:-.• • - • •BENDING Fb:.- • . • . . . .. : Conipres- • Carnpres!..: . . .. - :-• •• • • • . . ...... .. ... .. . .. . . • - • • • sloe MODULUS :: U.S.C.STOS....• • • . - ..:-- :- -•,'SIZE Single- l.:...Repelltive Parallel Horizontal ' pendlcular : Parallel . : -.-OF-.'• ' UNDER• :. ,,,.; . • : • SPECIES AND :. CLASSIFI- member •:••••member to Gain: Shear to Grain toOreln • ELASTICITY WHICH : L.4 • • • • : COMMERCIAL GRAPE..... I_ ..:-,:...CA.TION.. ..... Uses.,.... i.....„Uses:.., .....F', .. F, F4,1 21 .. Fe E21 GRADED E . . • . ,. • • .... .. . .. ,.. . • . . . . ........ .. DOUG LASF1 a 11,,AltCa(Stirlieeddiij.or sUrfaCed iiiiii::.Iisectii.19.0/4 Mak;ritc) . .., . . . . . • • DOUGLAS FIR.; LA RCHINorthy•::: - :••.••'• ••••:•• • •••••••'••••••' .:• •.:..r..".-•••••••. '•':•-••••••:- • • •. • ; . . .• . . . Dense Select StruCtural•:"•••''' ••-••'l' • ' :. ':.' :' 2450 ' -2800 1400 • 95 •i• 730 , 1850 .! 1,900,000 g • .: ....Select Structural.,, •••.- •• . •• 2100•• •••••••••2400,-. - • 1200- • •••••• 95*--:*•-. -•- 625.-•""""": 1800• -1 - •• 1.800,000 : .. • '$1, , • ; nonce hin I "flip • 'Ann '. onn as • :rtn - Idifl ' 1 °wort No..I :. 2" to 4" .1750 , 2050 ' 1050 ' 95 't 125Q ILS00000 ' 0 s'l . . •. . Dense No.2 thick. . 1700 195U. IOW.. .95.. lig . .....1150.....:. .....1.700,000... • ... .. ..... . .. . ... . . .. . . . . .. .. ..,.. ..... ........ •: "•NO:2.:: " '•" •'—'--- 2,..,, 10.4. -.. : - :1450 : -.4650 850 : 95 : 625 : 1000 :1,700,00.0 g:23,. • . . : .• • Nd.3 -. .. .... : *10e. • . 800, ',.:-'-'925.•., 475 .95 625 600 :1,500,000 • • • - . Appearance • 1750 ..:2050.•`. 1050 • .95 . 625 1500 1,800,000 .. . •' • ' Stud . 800 ,..925. . 475 . ,95 • 625 600 1,500,000 . ' ind:•.*' ..-'" 1 • ....." •. . :•.• . . • .. . • Construction . . : 2", to 4" .. 1050_ 1206.. .: ' .625 .:95.. . i625............. ._.. 1150., .• ....:1;:iii0, "1141 66).. (See footnotes 0.g Standard thick-1. 600 675 : •• 350 95 625 :: .925 . .1,500,000 *41"' 9, :- 1 LI . . . V014Y,:: ; 4".wide ,. 275 . 325 ; • l.175 H. .95 625 !, 600 1,500,000 11;13, 15 and 16) . .... . . . .... . , ...• .. . . . .• . • . .. Dense Select Structural • .4,c . . ....... . . . . . . ..-...- • Soled .Structural . 1800 20501, 12013 ' ,95 i . 625 1.400.. : :1;800,000 , ..—. ':•• : Dense r ,N07.1 • f . : ' .to 4" * 1800 2050. : : '-- : 1206. . . ,95... . • • 730 : •1450... i • ..1,900,000... •C -... . . . ISKV.:•... thick.: ••••'••''':'.1500.':', ..l.--'•••':1750••::•.::: 1000 ]:::::::;•.,95.'.:'•.::..-•.:•::. '...,.....:..:::'...61.5•::::::::.•::::::••ri::.:. ,:.-::::::.„":::•;45.0.:.:.i:::;:::' .1..:i.:i:.::•;,L80.0,00Q.:::, . 1 r- . . . ...:Dense l4o.2 . :5!...and', : •: ' ..,14.56....:..:, ..:*.-isi's'1706:.., ... ..775' : .: . .95...... , -: 730 . . 1256.... 1,700,000 •0 . . . .. . . . . . . . ,. .*.- •s. ....146'..:2 ::: wider• • •.-..1256:,-:•` .:••• 1450.•••:.:,:, .:,..:-"•:.:650.:'; ::-::•:::95':"•'•::* • •••:: •;.62...5:,..-.:,•:,:.;..:•::.i:i :::;:::...;',:::;..1.050.... :;-:., ...-;:,:.,41.;790..0.0.0,.L., ........ . . . . Nd,:3and Stud:: • - :1.0 .. ... . ..... . . . Appearance. 1500 • - 1750*.:: I too() • 9 : .. 625. , •. 'sop-. . 1,800o00 . ko • • .••• • • • ., k,o „ • . . ..: . : , a • :. ,. • • m . . . . . . . . . . . • • • . . . . , • • . • • • ,. ,• :.•• ,. . . • • . . •. . . . . . . . . . .. . ....••••:,... • . • ...:...............::::.,..:,...:. ...: • . . . • • . i.::.,.:; ) -:::::..:: ..,::::.• i • . . . . . • • • • . . . . . . . • • . . . . , • • • • • • • ,...,. . eri • , . Project Title: Scholls B-6 HVAC Engineer: KRS Project ID: 20170572 Project Descr: C-6 '- Printed: 5 SEP 2017,734AM Wood Beam File=G:U\cad20171201705721Cfrs120170572.ec6 ENERCALC,INC.1983.2017,StAd:10.17.8.3,Ver:10.17.8.3 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Unit Edge Support - CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Beam Bracing :Completely Unbraced Ft 575.0 psi Density 31.20pcf D(0 23) b b D(0.03))S(0.05) b b X - X axs 140; Span=8.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=2.0 ft,(Roof Trib) Point Load: D=0.230 k @ 4.0 ft,(HVAC Unit) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.561: 1 Maximum Shear Stress Ratio = 0.151 : 1 Section used for this span 4x6 Section used for this span 4x6 fb:Actual = 748.05 psi fv:Actual = 31.17 psi FB:Allowable - 1,333.55 psi Fv:Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4.000ft Location of maximum on span = 7.562 ft Span#where maximum occurs = Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.060 in Ratio= 1608>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.150 in Ratio= 638>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 8705 SW VLMK pro,. Nimbus HVAC Job#, 20170110 By KRS Dote. 2/17 sheet C-7 kNBINEVIINO DEIGN HVAC Anchorage Design: Loading: Unit Weight: 304 lbs Curb Weight: 56 lbs Unit Length: 48.2" Unit Width: 32.6" Unit Height: 43.8" Sce= 0.721g Vuh= 120 mph From Wind Spreadsheet: Ph= 41.7 psf Pv= 32.9 psf From Anchorage Spreadsheet: TA,D= 233 lbs = 125 lbs (Per corner) UNIT CASIt4G Anchorage: UNIT BASE AND BASE RAL Check#10 x 1/2" TEK Screws: SECURE ANCHOR TO 1X,ST WITH(4)X10 1/2' TEK SCREWS Tah,„ -= 866 lb/screw r - SECURE ANCHOR TO CURS • ( SCREWS, TYPICALICC-ESR-3223) WITH(4)410 x TEK \fellow = 536 lb/screw 16 GAUGE STEEL'CANFAL HVAC UNIT ADAPTER CURB x4 per comer OR EQUAL ANCHOR,(4) 346zI1b T arid 2'144 lb V TOTAL,(I)EACH CORNER ON LONG SIDES OF UNIT > 233 lbs OKSECURE HVAC UNIT ADAPTER CURS TO EXISTING CURB WITH MINIMUM (4)410 11IrTEKSCREWSEACH CORNER AND AT ir O.C.AT SIDES Check#14 Wood Screws: TYPICAL EXISTING UNIT Shear Capacity: MOUNTING CURS (APPROX 14*HEIGHT) NDS Table 11L- 163 lb (ASD) EXISTING ROOF SHEATHING I x min 8 total = 1304 lbs EXISTING ROOFING \ 7 > (4 corners)x125 lbs - 500 lbs OK for Shear VERIFY TI IAT EXISTING CURB 13 FASTENED TO EXISTING SUPPORT FRAMING WITH A 414 SCREW EXISTING FRAMING MINIMUM AT EACH CORNER AND AT 24 DC PER PLAN Tension Capacity: EACH SOE.IF ANCHORAGE DOES NOT EMS I" PROVIDE SIMPSON'1.1P4*OR AMCUPS AT N1DS Table 11.2B - 172 lb/inch (ASD) tc;TiFEZ,Zgrm4r,(362,7g"DE x2" = 344 lbs/screw XISTING ROOF FRAMING x min 3 per side = 1032 lbs > (2 corners per side)x 233 lbs = 466 lbs OK for Tension 3933 SW Kelly Avenue Portland,OP 97239 tel 503 222 4453 fax 503 248 9263 viwo.,yIrrik cern VV L M K project: Scholls B-6 HVAC Job u: 20170572 By: KRS Date: 9/17 Sheet 0: 1C-8I 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 SDS = 9'7Z1' 721g Design Spectral Response Acceleration S2 = 1.6, Overstrength Factor [ASCE7 12.2-1 or 15.4-1] •3 4 • - A 2 5 x _EK: CR ="' [ASCE7 13.5-1 or 13.6-1] Ott''tcR Y Rp = ; 6.0 [ASCE7 13.5-1 or 13.6-1] Ycq Ip = 1.00` [ASCE7 13.1.3] z = 15 ft Attachment height from base of structure • 2 • - h =°"" i5 ft Average roof height of structure from base Wind Parameters: PLAN VIEW PHDRIZ. e,'" 41.7 '`.psf Design Wind Pressure (psf), 1.0W PUPLIFT =s; 32.9 psf Design Wind Pressure (psf), 1.0W Mechanical Unit Parameters: so Wp = 360 ' lbs Total Weight Zcg X 48.2 in Base Dimension (max) ' ' Y , 32.6 in Base Dimension (min) Z = 43s in Height of Unit SIDE VIEW Zcurb = 16.0 in Height of Curb, where occurs Load Combinations: Xc9 = 22:8 in Center of Gravity Seismic: Wind: Ycg 5°�... 1.5.3.,t''.in Center of Gravity (0.9-.2SDS)D + SIE 0.9D + 1.0W Zcg = 15.7 . in Center of Gravity (excluding curb) (0.6-.14SDS)D + 0.7SQE 0.6D + 0.6W - ANALYSIS Base Shear: (Load applied to all (4) anchors/corners together) Seismic: 0.4a S W Fp = Rp I p (1+2h JJ= 130 lbs <_1.6SDsIpWp = 415 lbs OK p� p >_0.3SDSIpWp = 78 lbs OK Base Shear, QV„E = 130 lbs Seismic, QE Wind: V„W = 835 lbs Wind, 1.0W Vu,BASE = 835 lbs Wind = 501 (ASD) Anchor Shear: (Load applied to each anchor/corner) Seismic: Design Eccentricity = 5% Anchor: dx dx^2 dy dy^2 ex = 2.44 in ey = 1.765 in 1 22.8 519.84 15.3 234.09 Mx-x = 317 in-lbs My.y = 229 in-lbs 2 25.4 645.16 15.3 234.09 Y Direction X Direction 3 22.8 519.84 17.3 299.29 V1,3 = 36 lbs V1,2 = 36 lbs - 4 25.4 645.16 17.3 299.29 V2,4 = 36 lbs V3,4 = 36 lbs 2330 1066.76 Wind: V1,2,3,4 = 209 lbs Max Vu,ANCHOR = 209 lbs Wind = 125 (ASD) Overturning/Uplift: (Load applied to each anchor/corner) Seismic: Mot = 4114 lb-in Seismic, S2E Net Tension: Tx* = 272 lbs Mres,x = 6203.6 lb-in Seismic, QE T,* = 396 lbs rv;;;t„# Mres,y = 4162.9 lb-in Seismic, QE Wind: Mot = 24957 lb-in Wind, 1.0W Max T u,ANCHOR* = 396 lbs � 1nb Mres,x = 7387.2 lb-in Wind, 1.0W = 233 (ASD) t Mres,y = 4957.2 lb-in Wind, 1.0W *Negative(-)values indicate there is no net uplift }" 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax: 503.248.9263 www.vlmk.tom • 1 SirVLMK Project Scholls B-6 HVAC job#: 20170572 By: KRS Date 9/17 Sheet u C-9 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 e TYPICAL SCREEN WALL 44 ----70 ce, -./. IY,_� TYPICAL MECHANICAL UNIT Fh 0 H y c H �taQ " h DESIGN INPUT B = 250_ `ft Horizontal Dimension of Building Measured Normal to the Wind Direction h = 15 ft Mean Roof Height of Building (Eave Height if Roof Angle < 10) Height = 3.80 ft Height of Rooftop Structure or Equipment Width = 4.00 ft Width of Rooftop Structure or Equipment, Perpendicular to Wind Depth = ; 2.80 ft Depth of Rooftop Structure or Equipment, Parallel to Wind H = 18.8 ft Height to Top of Structure or Equipment Vuit = 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] KZt = 1.00 Topographic Factor [Figure 26.8-1] Kd = 0.85 Wind Directionality Factor [Table 26.6-1] ANALYSIS qZ = 0.00256KZKZtKdV,,,t2 [Equation 29.3-1] qz = 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 &Gust Factor [Section 29.5.1] _ Af = 15.2 sf Area of Structure Normal to the Wind Direction (Horizontal face) Ar = 11.2 sf Area of Structure Perpendicular to the Wind Direction (Vertical face) B*h = 3750 sf Building Area Normal to the Wind Direction - Fh = q h(GC,)A f [Equation 29.5-2] Fh = Horizontal Worce (Ult., 1.0W) ph = 41634.7 psflbs Horizontal Design Design Wind ind FPressure (Ult., 1.OW) g F„ = gh(GCr)Ar [Equat[o 294 .-3) F„ = ertal tsWoce (Ult., 1.OW) p„ 32369.9 psflbs VVertical ic (Uplift)(Uplif ) DeDesign ign Wind ind FP ressure r (Ult., 1.0W) 3933 SW Kelly Avenue Portland,OR 97239 tel: 503.222.4453 fax: 503.248.9263 www.vlmk.com musGs Design Maps Summary Report C-10 User-Specified Input Report Title Scholls Bldg B HVAC Thu August 31, 2017 21:10:14 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.4469°N, 122.78926°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III '''''',.tl',':iii":9,-$:;::.: 41$'1,-,':';'-1:4-;`.'''''4..f.°,"--,-1':''‘',:''''''-','''''''i*.i.';,,'Pi*''''';',f'''-;".-4 t:::-,:t::i,-;;;:-...:1' '''''''':,-,': —: ' ' ':;‘,** ,,L.- Sri 3 1 y* ', ! , s"; ttt . ' Tee,; f. 10r''7* �,� 'A'-':-t—". '. 4� ...:,,,,.,„:k< ,� s f:� ate., x x t ;s • "li �" s: § '„*L'fit'-' ., h K *S 1� ,,, ..', �z pg sr ' p_ f' ; ; . .. Arexti' aM " � om'erf-'. ,,,:#1:41,4: its " a k - x ', t ' p USGS-Provided Output SS = 0.973 g SMS = 1.081 g SDs = 0.721 g S1 = 0.424 g SM1 = 0.669 g SD1 = 0.446 g For information on how the SS and Si. values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. NICER Response Spectrum QesIgn Response Spectrum crss 1.10 ami 133 0.;i aw aoL ate ' o w 0..42 rfj at7114a [1.14 0.22 033 1124 0.22 O.IG 0.'!1 0.0'] 1110 am C€11*2 11._ 0.27 0221 11121 1.0'? 1..X 1.4+:7 1.03 1.80 2.02 0..03 023 1:1.4] aca 11 .1 1,02 1.. 'I.441 LISA 1.13 2.00 Pefl141(sec) Perks,T{seg) For PGAM, Tl, CR2, and CR1 values, please view the detailed report. Although this information is a product of the U.S.Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. R-1 Certified Drawing for 2T Project: -Untitled161 08/10/2017 Prepared By: 04:03PM 14111ELECT1IC4L UNIT 4T. UNIT DEICDT I41411 CENTER Sc CRAW,IN/44 c1ARACTIRISTICS LI 40 "4• I 3 0 1031.1-341[211010/460130 203/230-1-63 301 134.0 43-334 1111 22-13116 379.1 15.5!16 300.6 15-11/14 398.5 40012-14103510403240130 2051233-1-43 134 152.0 45-321 1162 '22-13/16 5/9.4 15.5114 340.9 15-13111 441..6 2 23r] [561411-+ 1-52111- 10$11-3R1C36104013$01{3151110 2001204-1-60:7041230.3-60,140-3-44 314 354.0 51-311 1115 22-13314 570.1 15.5146 300.4 16-5/0 122.3 3-1114 LOANER KURT 13/46 101.31 s24 90LTR3E y. •7' '!' 111 lir2A YN7770 67.6 10.7 61.1 22,6,31.7 /1.4 116,1 313.3 T-314 i 34 24//230110 52.4 27.7 N.0 31.1 10'0.5 122,7 55.1 [69.lI1 RETURN SUHLv ryIN IOlAL,.� 1 OPTIONAL f AIR 1 34,,LT t.5-15/16 0 .� CODING An [144,47 *Mtn I i -. 1•+O�i - 1111 IMS c ww TO NFL 'OUTDOOR COIL T_- 'a -- hill lOP OF UNIT I4CHE5 I Y4 1555.0]�____ DUCT FIDE Of WIT.... .... ...... .._...._..... 2 [54.4] SIP OPPOSITE DOLTS 11 1353.6] R r �� eOTTON#UNIT 112 112.7] 1 4 FLOE PANEL 36 1414.11 ____La I 1 [15T.i1 MC.1M8D CtGIU1t8 1! lir . IETIEEN UNITS PO1EA INERT SIDE 12[7044.4]VICIIS ND®N441 UNIT AO SA/FACES.POOR ENTAT 0122.. , .. 04 1114.0] UNIT AND DUO 04 004(40TE UALLO AND OTNER 140004 COIL 'TKO COIL 0N0UNDE3 32124[E2.P06ER(224/SI6E. 42[1446.4] TOP YEW IRelum=MUM Rill.@OMA01 ARD SEM= INCHES I04I1 Eve.COIL ACCESS SIDE........................... .. 34 1914.0/ POSER E6TR1 SIDE A2[1044,8] I CACEPT FW ACC REOUIREIEN151 UNIT TOr........,...__...._,..._._....._., 40(l219.2] 1111 510E OPPOSITE 2341034 1414.0] DUCT PANEL I2 1334.0]4 44I41444 OIST*CES-IT UNIT IS PLACED LESS 11144 32 130441 FROM NALL 51-7114 2-534- '+ 43 121111,1414 1201(11 PE4F0RMA4CE 4A30E Ct4'R04ISED_ [794.51 [6i.t] [1193.41 _.1-tf2 OINE44IW4 I4 II AAE IN or Ilia.31 !111111111 ' / ACGESfiIPALEL !IIIIIIIIIIII! IiHHhiiiiiiiiuHhi lIIIIIIIII, 4"IID{014,DINE L !II1111111111I1IHOIHHOIH1I0I • 1 \ /71E123.111 730.122.71 DIA. HOLA• 1-714 GONTAOL E4TAT ��1 • C6° I ,� I� 15-tVl ■ S1PPLl RETU4N {I IL [105.2] 01 EMI !I OPPEM140 1 [lzral ' 11-5/ti •�• 1[504.i] 191�'111D-3+x6 f�, I ii .1ii 1E1 . 34.61 •�-1 A�Oh, 0 N • .=. .I I. 1 1 j i [254.0 .14 i�1 •IM1 =. ti6��7 ',Y��a 12-13131. CO4PRE LONER / 1-13./11 JIlt [725.4] IANF1. 'I• AA4EL [122.21 (1 00 t/Y•It2.1]4.D.T 3-tr14 32-574 40-3/14' 2-1/16 313 ENT4T 1137.31 024'7 [1224.17 2-2 411331 1-73 1251.0] 1549.31 1250.31 4110 tpON(20 R'' FRdVT VIEW '246`.06 ' SDE VIEW 4 1100 tie 21 DEEP LEFT SDE VIEW REAR VIEW 48VL 500404 _ Packaged Rooftop Builder 1.49 Page 3 of 7 1 Performance Summary For 2T R-2 Project: -Untitled161 08/10/2017 Prepared By: 04:03PM Part Number:48VL-C240403 ARI SEER• 14.00 Base Unit Dimensions Unit Length. 48.2 in Unit Width. 32.6 in Unit Height. 43.8 in Total Operating Weight. 304 lb Unit Unit Voltage-Phase-Hertz. 208-1-60 Air Discharge. Vertical Fan Drive Type. Direct Actual Airflow. 871 CFM Site Altitude. 0 ft Cooling Performance Condenser Entering Air DB• 95.0 F Evaporator Entering Air DB• 80.0 F Evaporator Entering Air WB• 67.0 F Entering Air Enthalpy. 31.44 BTU/lb Evaporator Leaving Air DB• 60.9 F Evaporator Leaving Air WB• 58.7 F Evaporator Leaving Air Enthalpy 25.50 BTU/lb Net Cooling Capacity 23.26 MBH Net Sensible Capacity. 17.99 MBH Total Unit Power Input. 2.01 kW Coil Bypass Factor 0.037 Heating Performance Heating Airflow. 871 CFM Entering Air Temp• 70.0 F Leaving Air Temp- 105.1 F Gas Heating Input Capacity 40.0 MBH Gas Heating Output Capacity 33.0 MBH Temperature Rise. 35.1 F AFUE(%)• 81.0 Supply Fan External Static Pressure. 0.60 in wg Options/Accessories Static Pressure Wet Coil0.04 in wg Total Application Static(ESP+Unit Opts/Acc.). 0.64 in wg Fan RPM- 1050 Fan Power 0.38 BHP Fan Motor Size, hp• 1/2 NOTE High Motor Speed,Vert Electrical Data Minimum Voltage. 197 Maximum Voltage. 253 Compressor RLA• 8.7 Compressor LRA- 46 Outdoor Fan FLA(ea)• 0.6 Indoor Fan Motor FLA• 3.8 Power Supply MCA• 15.2 Power Supply MOCP(Fuse or HACR)• 20 Control Panel SCCR: 5kA RMS at Rated Symmetrical Voltage Packaged Rooftop Builder 1.49 Page 4 of 7 NOTES: DIMENSIONED AND TOLERENCED PER ANSI Y14.SMA9112 REVISIONS R-3 REV. ECO# DESCRIPTION DATE APPROVED MATERIAL:18 ga.GAL STEEL INITIAL DRAWING 12/22/15 SCH 1 1/2"ADDED TO EXISTING CURB O.D. Attn: 1"1-1/2LB DUCT INSULATION (R VALUE 3.85) GASKET PROVIDED WITH CURB Tag: • RETURN AIR Approval: j INSULATED COVER ��.' 33 13/16" �. % �/ -y 12 1/4" f- \. • ` SUPPLY AIR li a 2 1/4"y 1 1/4" 2 1/4" '�.� 4 �'` 1 EXISTING CURB LAYOUT I. fr$% Q► • ,75/6" 1 26,/2" INSULATED 19 1/2" COVER +-- 1----2 1/4" ✓ I 21/4" 191/2" RETURN SUPPLY 1 39 1/2" • 46 1/16" - 30 5/8" III r LL 46" LF 5" I -f 18" i I 3" I 47 1/2" -f G 41" -{ THIS DRAWING&THE INFORMATION CONTAINED APPROVALS DATE mLEnaD"ALC CURB SHOWN IS CDI STANDARD CONFIGURATION CDI RESERVES THE RIGHT TO CHANGE THEREIN IS THE CONFIDENTIAL.PROPRIETARY INFORMATION OF CRYSTAL DISTRIBUTION INC., a.m. Showard 12/22/2015 LAYOUT WITHOUT NOTIFICATION.IF CURB IS NEEDED IN A DIFFERENT CONFIGURATION SMAY NOT BEUSED ORREPRODUCED 1-4695-4021 small WITHOUT THE APPROVAL OF CRYSTAL DISTRIBUTION,INC. CDI MUST BE NOTIFIED PRIOR TO PLACING AN ORDER. ALL RIGHTS RESERVED DIMENSIONS ARE AS FOLLOWS:1.00 In 125AU mml 'VERIFY EXISTING CURB OD 'VERIFY SUPPLY AND RETURN OPENINGS -"" .• V Contact us a CURBPROXIMATE WRIGHT ASS.) �A' OPERATIONAL HEIGHT OF CDI ADAPTER IS 3"LESS THAN OVERALL CURB HEIGHT *NOTE ANY CHANGES a it a+ a am WWW.cdlcurbs.com 1 SHOWN. 'CALL WITH ANY QUESTIONS * t { �a ,�...,, OT 55.66 'FAX BACK IF DRAWING IS OK AS IS n....-,..W..," 1$88-234-7001 acALa: 1:15 I a.m.: 1 OF 2 S:\CURBS_CURB_ADAPTERS\1-XXXX-XXXX_CURB_ADAPTERS\1-4XXX-XXXX_CARRIER\ - • 1 ' I I r 'y v 4drH.*4 9 r2.7 ?!.'.,N4'.,N4' .K v ,..V i92v>r". r--r (b O Por-;! l vr,.71 i lst!r0 W8>l:11:4�•IO .4 4)3 OOOH'w-ia,.?;.7^ tia , .4,�,' r7r%�iH,l' .: 13avare-VC aro!-o 3J'✓(?->rn,ws ,-V'-IC - in 0,../n3]3 ryrrw✓.Y✓losO_'t Jv✓i'-. .- OHC?nq/l 04i73 (r . iION- o r 6 J,\ ' 7Nb'dr1V_-_dg L`\ Ft.!.e,Qe71bvinIOaa _o;;YY o•.SL 1 :.SY --__ fZ 9. -.. j ,O,:ii.--- ..__ ...<;;';',." -....T c_r z ___ 9-ZI �-SY 9 5 I ,9Y IYY O SZI 1 j ..-,,,r.9IS L o� r.-. 7aJ'.� LSH I LZ9 I ,,�,..,___._ 1 I �.,.L> f li I'�• \\ L U I I i I r4 \.l° ..x r r I{ Gzr VLr.Y \ w✓3GM 9JV3"f D•' trq, R9 A • Q' L,41> y ( ( ( .w &so z� w g3a2”,1,_ .. ._ .o; r ^; q,y�G_— 1` _ Al' /t1- so JJrr ZC 3J✓.d_i , Lt br Lib . • \ 11 a 6o�'r ' ' —L'''''' 9 _—_� 3 f O.'h (a,I_,.fi C'''?zrr P,: (C ?YZo yc / (r4”,SSS9r ik° .)5;C'S a.. o,u-' oFr I C<.,. mXx- o �: ,t ('; z yr (;s3 zx DE• (z)?za x vc ) ?zzx 9,.- ,p'140/aa xg cz!' j; t•, ° (. 1 G'o:rr dLL fD;a7 iN [-r.rr� .0 (. 0h 1 { I. p ed I Na 6;,,1 ! 1.v:Yrl 0 i Z,', ,.,(Id U[rl ri , -J sm�a..,,z I _gni aQo ,,k I I .> d'(19 xr ' ttt'1 Oandzr[ IV sat �' •. z 1 �-I cad 0 i� ' 6r:n ;SZ x 0,11 -'477-'ri' 5,51 x,r9 I L IISCL,JI ` r" -- ; Ix'� s4, Cr " I.r l F:n7jl'.fWsl i 14 �' I ao Ia • III' 0 �, „,,,,,x,,,,,-1_. I - tlm I a`A 1 bLZ\. I ` 1 I 1 .a } r\I • • • I •.V..- ('S:Fi, b"L—l. 1 r,.: A 106. (9I I Zi Fy (dI t "p „- ( tsEq•. c:° rEe %1..9,4 4ArOC ._ _. f(4ner Ir.ys b \Y-b.ol (.i;wJI' I a I,ouy; • 5d 0 a I ti--- - 000,•.ti7a• a .'� ra.rr n�>�;�-i'' Lz b 0 a 1 _ �F>onro ._._ I �y_— =x nI xz I 0 ,p I 13 - .. (vtll-�uoa t'n io ; r rcw rrvor,i,,,,.------- ..�-... .___.,j (� I a N t.LZN O "qv, .T�T+3b,:l,'f 'Y1pLr�vs (dtF)it/'^vv9��1 Y 0,, 1—.-;,—:,- FIA' LZl f.G.W7 , b .9,.9 i•+'Ti 'V./71,9Z �ONL H . LZNy 'IA; .1 .-rl • .fo;a7 Gb:aa as®+rrx •ttw7 tb;or I fo.a) \ (J;er,Co:r 4, r N tf/. I I - 4-_�— 'sa.7,:a. s;,a .o:n7 - _ ''Gb:r0 toss 's."--;L 6t.C•b;c,` rs -di.- n0 (:,.+,9rdt9 O;S/, - - Ci !U `c 0. I (.o.YT. Y,osr= �.sLF ry - - S-osi nfO7(J,ri ;m awe Fsie , r n I �_r'.1_- -,..v • � I _1 i YLY//I I , ... A --11 I I *)�. '.1-427 ` vLZH 4 I 3 a..rL ,..O-,os.” - l - "D r p ez'- oO'8t- y- a +. 2T Project: -Untitled161 08/10/2017 Prepared By: 04:03PM 2T Tag Cover Sheet Unit Report Certified Drawing Performance Report Unit Feature Sheet Packaged Rooftop Builder 1.49 Page 1 of 7 Unit Report For 2T Project: —Untitled161 08/10/2017 Prepared By: 04:03PM Unit Parameters Dimensions(ft. in.)&Weight(lb.)*** Unit Model: 48VL-C240403 Unit Length- 4'0.1875" Unit Size: 24(2.0 Tons) Unit Width- 2'8.625" Volts-Phase-Hertz- 208-1-60 Unit Height. 3'7.75" Heating Type. Gas *** Weights and Dimensions are approximate.Weight does not include roof Duct Cfg• Vertical Supply/Vertical Return curbs,unit packaging,field installed accessories or factory installed options. Approximate dimensions are provided primarily for 40,000 Btuh shipping purposes.For exact dimensions and weights,refer to appropriate Standard Unit product data catalog. Total Operating Weight: 304 lb Warranty Information 1 year warranty on parts 5 year warranty on compressor 5 year warranty on heat exchanger 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 48VL-C240403 Rooftop Unit 1 Base Unit Accessories CPHSTART002A00 Compressor Hard Start Kit 1 CPCRKHTR008A00 240V Crankcase Heater 1 Packaged Rooftop Builder 1.49 Page 2 of 7 P 0 1 ' Certified Drawing for 2T Project: --Untitled161 08/10/2017 Prepared By: 04:03PM . UNIT ELECTRICAL UNIT PT. UNIT REI00T IN/NN CENTER Cl 61144114 I4/NN tIARA01121(TICS LD 0' 141 R 1 I 481.1.1-A 1C24I010I66013e 2161230-1i0 384 038,0 43-314 1111 22-13116 570.1 15.5416 368.1 15-11n6 315.5 41911-/11C30t01010/0130 21/0230-1-60 336 152.0 45-374 III? 24-13/11 571.4 15-5116 30.1 15-13716 481.6 9-15/11+---21•!111-7. 9-IS/t6 401L1-/CC31100700113151111 20/230-1-60.2011230-3-10.460-3-60 311 158.0 51-314 1315 22-13/11 511.1 15-5/11 368.1 11-610 122.3 [25/41 1541,11 1252.41 3-7111 COPNEO 4I88T INN [81.5] . W 864 $051210 .I. 2' 131 '/• 2/ 2111210 45.6 26.1 61.6 2/.6 11.2 41./ 101./ /13 2-161 111 30 2546113/ 51.1 12.1+r,2 S1.S 180.1 15.1 11/.6 55.3 [6l.fl� 0 ROUIN SUPPLY P,I 36 21U2311/Po+57.1 7S.I 680 31.1 1/1.1 11,5 121.2 SS.1 OPTIONAL aI•••• 1 1 01101/RETURN AIR I SUPPL I AU Ei01.83 O1rtRING VENNI t .1 7 I', 4 �_ Oy 1 I ItiRl110 O 70 001�IN1 IM1L 3-3114 INCHES INNI WOO COIL 'T' ae __ 1181.8] TOP OF 01T t4 I555.11 ••• ` __ - I DUCT SIDE OF PITT 2 (30.13 h i SIDE OPPOSITE ANTS 71 1355.13 + NATO UI[T I/O I12.73 6 nee PANEL 36 1111.41 115.2.41 IC NNW WARN= lilt 6.1 100E00 0111116P0111 ENO SIDE £16w 6701 •1 UGIT A0 IN81b0e0ED SURFACES,.POICR ENO 310E 341 1111.61 PIIT AND 81045 OR CONCRETE BALLS ACID OT0CR MON COIL TOP V •10001 COIL ERMINED SURFACES,POKER E5TRS(I41 42[1014.81 Imp QMWQ POR COMM NO ION= IRCNES ONO [VAP,COIL*44(03 5051 30 1814.01 /8111( 0144(101 0 11046.81 113CEIT FOR NEC REOOI8EIMN151 ' O\IT re. 11215.11 5IDE OPPOSITE OCTS.................................. ...36 1514,11 OCT PANEL 12 1304.11• 341NIWN DIS1014ES:IF SNIT IS PLACED LESS 1548 13 136/,01 FON JILL 31-1116 2-510 -1/ 0021E11TIEN 1151101 PCOFORNANCE 1881E CONPRONLSE6. 1110.51 161-11 0183.11 4-t/2 t� [111.J] DIMENSIONS IN II ARE IN W iIIOIIIII• I l * 1 y / EALC�CESSIPAR[L Iuiiiioiiiii[ 111011111111111111111_ 1-1111 In.61 541, i 1111!'I"', PONE(EM2.' 101000W iio'i"uuiiiiiu. -� A 1 4. 1-1/S M7 122.2]DIA- NM •A• fon.87 CONTROL ERT17 11 [ C+ �J ,1111 I Y-i/1 ■ IUtt r! R[�RN1/03.2] OPENI•iIbCRIMG3-510 7 .I. 11-15116 15.510 11 (92.11 1/-5/16 1$04.41 ,358.91 t0-306 1'^ 1361.6] Ctse.e7 d-311 �� a II ea �1 ,moi} 1 1.. •I ,• • >) 1 I,',, _' O. [1e1.T1 ER1MIONIIIIMME3 Illyr it-13116 J004411(0 - 101E0 451138 3/16 1525.1] PANEL •R•----- 44611/ 1722.71 1/2' 112.11 6,P.1 £1.01 3-1/11 22-578 2-1111 811 ER117 181,51 020.1 41-3/16 07.41 1-1/0 21-5/8 1-1/0 0(804 1UTLE7. [17/0.01 i"ie'1I22121 DEEP LEFT SDE VIEW F'R VIEW '.6.0� 1:56.01 1518.31 1250.81 RIGHT SDE YEW REAR VIEW 48VL500404 _ Packaged Rooftop Builder 1.49 Page 3 of 7 Performance Summary For 2T rnqect: —VnU8ed181 08/10/2017 Prepared By: O4:03PM Part Num ber: 3 ARI � , 14.00 ^ Base Unit Dimensions Unit Length- 48.2 in Unit Width. 32.6 in Unit Height: 43.8 in Total Operating Weight 304 lb Unit Unit Voltage-Phase-Hertz: 208-1-60 Air DischargeVertical Fan OhvnType. Direct Actual Airflow. 871 CFM Site Altitude:� 0h Cooling Performance Condenser Entering Air DB: 95.0 F Evaporator Entering Air DB:� 80.0 F Evaporator Entering Air WB: $7.0 F Entering Air Enthalpy 31.44 BTU/lb EvopomohorLeovingAirD8. 60.9 F Evaporator Leaving Air WB 58.7 F Evaporator Leaving Air Enthalpy: 25.50 BTU/lb Net Cooling Capacity 23.26 MBH Net Sensible Capacity: 17.99 MBHTota| UnbPuwer|nput. 2.01 kW Coil Bypass Factor: 0.037 ` Heating Performance Heating Airflow. • 871 CFM Entering Air Temp 70.0 F Leaving Air Temp: 105.1 F Gas Heating Input Capacity. 40.0 MBH Gas Heating Output Capacity: 33.0 MBH Temperature Rise: 35.1 F AFUE(%). 81.0 Supply Fan External Static Pressure:� 0.60 in wg Options I Accessories Static Pressure Wet Coil:� 0.84 in wg Total Application Static(ESP+ Unit O . j. 0.64 in wg Fan RPM:� 1058 Fan Power. 0.38 BHP Fan Motor Size, hp. 1/2 NOTE. High Motor Speed,Vert Electrical Data Minimum Voltage: 197 Maximum Voltage' 253 Compn000nrRLA. 8.7 Compressor LRA: 46 Outdoor Fan FLA(ea):� 0.G Indoor Fan Motor FLA 3.8 Power Supply MCk 15.21 � Power Supply MOCP(Fuse or HACR)' 20 Control Panel SCCR: 5kA RMS at Rated Symmetrical Voltage Packaged Rooftop Builder 1.49� Page 4 of 7 Performance Summary For 2T Project: --Untitled161 08/10/2017 Prepared By: 04:03PM Acoustics Sound Rating. 73.0 db Sound Power Levels, db re 10E-12 Watts Discharge Inlet Outdoor 63 Hz NA NA NA 125 Hz NA NA 54.3 250 Hz NA NA 61.3 500 Hz NA NA 55.2 1000 Hz NA NA 54.8 2000 Hz NA NA 57.1 4000 Hz NA NA 53.6 8000 Hz NA NA 43.1 Advanced Acoustics - 0 414 111 11114 - 1344 11144 _ Irl .14 = Advanced Accoustics Parameters 1. Unit height above ground. 30.0 ft 2. Horizontal distance from unit to receiver: 50.0 ft 3. Receiver height above ground: 5.7 ft 4. Height of obstruction. 0.0 ft 5. Horizontal distance from obstruction to receiver 0.0 ft 6. Horizontal distance from unit to obstruction. 0.0 ft Detailed Acoustics Information Octave Band Center Freq.Hz 63 125 250 500 1k 2k 4k 8k Overall A 0.0 54.3 61.3 55.2 54.8 57.1 53.6 43.1 64.8 Lw B - 38.2 52.7 52.0 54.8 58.3 54.6 42.0 62.1 LwA 26.2 C 0.0 21.9 28.9 22.8 22.4 24.7 21.2 10.7 32.4 Lp D - 5.8 20.3 19.6 22.4 25.9 22.2 9.6 29.7 LpA 26.2 - Legend A Sound Power Levels at Unit's Acoustic Center, Lw B A-Weighted Sound Power Levels at Unit's Acoustic Center, LwA C Sound Pressure Levels at Specific Distance from Unit, Lp D A-Weighted Sound Pressure Levels at Specific Distance from Unit, LpA Calculation methods used in this program are patterned after the ASHRAE Guide;other ASHRAE Publications and the AHRI Acoustical Standards. While a very significant effort has been made to insure the technical accuracy of this program, it is assumed Packaged Rooftop Builder 1.49 Page 5 of 7 Performance Summary For 2T Project: —Untitled161 08/10/2017 Prepared By: 04:03PM that the user is knowledgeable in the art of system sound estimation and is aware of the tolerances involved in real world acoustical estimation. This program makes certain assumptions as to the dominant sound sources and sound paths which may not always be appropriate to the real system being estimated. Because of this, no assurances can be offered that this software will always generate an accurate sound prediction from user supplied input data. If in doubt about the estimation of expected sound levels in a space, an Acoustical Engineer or a person with sound prediction expertise should be consulted. • Packaged Rooftop Builder 1.49 Page 6 of 7 Unit Feature Sheet for 2T Project: -Untitled161 08/10/2017 Prepared By: 04:03PM There is no Certified Drawing available for this tag Packaged Rooftop Builder 1.49 Page 7 of 7 „,,,,,,, ,......, .” 1 /41f-I....?1,,,-. - - - '''.4. A i t . rw crc` �!� ° ^ f....,410,. 6I .*„' '': , r,*4' , , ..,:';'..14.,„-:';;;': ':'''' '- e !...C**:).';',z,71,.1::::::1(14i, * , ''' .ii,Ilt .4a-i: ...,/....14.4t) ...„,- •, - . --:,- ,.., . .61,, ,... -..,- ,.,, ,, ,,,.. ih.).4_4.1 A.-, .. ..„..... ',A f 11,-',it' ,-,`'',*(Jfk- 14d, `444; *..,* *..5 If 7' ',11. '4i'.* '(6..*‘t-\I:44'1,,'''',:',,, '.--' — — - ..--...„-_-1 ' '''Vi.',4f,.",,,:*;,$' '. 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