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Specifications mEc2o/q- 00 902 7325 sW 3RtO94 T 2D. { AAIOlin MOEN,iitt RECEIVED ENGINEERING DEC 312019 CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS PROJECT: Bridgeport Village RTU Replacement — Building R2 Tigard, Oregon 97224 THE ACTIVATION OF P. PROJECT No.: A19242.00 SMOKE DETECTOR SHI::..'L DATE: December 9, 2019 ACTIVATE A VISIBLE PND AUDIBLE SUPERVISOR ' CLIENTSIGNAILY SUBMITTAL ATTENDED LOCATION GMSC 606.4.1 5oaucTuRq< .\(<, N��Fsfj Client: GBNK Construction Vias 4711,262 4'P Contents: • /iv l ;: • Structural Details SKO—SK4 Gt r Structural Calculations 1-17 ,91 P 17, 1, / ' /p R. e Appendix A1-Al2 EXPIRES: 12/31/19 OFFICE COPY VALIDITY OF PERMIT CITY OF TIGARD THE ISSUANCE OF A PERMIT REVIEWED FOR CODE COMPLIANCE BASED ON CONSTRUCTION Approved: ] DOCUMENTS AND OTHER OTC: [ ] DATA SHALL NOT PREVENT THE CODE OFFICIAL FROM Permit#: r aQ 19—n0 CJ f) REQUIRING THE CORRECTION Address: 7 a,4 po rt' OF ERRORS.OSSC 105.4 Suite#: 4875 SW Griffith Drive I Suite 3001 Beaverton,ORI 97005 By: 1 Date: ) 9 --,a0 503.620.30301 tel 503.620.55391 fax www . a a i e n g . c o m GENERAL NOTES: • THE STRUCTURAL DESIGN IS INTENDED TO CONFORM TO THE REQUIREMENTS OF THE 2012 INTERNATIONAL BUILDING CODE (IBC) AND THE 2014 OREGON STRUCTURAL SPECIALTY CODE (OSSC), ASCE 7-10 AND AISI S201-12 • CONTRACTOR TO VERIFY ALL EXISTING STRUCTURES AND DIMENSIONS. NOTIFY ENGINEER OF ANY DISCREPANCIES BEFORE START OF WORK • ALL COLD FORMED MATERIAL TO BE FY= 33 KSI MIN UNO. • NOT ALL EXISTING FRAMING SHOWN FOR CLARITY. • FLASHING AND WATERPROOFING BY OTHERS • RTU UNIT : CARRIER 50TCQD14 UNIT WEIGHT WITH CURB: 1854 LBS. NOTIFY STRUCTURAL ENGINEER IF UNIT MODEL CHANGES. �' BRIDGEPORT VILLAGE RTU REPLACEMENT MCR 12/08/2019 B Y DATE , .. afghan associates,inc. BUILDING R2 CHK BY DATE ENGINEERING TIGARD, OREGON 97224 JOB NO A19242.00 4875 SW Grif ith Drive I Suite 300 I Beaverton,OR 97005 503.620.3030 tel 503.620.5539 fax I www.aaieng.com SHEET SKO OF I 44'-8" 7.. / / m 4/ 30'-3" 5'-6 5/8" " . . LEDGE OF EXIST EXIST.W18 4� TYP.®CORNER v, 22 GA. PLB BEAM,TYP. . -DECK W/5/8" /, PUDDLE WELDS EXIST. M ©36/5 PATTERN KCS-JOIST @ `' A. NEW RTU LOCATION. MAX v- ik, N WEIGHT WITH CURB j ADAPTOR: 1854 LBS EXIST. L3X3X3/16(MIN.) EXIST. BEAM, RTU SUPPORT, TYP. TYP. EXIST. I COLUMN. TYP. I • I.\ 1 ROOF FRAMING PLAN SK1 SCALE: 1/8"= 1-0" -........- NORTH '''' AA BRIDGEPORT VILLAGE RTU REPLACEMENT BY MCR BUILDING R2 DATE 12/08/2019 RI afghan associates,inc. CHK BY DATE ENGINEERING TIGARD, OREGON 97224 JOB NO A19242.00 4875 SW Griffith Drive I Suite 300 I Beaverton,OR 197005 503.620.3030 tel 1503.620.5539 fax I www.aaieng.com SHEET SK1 OF NEW RTU L3X3X12GAX18"CURB CLIP @ EACH CORNER TO RTU jig (6)#12 SMS TO EACH LEG OF CLIP 2" MAX 18 GA CURB ADAPTOR (2) L3X1-1/2X12 GA X 18" NESTED CURB CLIP @ EACH CORNER EXIST. CURB 18 GA. MIN EXIST. 22 GA PLB ROOF DECK (6)#12X3" HILTI SM-D HWH#5 @ EA. CORNER.AS CLOSE - TO CORNER AS POSSIBLE. (6)#12 SMS @ EA. CORNER. AS CLOSE TO CORNER AS POSSIBLE. EXIST. L3X3X3/16(MIN) CURB ADAPTER AND RTU CONNECTION DETAIL SK2 SCALE: 1-1/2"= 1-0" BRIDGEPORT VILLAGE RTU REPLACEMENT BY MCR DATE 12/08/2019 , /'1n I afghan associates,inc. BUILDING R2 CHK BY DATE ENGINEERING TIGARD, OREGON 97224 JOB NO A19242.00 4875 SW Griffith Drive I Suite 300 1 Beaverton,OR 197005 503.620.3030 tel 1503.620.5539 fax I www.aaieng.com SHEET SK2 OF SK2 • I ; : , Kgl f , �t ?. S*flS ry 3''3PI------fit-t:',„ '% y ¢' 7 }:'� i [ $�:, �3tt }}i 7* 1...-----A :l*:;;.'.4.f• : ' ' '-••*.t. • ,... —t; • j fid V r RI " w" i tri J J " : A '414k. s 1 •t 3 'm• ijH Iii ;/O �, I 4% a wv.. � 6 ti •h ft #. d y. S i a : i',',.!,1°' �. CD , �d tis VI x ,‘•t {. i.L 1 � , : 44 R 1 � t e fin # § -fr i l,j i' �_. � f. �. r +t.. F_, . - \I VCD if t � 1; '$ ,..1,7-ii: � L`.%' � J___i • .,yy tj ; i= ! , j i!../.4/‘ lireKtyki''' .„ ;4 E) ii ,-. 1 ;7-- -. i' . 1 - .. ..i CD I ..+T r III il.Irl t it ,• `1 D' 0 a #* Li 4 i 5i • t `` �y ,� &a. L:Y � Axl ;. � � r, � it= •� 41 ' r i'*; r ik 13) S l t ..3i ffi �-trY r"� 0 1 F7. 44 ot. .:T T � _ i i` lJlsil Ig,'t 4.,,/ 1 s � i - .G `,\4:',-t,',..%-, . 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J-vve24,--t,,,ors- <1(. ,-. ;AsSuf----• . -,-- ri.z 2-i• -5._ i,"(:), .1--v-s0t,t 0 ti:-. .e,ix.g 4;tii). 4,0407w, ADaf-1:1P iljf:'•(,-(1-t,4 ri it'-' ' - , - -' ,- i-' ro*,t_ 4.-rk--E.,:/./".•-• :-,- ‘ 4111A Pirt4)=::,` '‘F F'',)e- •;:, -il 7 r-k-,:: irA ,:,1 -1„! OLS if-'1(,;S :' 2,--e-c AAI afghan associates,inc. ,2_ ,, , _41 I/ 1...„,ki,ay::i (7,/,',7- :,,--,---I , _,-,- ,--• Z..7r,/ 1/..)1e-7,, , f.,--', .; /Pez--; 1 ;,e', * --frBy:,-,,,,i. r--- Date: ENGINEERING 4875 SW Griffith Drive I Suite 300 i Beaverton,OR197005 Project No.: ...-----, 503.620.30301 tel 503.620.5539 I fax Page 1 of 17 w w w a a I e n g.c o m -1-6•A''''',f, . '.-'51-. - / Sheet:_ _of: itF7ii _` Project: Bridgeport Village RTU Replacement Date: 12/9/2019 afghan associates, AAI#:A19242 Page#: 1/2 ' ENGINEERING Project: Location: Subject: Roof Top Unit Anchorage Unit Information: Weight 2071.8 lbs with Curb and Adaptor New Weight 2175 lbs (weight increased by 5%to account for Misc.weights) Dimensions: (inches) width 63.375 in length 115.875 in Height 57.375 in Curb Height 37 in Lateral Loads: Wind Loads on other Structures and Building Appurtenances ASCE 7-10 Chapter 29 Input Parameters V 120 Wind Speed (Ultimate), MPH ka 0.85 Wind directionality factor kn 1 Topographic factor Exp. Cat. B Exposure Category h 16 height above ground(ft) kb 0.62 Velocity pressure exposure coefficient,Table 29.3.1 qh 19.43 Velocity pressure, Eq.29.3-1, (PSF) GCr 1.9 Af Long. 46.2 ft2 Af short. 25.3 ft2 Lateral Wind Force: Fh Long. 1704 lb (ult) qh(GCr)Af Eq. 29.5-2 Fh Long. i 1023 lb (ASD) Fh short. 932 lb (ult) qh(GCr)Af Eq. 29.5-2 Fh short. 559 lb (ASD) Vertical Uplift Force Gcr 1.5 Fv 1486 lb(ult) qh(GCr)Ar Eq. 29.5-3 Ar 51.0 ftA2 Fv 892 lb (ASD) qh 19.43 PSF Seismic Anchorage Non-Structural Components ASCE 7-10 Chapter 13 Input Parameters SDS 0.715 Design Spectral Acceleration 1p 1 Component Importance Factor z 22.86 Component height h 16 Total Structure Height Component Type Rp 2.5 Component Response Modification Factor ASCE 7-10 Table 13.6-1 2i 1 Component Amplification Factor ASCE 7-10 Table 13.6-1 Component Acceleration Factor Fp 0.343 Wp Fpmax 1.14 Wp I Fpmin 0.215 Wp Use Fp 0.343 Wp Component Horizontal Acceleration Fp Long. 746.6 lbs (ult) Fp short 746.6 lbs(ult) Fp Long. 533.3 lbs(ASD) Fp short 533.3 lbs(ASD) Component Vertical Acceration Fp.v 0.14 Wp 0.2SosWp I Fp,v 0.1001 Wp ASD 4875 SW Griffith Drive, Suite 300. tel: (503)-620-330 Beaverton, OR 97005 fax: (503)-620-5539 www.aaieng.com Page 2 of 17 AA' Project: Bridgeport Village RTU Replacement Date: 12/9/2019 afghan associates,Inc. AAI#:A19242 Page#: 2/2 • ENGINEERING Anchorage Design: Check Overturning: Load Combinations: Seismic-(0.6-Ev)D+0.7E (ASD) Wind-0.6D+0.6W (ASD) Short Direction: Wind Mot: 95421 lbs-in Mresisting: 39390 lbs-in Uplift: 884 lbs(ASD) Shear: 1023 lbs (ASD) Seismic: Mot: 35030 lbs-in Mresisting: 32819 lbs-in Uplift: 34.89389308 lbs(ASD) Shear: 533 lbs (ASD) Long Direction: Wind Mot: 88396 lbs-in Mresisting: 72021 lbs-in Uplift: 141 lbs(ASD) Shear: 559 lbs(ASD) Seismic: Mot: 35030 lbs-in Mresisting: 60005 lbs-in Uplift: 0 lbs(ASD) Shear: 533 lbs(ASD) Check Global Uplift due to wind: Uplift Force: 892 lbs Weight of Unit resisiting: 1243.1 lbs Net uplift: 0 lbs (ASD) 4875 SW Griffith Drive, Suite 300 tel: (503)-620-330 Beaverton, OR 97005 fax: (503)-620-5539 www.aaieng.com Page 3 of 17 s`'3 - 12/5/2019 ATC Hazards by Location CTC Hazards by Location Search Information Vancouver Address: 45.397229,-122.751628 0 Coordinates: 45.397229,-122.751628 TillaMOOk Hillsbor o 1 icand 0 state Forest Bea,/ on Gresham ft g' - 1,411,Hg Timestamp: 2019-12-05T19:07:01.515Z National Hazard Type: Seismic V Reference ASCE7-10 Go: 9.le Map data©2019 Google Document: Risk Category: II Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.00 0.60 0.80 0.60 0.40 0.40 0.20 0.20 0.00 0.00 0 5 10 15 Period(s) 0 5 10 15 Period(s) Basic Parameters Name Value Description SS 0.961 MCER ground motion(period=0.2s) Si 0.418 MCER ground motion(period=1.0s) SMS 1.072 Site-modified spectral acceleration value SM1 0.661 Site-modified spectral acceleration value SDS 0.715 Numeric seismic design value at 0.2s SA SD1 0.441 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC D Seismic design category Fa 1.115 Site amplification factor at 0.2s Fv 1.582 Site amplification factor at 1.0s Page 4 of 17 https://hazards.atcouncil.org/#/seismic?lat=45.397229&Ing=-122.751628&address=45.397229%2C-122.751628 1/2 . 12/5/2019 ATC Hazards by Location CRs 0.896 Coefficient of risk(0.2s) CR1 0.871 Coefficient of risk(1.0s) PGA 0.421 MCEG peak ground acceleration FPGA 1.079 Site amplification factor at PGA PGAM 0.454 Site modified peak ground acceleration TL 16 Long-period transition period(s) SsRT 0.961 Probabilistic risk-targeted ground motion(0.2s) SsUH 1.073 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 2.114 Factored deterministic acceleration value(0.2s) S1RT 0.418 Probabilistic risk-targeted ground motion(1.0s) S1 UH 0.48 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1D 0.697 Factored deterministic acceleration value(1.0s) PGAd 0.771 Factored deterministic acceleration value(PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S.Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Page"5 of 17 https://hazards.atcouncil.org/#/seismic?lat=45.397229&Ing=-122.751628&address=45.397229%2C-122.751628 2/2 . • 1,47:-,7-,5-fr /„, ;,..? 'l C Arc, K-.S g r / pfip�icaO Z'?(' , f/.t-,e5.. ",.4 4,Die. It .S v (+22} Wt8x36 ~-+ +1 I / �)-- 12. ON PLAN DENOTES AREA DESIGNED FOR ROOF JOIST TO SUPPORT 1 i . '9 ADDITIONAL 1500#ROOF TOP MECHANICAL LOAD. LOAD MAY BE®ANY 1 1J ; LOCATION ALONG JOIST. LOAD MAY BE ONE 1500; POINT LOAD OR TWO a c5X _ POINT LOADS NOT EXCEEDING 15001.COMBINED. 1.4k u -\ 2 j j 'p (SEE ARCH. FOR EXTENT OF MECHANICAL AREA.) . ! ,n ---- !._.. -. v f __....J - 44:774: 4 N f..1xS• ell le-e 241410 ........r....... 7.0 49,crv,.4„r4,-; 241, 10 1 , t. 1:-,;(--0,---;;r0 , 3'" 44'c ".,L a ,Oif i:.` .3- ' r ; 6:. !+ ft` )-„. 0.1 .f ` S`' 1" , fi"f i/ �;''T ! .:�c�d`0 TO. .g �p r, '`%�}�� "¢� f Phar -, r ' ; • Project Title: & Engineer: Project ID: ( Project Descr: ENGINEERING Printed: 8 DEC 2019, 3:24PN General Beam Analysis File=F:12019W1924200-Bridgeport VdlageRTUReplacementstnicturaM19242.ec6 Software. .ht ENERCALC,INC.1983-2018,Bukd:10.18.12.12 Lica#:KW-06009892 Licensee:AAI Engineering Description: Joist proposed Conditions General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 44.667 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 I D(O.379) D(O.i 679) t D(O.0950)S(0.1250) I Span=44-667 ft I Applied Loads Service loads entered.Load Factors will be applied for calculation: Loads on all spans... Uniform Load on ALL spans: 0=0.0950, S=0.1250 kltt, Tributary Width=1.0 ft Load(s)for Span Number 1 Point Load: D=0.6790 k @ 30.250 ft Point Load: D=0.6790 k @ 35.930 ft DESIGN SUMMARY Maximum Bending= 63.009k-ft Maximum Shear= 5.919 k Load Combination +D+S+H Load Combination +D+S+H Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 23.897 ft Location of maximum on span 44.667 ft Maximum Deflection Max Downward Transient Deflection 3.891 in 137 Max Upward Transient Deflection 0.062 in 8677 Max Downward Total Deflection 7.903 in 67 Max Upward Total Deflection 0.037 in 14577 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 44.67 ft 1 63.01 63.01 5.92 +D+H Dsgn.L= 44.67 ft 1 32.20 32.20 3.13 +D+L+H Dsgn.L= 44.67 ft 1 32.20 32.20 3.13 +D+Lr+H Dsgn.L= 44.67 ft 1 32.20 32.20 3.13 +D+S+H Dsgn.L= 44.67 ft 1 63.01 63.01 5.92 +D+0.750Lr+0.750L+H Dsgn.L= 44.67 ft 1 32.20 32.20 3.13 +D+0.750L+0.750S+H Dsgn.L= 44.67 ft 1 55.26 55.26 5.22 +D+0.60W+H Dsgn.L= 44.67 ft 1 32.20 32.20 3.13 +D+0.750Lr+0.450W+H Dsgn.L= 44.67 ft 1 32.20 32.20 3.13 +D+0.750S+0.450W+H Dsgn.L= 44.67 ft 1 55.26 55.26 5.22 +0.60D+0.60W+0.60H Dsgn.L= 44.67 ft 1 19.32 19.32 1.88 +0+0.70E+0.60H Dsgn.L= 44.67 ft 1 32.20 32.20 3.13 +D+0.750L+0.750S+0.5250E+H Page 7 of 17 f r- Project Title: 111F1 AA I 8 4S� f8b1,1 C j Engineer: Project ID: ENGINEERIN Project Descr: Printed: 8 DEC 2019, 3:24PN General Beam Analysis File=F:12019\A19242.00-Bridgeport Village RTUReplacemenistructura{A19242ec6 Software copyright ENERCALC,INC 1983-2018,Build:10.18.12.12 Lice'#:KW-06009892 Licensee:AA!Engineering Description: Joist proposed Conditions Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 44.67 ft 1 55.26 55.26 5.22 +0.60D+0.70E-EH Dsgn.L= 44.67 ft 1 19.32 19.32 1.88 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.265 5.919 Overall MINimum +D+H 2.474 3.128 +D+L+H 2.474 3,128 +D+Lr+H 2.474 3.128 +D+S+H 5.265 5.919 +D+0.750Lr+0.750L+H 2.474 3.128 +0+0.750L+0.750S+1-I 4.567 5.221 +0+0.60W+H 2.474 3.128 +D+0.750Lr+0.450W+H 2.474 3.128 +D+0.750S+0.450W+H 4.567 5.221 +0.60D+0.60W+0.60H 1.484 1.877 +D+0.70E+0.60H 2.474 3.128 +D+0.750L+0.750S+0.5250E+H 4.567 5.221 +0.60D+0.70E+H 1.484 1.877 D Only 2.474 3.128 Lr Only L Only S Only 2.792 2.792 W Only E Only H Only Page 8 of 17 AALIghinesucielmisc. Project Title: - Engineer:Pro ect ID: Project Descr: ENGINEERING Printed: 8 DEC 2019, 3:20PN General 8@8C1i Analysis File=F:42019\119242.00-Bridgeport Village RTU RepiacemenfstruchuaM19242.ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.12 Lk,#:KW-06009892 Licensee:AAI Engineering Description: Joist Existing Conditions General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 44.667 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 D(0.502) D(0. 02) i a 0(0.0950}S(01250) __ _ X X r Span=44.667 R Applied Loads Service loads entered.Load Factors will be applied for calculations Loads on an spans... Uniform Load on ALL spans: D=0.0950, S=0.1250 klft, Tributary Width=1.0 ft Load(s)for Span Number 1 Point Load: D=0.5020 k @ 30.250 ft • Point Load: D=0.5020 k @ 35.930 ft DESIGN SUMMARY Maximum Bending= 60.831 k-ft Maximum Shear= 5.657-IC-- - Loa - Load Combination +D+S+H Load Combination +D+S+H Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 23.450ft Location of maximum on span 44.667 ft Maximum Deflection Max Downward Transient Deflection 3.891 in 137 Max Upward Transient Deflection 0.062 in 8677 Max Downward Total Deflection 7.628 in 70 Max Upward Total Deflection 0.035 in 15524 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 44.67 ft 1 60.83 60.83 5.66 +0+H Dsgn.L= 44.67 ft 1 29.86 29.86 2.87 +D+L+H Dsgn.L= 44.67 ft 1 29.86 29.86 2.87 +D+Lr+H Dsgn.L= 44.67 ft 1 29.86 29.86 2.87 +O+S+H Dsgn.L= 44.67 ft 1 60.83 60.83 5.66 +D+0.750Lr+0.750L+H Dsgn.L= 44.67 ft 1 29.86 29.86 2.87 +D+0.750L+0.750S+H Dsgn.L= 44.67 ft 1 53.06 53.06 4.96 +D+0.60W+H Dsgn.L= 44.67 ft 1 29.86 29.86 2.87 +D+0.750Lr+0.450W+H Dsgn.L= 44.67 ft 1 29.86 29.86 2.87 +D+0.750S+0.450W+H Dsgn.L= 44.67 ft 1 53.06 53.06 4.96 +0.60D+0.60W+0.60H Dsgn.L= 44.67 ft 1 17.92 17.92 1.72 +D+0.70E+0.60H Dsgn.L= 44.67 ft 1 29.86 29.86 2.87 +D+0.750L+0,7505+0,5250E+H 7ge 9 of 17 i • AAll _ skim Project Title: ilein int i Engineer. Project ID: Project Descr: ENGINEERING Prin'sd: 8 DEC 2019, 3:20PN Genera2s'2 rTi Alla S 1S File=F:12019 A19242.00-Bridgeport Wage RTU ReplacemenflstructuraM19242.ec6 y Software... '.ht ENERCALC,INC.1983-2018,Build:10.18.12.12 Lic.#:KW-06009892 Licensee:AAI Engineering Description: Joist Existing Conditions Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 44.67 ft 1 53.06 53.06 4.96 +0.60D+0.70E+H Dsgn.L= 44.67 ft 1 17.92 17.92 1.72 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.174 5.657 Overall MINimum +D-FH 2.382 2.865 +D+L+H 2.382 2.865 +D+Lr+H 2.382 2.865 +D+S+H 5.174 5.657 +D+0.750Lr+0.750L+H 2.382 2.865 4040.750L+0.7505+1-1 4.476 4.959 +D+0.60W+11 2.382 2.865 4D+0.750Lr+0,450W+H 2.382 2.865 +D+0.750S+0.450W+H 4.476 4.959 +0.60D+0.60W+0.60H 1.429 1.719 +D+0.70E+0.60H 2.382 2.865 +D+0.750L+0.750S+0.5250E+H 4.476 4.959 +0.600+0.70E+H 1,429 1.719 D Only 2.382 2.865 Lr Only L Only S Only 2.792 2.792 W Only E Only H Only Page 10 of 17 /0 t ---\ .4 \ . ............_......„,____: dfire .47 .- ,,...... _ -coc. d'.,--,,,,' 14t,-4 r•,, /1_,. .._Y. ,, - .../ eoc,i-rig•a 4w.-51- 91.- 1 z S' - - - f ,. ,17,- • = -„, 62465)w-,....g/ ..'-7 a/56.4 , ' 4 v---- ----- - se : c . 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It?I'l AA I afghan associates,inc. 4.4e,-;'.40644'.. .-7r f/f - ie-Tire 1,-': - ';',-,7 -By: - Date: rAIWC' ENGINEERING ...1,_.--;.. ,... , '4.22 Project No.: / 4875 SW Griffith Drive I Suite 300 1 Beaverton,OR 197005 ' .- " . 503.620.3030 I tel 503.620.5539 I fax ...'1"" Page 11 of 17 Ii.f:::v ?,,.; i.:4 k :',,I1i-:,:.: • ' r, ... ''' Sheet: of: www.aaieng.com ALA Project Title: 1 atgkms assetiatt*L c. I Engineer: i t Project ID: t " ENGINEERING ( ProjectDescr. Printed: 9 020 2019, 7:43AN Steel Beam File=F:12019\A19242.00 Bridgeport Village RTU Replacement structuraM19242.ec6 Software copyright ENERCALC,INC. 983-2018,Build:10.18.12.12 Lic.# -K .asoosaa2 . Description: ledger angle � ,�{ Licensee;AAtEn9fne+�ri� CODE REFERENCES Calculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Vertical Leg Down r - 0.136 §_(0-069) i - L3x3x3/16 • Span=5.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculation; Beam self weight NOT internally calculated and added Uniform Load: D=0.1360, S=0.0690 k/ft, Tributary Width=1,0 ft DESIGN SUMMARY 4: ; i°. j. !.z P, ' Maximum Bending Stress Ratio = 0.62): 1 Maximum Shear Stress Ratio= 0.070: 1 Section used for this span L3x3x3/16 Section used for this span L3x3x3/16 Ma:Applied 0.641 k-ft Va:Applied 0.5125 k Mn/Omega:Allowable 0.933 k-ft Vn/Omega:Allowable 7.275 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 2.500ft 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 0.035 in Ratio= 1,692>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.105 in Ratio= 570>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations 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 +D+H Dsgn.L= 5.00 ft 1 0.455 0.047 0.43 0.43 1.56 0.93 1.14 1.00 0.34 12.15 7.28 +D+L+H Dsgn.L= 5.00 ft 1 0.455 0.047 0.43 0.43 1.56 0.93 1.14 1.00 0.34 12.15 7.28 +D+Lr+H Dsgn.L= 5.00 ft 1 0.455 0.047 0.43 0.43 1.56 0.93 1.14 1.00 0.34 12.15 7.28 +D+S+H Dsgn.L= 5.00 ft 1 0.686 0.070 0.64 0.64 1.56 0.93 1.14 1.00 0.51 12.15 7.28 +0+0.750Lr+0.750L+H Dsgn.L= 5.00 ft 1 0.455 0.047 0.43 0.43 1.56 0.93 1.14 1.00 0.34 12.15 7.28 +D+0.750L+0.750S+H Dsgn.L= 5.00 ft 1 0.629 0.065 0.59 0.59 1.56 0.93 1.14 1.00 0.47 12.15 7.28 +D+0.60W+H Dsgn.L= 5.00 ft 1 0.455 0.047 0.43 0.43 1-56 0.93 1.14 1.00 0.34 12.15 7.28 +0+0.750Lr+0.450W+H Dsgn.L= 5.00 ft 1 0.455 0,047 0.43 0.43 1.56 0.93 1.14 1.00 0.34 12.15 7.28 +D+0.750S+0.450W+H Dsgn.L= 5.00 ft 1 0.629 0.065 0.59 0.59 1.56 0.93 1.14 1.00 0.47 12.15 7.28 +0.60D+0.60W+0.60H Dsgn.L= 5.00 ft 1 0.273 0.028 0.26 0.26 1.56 0.93 1.14 1.00 0.20 12.15 7.28 +D+0.70E+0.60H Dsgn.L= 5.00 ft 1 0.455 0.047 0.43 0.43 1.56 0.93 1.14 1.00 0.34 12.15 7.28 'D+0.750L+0.750S+0.5250E+H Dsgn.L= 5.00 ft 1 0.629 0.065 0.59 0.59 1.56 0.93 1.14 1.00 0.47 12.15 7.28 Page 12 of 17 • -': AA I Project Title: >i(gala 8T3K18 �, I Engineer: _ Project ID: • ENGINEERING Project Descr: Printed• 9 DEC 2019, 7:43AN Steel BeamFile=F:120191A19242.00-Bridgeport Village RTU ReplacernenhstructuraM19242ec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.12 Lic.#:KW-06009892 Licensee:AAI Engineering Description: ledger angle Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax 4 Mmax- Ma Max Mnx MnxfOmega Cb Rm Va Max Vnx Vnx/Omega +0.60D+0.70E+H Dsgn.L= 5.00 ft 1 0273 0.028 0.26 0.26 1.56 0.93 1.14 1.00 0.20 12.15 7.28 Overall Maximum Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Dell Location in Span +D+S+H 1 0.1053 2.514 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.513 0.513 Overall MINimum 0.173 0.173 +D+H 0.340 0.340 +D+L+H 0.340 0.340 +D+Lr+H 0.340 0.340 +D+S+H 0.513 0.513 +D+0.750Lr+0.750L41 0.340 0.340 +D+0.750L+0.750S+H 0.469 0.469 +D+0.60W+H 0.340 0.340 +D+0.750Lr+0.450W+H 0.340 0.340 +0+0.750S+0.450W+H 0.469 0.469 +0.600+0.60W+0.60H 0.204 0.204 +D+0.70E+0.60H 0.340 0.340 +D+0.750L+0.750S+0.5250E+1-1 0.469 0.469 +0.60D+0.70E+11 0.204 0.204 D Only 0.340 0.340 Lr Only L Only S Only 0.173 0.173 W Only E Only H Only • Page 13 of 17 13 . I AA! Project Title: Engin nighia asswilat im Project ID: L� j Project Descr: � ENGINEERING Printed: 9 DEC 2019, 7:41Ale Steel Beam File=F:12019'A1924Z00-Bridgeport Village RTU ReplacementiswcturaM1924Zec6 Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.12 Lic.# KW-06009892 Licensee AA!Engineering Description: ledger angle header CODE REFERENCES Calculations perAISC 360-10, IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Vertical Leg Down - W to.2s53_, f L3x3x3/16 Span=5.552 ft • Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: W=0.2650 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY_ Design OK -' i Maximum Bending Stress Ratio = 0.656: 1 Maximum Shear Stress Ratio= 0.061 : 1 Section used for this span L3x3x3/16 Section used for this span L3x3x3/16 • Ma:Applied 0.613k-ft Va:Applied 0.4414 k Mn I Omega:Allowable 0.933 k-ft Vn/Omega:Allowable 7.275 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span 2.776ft 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 0.124 in Ratio= 536>=360 , Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.124 in Ratio= 536>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 L- Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx MaxlOmega Cb Rm Va Max Vnx Vnx/Omega +D-FH Dsgn.L= 5.55 ft 1 0.000 1.30 0.78 1.00 1.00 -0.00 12.15 7.28 +D+L+H Dsgn.L= 5.55 ft 1 0.000 1.30 0.78 1.00 1.00 -0.00 12.15 7.28 +D+Lr+H Dsgn.L= 5.55 ft 1 0.000 1.30 0.78 1.00 1.00 -0.00 12,15 7.28 +0+5+11 Dsgn.L= 5.55 ft 1 0.000 1.30 0.78 1.00 1.00 -0.00 12.15 7.28 +D+0.750Lr+0.750L+H Dsgn.L= 5.55 ft 1 0.000 1.30 0.78 1.00 1.00 -0.00 12.15 7.28 +D+0.750L+0.750S+f1 Dsgn.L= 5.55 ft 1 0.000 1.30 0.78 1.00 1.00 -0.00 12.15 7.28 +D+0.60W+H Dsgn.L= 5.55 ft 1 0.656 0.061 0.61 0.61 1.56 0.93 1.14 1.00 0.44 12.15 7.28 +D+0.750Lr+0.450W+H Dsgn.L= 5.55 ft 1 0.492 0.046 0.46 0.46 1.56 0.93 1.14 1.00 0.33 12.15 7.28 +D+0.7505+0.450W+H Dsgn.L= 5.55 ft 1 0.492 0.046 0.46 0.46 1.56 0.93 1.14 1.00 0.33 12.15 7.28 +0.60D+0.60W+0.60H Dsgn.L= 5.55 ft 1 0.656 0.061 0.61 0.61 1.56 0.93 1.14 1.00 0.44 12.15 7.28 +D40.70E+0.601-I Dsgn.L= 5.55 ft 1 0.000 1.30 0.78 1.00 1.00 -0.00 12.15 7.28 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 5.55 ft 1 0.000 1.30 0.78 1.00 1.00 -0.00 12.15 7.28 Page 14 of 17 t- Project Title: aul aht>t 11� Engineer: Project ID: Project Descr: ENGINEERING Printed; 9 DEC 2019, 7:41Af Steel Beam Fge=F,\2019iA19242.0o-Bridgeport Village RTU Replacement\siucturaM19242ec6 Software copyright ENERCALC,INC.1983-2018,Build10.18.12.12 Lic #cKW-06009892 Licensee:AAI Engineering Description: ledger angle header 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 +0.60D+0.70E+H Dsgn.L= 5.55 ft 1 0.000 1.30 0.78 1.00 1.00 -0.00 12.15 7.28 Overall Maximum Deflections Load Combination Span Max."-"Dell Location in Span Load Combination Max."+°Defl Location in Span +O.60W 1 0.1242 2.792 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.736 0.736 Overall MINimum 0.331 0.331 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H 0.441 0.441 +D+0.750Lr+0.450W+H 0.331 0.331 -D+0.750S+0.450W+H 0.331 0.331 +0.60D+0.60W+0.60H 0.441 0.441 +D+0.70E+0.60H +0+0.750L+0.750S+0.5250E+H +0.60D+0.70E-H D Only Lr Only L Only S Only W Only 0.736 0.736 E Only H Only Page15 of 17 . .„,___.... ........_,.." ea.a ,,,,.„ 17,1/'t (2SIA ti LriktF If P La--F:1- 4,o sl 0:• • %,i54 I 705 A 5D "...a rm, - ..e- o: /626 1125 ASD -17H tki7.64.$ c-u-iLo P-t)tleroie,-r kre,., 041'1, ; ;& W.1,1)411.11-'' 'Ye • . 4 Z,f; -/ Je"----' •' 4" /flek- z4Z11/1/,' 3 3 k--5 I tO'S tel)a.e,,,,t•r)5 .- )2 7 7 P , ....-- ci,../p: .94/2, /617 ,4517) ..., 5,..p.6„..4 To C„4-.-/:fr" : 3'1 l'., 37 6',i 4 It) ...,....- .#1 , A ,, ;!,.•. ,-7-iir:2 4-2_,4„:• 14)41:1,,iv IN, r ;- i A. --" ft 4/9-1.. ..,,,Jvd_ k - - , i 11._.._, Ii:. ,. l } b• .eff;.7,,- .1. ,..•„ 7 ' ” -:- ---i---------1--:- IP ,---,,,,5„, r -k) -- _ ...:-., ,, -, 15./c:,1,,,,-.) . ,,--- ' A'''„. c,>0.,,,z-Er e 4-•s' f ,;,,,, II 1.:' — .4 - ,--;',7-_,-, 4„,_' . , ,/ „.: „,,,,,:.:-•,-- 44':,, 4,1 'Xi? 33,-, 41 :712 'Cl'f-,':-C3 l'A'.-1';/' 11164 le' : . 73t.'2 V •'''0,'',.; :-:-.14 1 7 ....„.4):).:4;:,,,.:i , , 4, „,.„,,!•;?,• s .,, , , ,.; ,,,,,::, /, ),,,. ex.k....,,, ti7,' • AA! afghan associates,inc. e:f.:Dt,C;r•Po.---r- -7:5 ,t L c., trill fA, etit.ir-r.: r ' By:. -11-1Ce- Date: ..,- i.1-'i ENGINEERING - ii.. Project No.: 4875 SW Griffith Drive I Suite 300 Beaverton,OR I 97005 Page 16 of 17 503 620.3030 I tel 503.620.5539 I fax l`f,(A4?---L 12- ''-7- Shea of: www.aaiang.com / liu46e Act Ifle-/-447.:4`,4:; 7 ii Et-et- ljk-- (2)' 1„,'3 x•Pl,i Y/2 .q .A'.',../e4?-47--PS- c'-'(' r.- v Ael5k,D 4 AI eiftt-I-C ,tt.41- 711e. ,,,S' .,,,,-Y I 1 itri.S:44,1 04,2Wer,4,.. 1\7'44' --4' '''''''''':I-4. 2,)L.3 1 4:)(12-Or ; . i., 'tag\Ik-4 ---, ) Lif l' , A C-Nt-ii,6,- 'OF. f 12 2,V44' . A-'1 -<i/- • /1 , - , , - ,P-.• le•.'"1.," V . 1 7i/e : l'''''''' A• ' ' LI,t-W-t, -/e--," ,:e:/•=/,,.,/•..' • i 11 7-- '4)(7---51'e Le 426, , - , s47-f,' c5a.e-f-t-tu ii A-0,c pew/ Le,14,7 (-1; 41S tal Z • / 4 rii:::-'.4 ti -1 r Vigretis- (4:41-(1)/44-) (-"- . : — ( 1 z,------ ._ , ..1.„ — Arr. (f22-.7,2` !-;,,,:leis.itt C(2) 1476P ', / ftcre 5 - ! , ... NI l'il, C-77,14 vi.'„&.' 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(_) EngineerS.Inc. it ! • ; 1''''''''',L''eisTreenTteueR ==r. [19* . . 1,4 I • . f i ! . . • . I 1 . • EDO ROOF FRAMING PL40640- AN . : . • -i ...... V, ',rk -.,4,,--] ''. -r AN ATIL e..2S_MES: •• I , . . . • • :i Ohl ,.'Ark,i %Or .06119,-, _ L•,[,*0,0,... • • : . i • . . . 4 ! • , i -4-.,--1-5', 1 umutiko REWRIARI,Kai ROOF 41:.FASTIKRS SHALL ki A., Yr oucno KM USW WS RAMAN OR.1.1.4 -i'd .. sal.;!,,, *IIII * ler_•=, ...,, ,,,,,,,7h-,",,,,:- _, ...... 1,gor ..,., •,--i , • ':,1 I _ :.',.",,V1?"IM1 tV.P.,,,•:-..t=4.."‘V,TM,',':;'on 0.:-.1-•-'.r __.,_ ,.. • ,,.. . _ ,, \.......,..),.... ,,,. , , . . ..,., .+-H(..% 1,17,4,R MCM rASTEIV.RSO. r,+ ) I -'i.• : (SI • 1.1.C.00.V'WM.DECK VAN ROTED G.Knr.1,16.5,....-___., 'C.k7T-H il . 1 i . i ... i : ••• .• 4. . 2,,,:____.' ; rilett*...... ' 1! i ..• 17 * I‘IF : ; ..:.' 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Approval: / \ SUPPLY AIR RETURN AIR / `,`4) y 37 3/16" '`-�iNopi.,,,,, �` 40 3/16" INSULATED ' ' COVER t EXISTING ;� y'� '� + r CURB LAYOUT 101 7/8' 21/4" : 57 5/16" Z SUPPLY D 66 5/8" it E I 1—21/4" _ [.._ 22 11/16" - 41 13/16" 109 1/4" 5. 57 9/16" 70 5/16" 1 • 2T5" L L l- 103 3/8" { 311 1 68 1/8" I CURB WEIGHT(LBS.) APPROVALS DATE TITLE CURB SHOWN IS CDI STANDARD CONFIGURATION m==268.90 µE' 9PnkeT 6/13/2011 1-3015-4O06µµ Notes: CDI RESERVES THE RIGHT TO CHANGE LAYOUT 1:t''41".._.,"_. Monday,June 13,2011 5,5193 PM QUOTE#: 1.1.5"ADDED TO OLD CURB 0.13 WITHOUT NOTIFICATION.IF CURB IS NEEDED IN A VERIFY CURB OD n,�NAME. DRNMINGN°- 2.MATERIAL:18 9a.GALVANIZED STEEL 'VERIFY SUPPLY AND RETURN OPENINGS :n,o e� ..n�:• 17560 TYLER ST NWS 3.GASKET PROVIDED WITH CURB DIFFERENT CONFIGURATION CDI MUST BE NOTIFIED "NOTE ANY CHANGES •� ^"„ CDI ELK RIVER,MN 55330ZrgE o 1-3015-4008 4.INSULATION:1"1 1/2 LB DENSITY PRIOR TO PLACING AN ORDER. "CALL WITH ANY QUESTIONS .:. I 7631391-7790 scsLE NEET D •FA%BACK IF DRAWING IS OK AS IS X.T.,.,. k763)391-7851 1:28 19 1 3 12.5T HP • Project: -Untitled231 11/06/2019 Prepared By: 03:40PM 12.5T HP Tag Cover Sheet Unit Report Certified Drawing Performance Report Unit Feature Sheet Packaged Rooftop Builder 1.49w Page 1 of 9 Unit Report For 12.5T HP • Project: --Untitled231 11/06/2019 Prepared By: 03:40PM Unit Parameters Dimensions(ft. in.)&Weight(1b.)*** Unit Model. 50TCQD14A2A6-0A0G0 Unit Length. 9'7.875" Unit Size• 14(12.5 Tons) Unit Width. 5'3.375" Volts-Phase-Hertz- 460-3-60 Unit Height 4'9.375" Heating Type• Heat Pump **• Total Operating Weight- 1585 lb Duct Cfg• Vertical Supply/Vertical Return Two-Stage Cooling Refrigeration Coil '** Weights and Dimensions are approximate. Weight does not include unit packaging. Approximate dimensions are provided primarily for shipping purposes.For exact dimensions and weights,refer to appropriate product data catalog. Lines and Filters Condensate Drain Line Size. 3/4 Return Air Filter Type. Throwaway Return Air Filter Quantity. 6 Return Air Filter Size. 18 x 24 x 2 Unit Configuration Medium Static Option Belt Drive Al/Cu-Al/Cu Base Electromechanical Controls Standard Packaging 2-Speed indoor fan motor controlled by VFD Warranty Information 1-Year parts(STD.) 5-Year Compressor(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 50TCQD14A2A6-0A0G0 Rooftop Unit 1 Base Unit Medium Static Option Belt Drive None 2-Speed Indoor Fan (VFD)Controller Accessories CRHEATER292A00 15.2/16.5 kW 460/480-3-60, 11.5 kw 400-3-50 Volt Electric Heater 1 CRSINGLE047A00 Single Point Kit 1 CRECOMZR071A01 LOW LEAK-Vertical EconoMi$er 1 Packaged Rooftop Builder 1.49w Page 2 of 9 Certified Drawing for 12.5T HP Project: -Untitled231 11/06/2019 Prepared By: 03:40PM NOTES: UNITED P.O.BOX uee i1o3li oEiiv�Elio UPONPROPERTY R93CCui01 TIM lI1KATT7IKM SDSMISSION OF THESE KARIM DR=UNFITS TECHNOLOGIES 3144411E,NT COITEITS RILL MOT SE DIICLOSEO OR USED HITHOUT CANRIEI OOFS NOT CONSTITUTE PART PE510UNANEE OR 1. DIMENSIONS ARE IN INCHES DIMENSIONS CARRIER 15001 CORPORATION'S KITTEN CONSENT. ACCEPTANCE Of CONTRACT. IN I 1 AAE IN MILLIMETERS. 2.(9 CENTER OF GRAVITY CONNECTION SIZES B 2 1/2' [641 DIA POWER SUPPLY HOLE 3.y DIRECTION OF AIR FLOW 6I-Ile 52-1/8 D 7/8'[221 DIA FIELD CONTROL WIRING HOLE [15521 11344] E 3/4'-14 NPT CONDENSATE DRAIN F T!8'[221 DIA FIELD CONVENIENCE OUTLET HOLE ' ECONOMIZER NND(VERTICAL). • I TNRU-THE-BASE CHART TWO-POSITION DAMPER HOOD _ THESE HOLES REQUIRED FOR USE 61 —•�.— ]VERTICAL AND HORIZONTAL) 29 CRBTMPWR005A00,006A00,007A00 (OPTIONAL) • [7381 'r----26 — ACCESSORY THREADED WIRE REO•D HOLE FILTER/ECONOMIZER ACCESS PANEL 36-I/2 NO. CONDUIT SIZE USE SIZES(MAX.) (DISPOSABLE FILTERS) [926] I2-5/8 W I!2' ACC. 7/8'[22.2] [3217 005 X I/2' 240 718'[22.27 COMPRESSOR CONDENSER �='� _ Y I I/4' POWER I I!2'[38.17 ACCESS COIL / .'-J..--.1\ M I/2' ACC. 7/8'[22.2) //�j RETURN AIR 26 006 X I/2' 24V 7/8'[22.21 PANEL II"II 1`�� VERTICAL [660] RETURN Y I I/2' POWER 2' [50.87 INDOOR COIL ��\ AIR M I/2' ACC, 7/8'L22.21 ACCESS PANEL A� P �\— DOT X I/2' 2dV 7/8'[22.2] 22-1/2 Y 2' POWER 2 I/2'[83.51 [5731 � 28 3/4 FOR'TNRU-THE-BASEPAN•FACTORY OPTION, _ /.Z,' [7311 44'3/8 FITTINGS FOR 0 6 Y ARE PROVIDED AS {�• � �:£I //""'�4Aaayy4�i�u111 SUPPLYAIR41-112[11261 * SPECIFIED ON'006'. fki ial)»Ifg4�m VERTICAL [1055] SUPPLY � AIR PRESSURE GAUGE ESS]SLOT \\�cn\tif/a�, 1 BACK ANDLE 20-1/2 ''C.. W. ACCESS SLOT [5212] 1 ! ' / 4 SEE •ENOYABLE 10-1/8 I8-1/8--- Alk THRU-TNE-BASE PLATE [259] 14591 CHART E ALT. 15 — ...--44-I/4 CONDENSATE 14 _ I6-1/4 13801 11124] DRAIN OPENING (3561 [4121 IN BASEPAN II-7/61111 4-3/8 1-3/8 [302] [III] [351 LECTRICAL I R'F DISCONNECT 'I LOCATION I OPTIONAL FACTORY CONTROL BO% FILTERS 34-1/2 INSTALLED jIj ACCESS PANEL [876][119] 015CONNE<TIi I OUTSIDE AIR R ELECTRIC HEAT INDOOR BLOWER E STD. COXD I I CONDENSER [ OPTIONAL 111 N. , ACCESS PANEL ACCESS PANEL CONDENSATE I. COIL COIL _ II 2 26-I/4 57.3/8 FACTORS II DRAIN [667] [1456] I INSTALLED W , 35-3/4 CONVENIENCE : 11 R [9081 OUTLET I II -1 (. ANDLE 31-3/4 7-311 _ -j I 14-5/8 •i [8067 I I 25-5/8 4-5/8 11961 =_ IN 19-1// III R� 13731 I f SUPPLY TAIR AL I. I I [65(1] 11111 I—_I I- ---1l1 I VIII [350141 4901 (I ]III _ I •I !! HORIZONTAL J 8���1�!I9B 100 00£ t��>_® 4-3/8 [6718 TTP 1� 8-1/8 81678 [1751 [1541 [III] [ISU �18-3/4 3-3/4 BASE RAIL ((5-7(8 [1541 4I-1/2 [4161 [95] WIDTH [29/21 [1056] BAROMETRIC / POWER 63-3/8 SUPPLY," RETURN RELIEF EXHAUST [1609] AIR AIR FLOW LEFTFRONT RIGHT NATE NUPXNTEN[I 50TCO 14 SINGLE ZONE ELECTRIC NEM 1 05/22/12 - HEAT PUMP 50TM500165 5 Packaged Rooftop Builder 1.49w Page 3 of 9 I Certified Drawing for 12.5T HP Project: -Untitled231 11/06/2019 Prepared By: 03:40PM UNITED P.O.BOR XROR TITS DOCD i IS TXE PRor M CA,RIER CNIP9RATIDY ED9YI631M M TX[6E DRAWIRG6 OR DDCDME,T6 TECHNOLOGIES SRRAC,RE.RY ARO IS DEAIVE,EO DPdI TXE[,PRESS CGYDITIOY IXAT iXE ma INIT C0YST1T9TE PARI PER[ORYAXCE DR STD UNIT CORNER CORNER CORNER CORNER C G CARRIER i>zzl MorelliZi 6 YRITIEYDCONSLNID OR D6[D NIIXWI CARRIf1 A[C[PTAYCE Of[O,TRAfi. UNIT WEIGHT WEIGHT Al( WEIGHT (BI WEIGHT(C) WEIGHT(DI LBS. KG. L85. KG. LBS. KG. LBS. KG. LBS. KG. 8 Y I 50TCODI4 1370 623 369 168 361 164 316 144 321 141 51 1/2 114601 29 1/2 [150] 24[610] STANDARD UNIT WEIGHT IS WITHOUT ELECTRIC HEAT 6 WITHOUT PACKAGING. 81-I/1 32-3/4 -- FOR OPTIONS 6 ACCESSORIES, REFER TO THE PRODUCT DATA CATALOG. [2064.91 [832.5] It Ali CORNER A CORNER B HORIZONTAL I ECONOMIZER 23-I/4 HOOD • [590.5] (OPTIONAL) Y lh II) ' i ®) . / ::::---..' / s '..... .,..", �� r, „v.);,„ • RETURN • '7?,/%---:--- /// 1\ -- • AIR c����� - • ---, )' • 'R • �< ' SUPPLY _-/� AIR CORNER D CORNER C 1. . z TOP I.9•94+1, -,n I 9 .r 1�[ 4.1 [12981 { F b`• _ /6-7118 LJ [11191 Z ^ 00 • 1I 1.1oo CJ •L D oot ♦ ♦ ` lir FRONT AIRPLY AIRUAN HORIZONTAL ECONOMIZER DATL RYPERC[DE] 50TCQ 14 SINGLE ZONE ELECTRIC REV 05/22/12 - HEAT PUMP 50TM500765 B Packaged Rooftop Builder 1.49w Page 4 of 9 • Certified Drawing for 12.5T HP Project: --Untitled231 11/06/2019 Prepared By: 03:40PM Service Clearance .aa.9z LOCATION DIMENSION CONDITION �.. A 36—in(914 mm) •Recommended dearancefor air flow and service B 42—in(1067 mm) •Recommended clearance for air flow and service •No Convenience Outlet 18—in(457 mm) •No Economizer •No field installed disconnect on economizer hood side(Factory—installed disconnect installed) •Convenience Outlet installed C 36—in(914 mm) •Vertical surface behind servicer is electrically non—conductive(e.g.:wood, fiberglass) 42—in(1067 mm) •Convenience Outlet installed • •Vertical surface behind servicer is electrically conductive(e.g.:metal,masonry) •Economizer and/or Power Exhaust installed 96—in(2438 mm) •Check for sources of flue products with 10 feet(3 meters)of economizer fresh air intake D 42—in(1067 mm) •Recommended clearance for service NOTE:Unit not designed to have overhead obstruction.Contact Application Engineering for guidance on any • application planning overhead obstruction or vertical clearances. Chows c-9 Packaged Rooftop Builder 1.49w Page 5 of 9 Performance Summary For 12.5T HP ' Pnojoot: -UnUUed231 11/08/2018 Prepared By: 03x0PN PartNumber:50TCQ014A2A6-0A0G0 • ARI EER. 10.60 |Esm. 12.0 Base Unit Dimensions Unit Length. 115.9 in Unit Width. 63.4 in Unit H 57.4 in Operating Weight Base Unit Weight 1370 lb Medium Static Option Belt Drive. 45 lb 2-Speed Indoor Fan (/FD)Conhn||er 20 lb Accessories 15.2/16.5 kW 460/480-3-60, 11.5 kw 400-3-50 Volt Electric Heater 25 lb Single Point Kit. 12 lb LOW LEAK-Vertical EconoMi$er' 103 lb Total Operating Weight 1585 lb Unit Unit Voltage-Phase-Hertz. 460'3-60 Air Discharge. Vertical Fan Drive Type. Belt Actual Airflow. 5000 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 87.0 F Entering Air Enthalpy 31.44 BTU/lb Evaporator Leaving Air DB 58.9 F Evaporator Leaving Air WB 57.7 F Evaporator Leaving Air Enthalpy 24.82 BTU/lb Gross Cooling Capacity 148.80 MBH Gross Sensible Capacity' 113.90 MBH Compressor Power Input 11.30 kW Coil Bypass Factor: 0.105 Heating Performance Outdoor Ambient Temperature 47.0 F Entering Air Indoor Coil D8• 70.0 F Leaving Air Indoor Coil DB. 96.5 F Total Heating Capacity 143.00 MBH Integrated Heating Capacity 143.00 MBH Heating Power Input 12.52 kW High Temperature COP 3.2 Low Temperature COP 2.1 Electric Heating Capacity 15.20 kW Unit Leaving Air Temp 106.1 F Supply Fan External Static Pressure 1.00 in wg Options I Accessories Static Pressure Electric Heaters. 0.04 in wg Economizer 0.04 in wg Total Application Static(ESP+ Unit OptsA\cc.)' 1.07 in wg FonRPM• 777 Fan Power 2.73 BHP Packaged Rooftop Builder 1.49w Page 6 of 9 Performance Summary For 12.5T HP • Project: -Untitled231 11/06/2019 Prepared By: 03:40PM NOTE. Selected IFM RPM Range: 634-833 Electrical Data Voltage Range. 414/506 Compressor#1 RLA• 10.6 Compressor#1 LRA 75 Compressor#2 RLA. 10.6 Compressor#2 LRA• 75 Actual Electric Heater kW. 15.2 Electric Heater FLA: 19.9 Indoor Fan Motor Type. • MED Indoor Fan Motor FLA• 3.4 Power Supply MCA• 55 Power Supply MOCP(Fuse or HACR). 60 Disconnect Size FLA• 54 Disconnect Size LRA. 203 Electrical Convenience Outlet. None OFM [Qty/Hp/FLA(ea)]• 3/0.8 Electric Heater Part Number. 292A Electric Heater Number of Stages- 1 Control Panel SCCR: 5kA RMS at Rated Symmetrical Voltage Acoustics Sound Rating. 83.0 db Sound Power Levels, db re 10E-12 Watts Discharge Inlet Outdoor 63 Hz 89.9 86.9 89.3 125 Hz 87.9 80.8 85.2 250 Hz 73.8 67.2 80.3 500 Hz 75.4 68.0 78.0 1000 Hz 74.1 67.4 77.0 2000 Hz 70.9 61.8 74.4 4000 Hz 72.4 59.2 73.7 8000 Hz 67.6 52.4 68.9 A-Weighted 80.3 72.2 82.5 Advanced Acoustics 0 --_ 0 4 14, 1 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 Packaged Rooftop Builder 1.49w Page 7 of 9 Performance Summary For 12.5T HP - Project: --Untitled231 11/06/2019 Prepared By: 03:40PM Detailed Acoustics Information Octave Band Center Freq.Hz 63 125 250 500 1k 2k 4k 8k Overall A 89.3 85.2 80.3 78.0 77.0 74.4 73.7 68.9 91.6 Lw B 63.1 69.1 71.7 74.8 77.0 75.6 74.7 67.8 82.5 LwA C 56.9 52.8 47.9 45.6 44.6 42.0 41.3 36.5 59.2 Lp D 30.7 36.7 39.3 42.4 44.6 43.2 42.3 35.4 50.1 LpA Legend A Sound Power Levels at Units Acoustic Center, Lw B A-Weighted Sound Power Levels at Units 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 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. FanCurve 20 -. - ooaaPm \'I'1OORPnn� a0n 15 44161, \ \ N cn • 1D• 600RPM \ ^L n_ I-----,, \ U - \ 500RPM \ \ \ ::-.:. 5raBHP- -300RPM 3.00BHP - \\. .00BI-P 0'^i:HP 0.75BHP\\,,1.0BHP tSOBHP Q0 _........mllnnIIMMIIII.N111111nIlli.. . . . 0 1 2 3 4 5 6 7 8 Airflow(CFM-thousands) RPM=777BHP=2.73 MaximumRPM=1100 MaximumBHP=6.10 Note:Pleasecontactapplicationengineeringforselectionsoutsidetheshadedregion. SC-SystemCuve RP-RatedPoint Packaged Rooftop Builder 1.49w Page 8 of 9 Unit Feature Sheet for 12.5T HP Project: --Untitled231 11/06/2019 Prepared By: 03:40PM ( ier WeatherMaker`- SOTCQ PACKAGED ROOFTOP HEAT PUMP UNITS 3.4.5.8.7-112.8-112,10and 12.5 TONS PERFORMANCE FEATURES • PLRCN tR-410A;I-FC refr3arant ._.. • ASFRAE331energy somptant SEER;up to 13.4,E supto11.2 s'r • IEER'supto 12.2 • FiSPF's up to 7.7 and CCP's up to 3.3 i,'... • Singe;t33?.sooingcapast,sontroion34-37mod&a • Tana-sta3acoo`no capacty:antral on05-14models • Exclusive no n-sorroSve comp oSte sondensateoan in a-oorda❑ce„t'=. ... ASHRAE52Standad !oping dan,sdeorc nerdy n • Field convertible from v rtcalto no.•zontalarfiov on alp modes.'.o {,. speceirtrequiredon34-12 mode`s Suppyductktred uirnd far 14 size model only. • 000ertub a-urnnumfin nil;'with optional o oaon reSistantea is f• • Pre-panted extenoroanels and orr er coated n,_^or Da ne's t tad to Pale 530 ho uraaat spray protnoton efettata • Acutroi'r refrnaarantmetenng sy tam • • Cao'.in"goo .e ngrangyupto115F(45C and down to 25F • Solid-state control board and easy access terminal board • Refr3arantfitter iter and arcumulataroneaohrefrg era ntcircu`t • Fulyinsulated cabnet • Automat:o change crarwhen used with autashangeoverthernostat 50TCQunits are high-efficiency sin gle-packagedheatpump units • Rated,n a>7adsn_e,.•dh AHRI Standard;243(34-35 sze12 and that are pre-wired and pre-charged avithPURONMFG) 340[0 -14; refrigerant.Electric heat isavailable asafield-installed accessory. • Ca-='Bna-d in accordance with L'ndersrite.s Laboraton?s Standard 1335 The units are fully factor+tested and agency certified. • Latno byLL arid UL,Canada MAINTENANCE FEATURES: • Assesspanels'w•;th easy gra banns • Innovat.4,easy sta rtno.no strip screw feature;on un t noon;;Da net • wo-in-ohdispose b'ereturn sir filers • Too yasfAer assn;;door ASHRAE • S tdnv evaporator-fanWay s '.ab'eona] R tome t any aaaYaton • EtnoCr x13(5 o d torau motor on 34 to 05^'i d s 11,-^-�ylf sl .• Cent.aitermial board faci,tat n3,envie safety s.t'aud t qua-;naot.n3 COMPLIANT and 54npir_dronto`boxa^angament INSTALLATION FEATURES: • Thru-the-boitomoowa-rentrycaoaoility standard • Sing'=_po nte'asao ronnart-on; • Fuii petr,eter bas-re.,with but-:n r-..33,,ng sdaptn-s and fork trust sots hi=CERTIFIED. RELIABILITY FEATURES: ro A"(htalried • Sora*i sompressoq with internal in-break oinnoad proteoton TG WO r Nzn1R• ,,.,,.x,,••• Ce ben d sb '71m ,Tempveture d o_tboadand103 w' ^>' 24-nod sontro I-sr„uit p rote stej tion resettabe o'rsu3 breaker CUS wAcgror mow • P ^nen nty]uarested e vaoorata fan motor a'ktl �� • ota:iyenclosed condense,mato ri%r.i p?rmammnty kJo^Oatad b?anrg; • Loss of charge.freeze protection,and n ah-press,.,e nxtches STANDARD WARRANTY: • 5-yearY eestt.heaters Certified to ISO 9001 • 5-yeareompeo=ar • 1-yearparte Many aptional'e'arrantie;also ova kab'a OPTIONS INCLUDE BUT ARE NOT LIMITED TO: • Mut Proton i(RTL'Coen)end Pr mmr in'"Citeot CsgtaI Contra Cera • tion-fused disconnect ex-ton • Econornzeraptons for=-+a-ctro-mecnanoa`and CCC:antra=. • Corrus:on resstant col optan;fore vaporator end oonden;ar • Cptona'ndo orfan motors for=-xpendnd sirr.o.r ca pso,ay • Accessory a'aa-sirs'neat(fed-nata'led ooton ony • Smoke detectors-Supoiy and Ra-tum at • I-sngedassess pares Packaged Rooftop Builder 1.49w Page 9 of 9