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Specifications y OFFICE COPY RECEIVEF"' JUL 202022 STRUCTURAL SKETCHES CITY OF TIGARD c3UII_DING DIVISION FOR Seismic Bracing and Support of Replacement Roof Top Unit Nimbus Business Center 10155 SW Nimbus Ave., Suite 400 VALIDITY OF PERMIT Tigard, OR 97223 THE ISSUANCE OF A PERMIT FOR BASED ON CONSTRUCTION DOCUMENTS AND OTHER DATA SHALL NOT PREVENT THE CODE OFFICIAL FROM J N B Mechanical, Inc. REQUIRING THE CORRECTION OF ERRORS. OSSC 105.4 3315 NE 112t" Ave. Vancouver, WA 98682 ALL COMPUTATION AND STRUCTURAL ENGINEERING FOR THIS PROJECT HAVE BEEN PERFORMED BY MYSELF OR UNDER MY DIRECT SUPERVISION, THESE CALCULATIONS ARE FOR THE ABOVE REFERENCED PROJCT SITE ONLY. THESE CALCULATIONS DO NOT APPLY TO SAME OR SIMILAR CONFIGURATIONS AT THIS SITE OR AT A DIFFERENT SITE,AND SHOULD BE VOID WITHOUT WET SIGNATURE. ENGINEER WAS RETAINED INA LIMITED CAPACITY FOR THIS PROJECT. THIS DESIGN IS BASED ON INFORMATION PROVIDED BY THE CLIENT WHO IS SOLEY RESPONSIBLE FOR THE ACCURACY OF SAME. NO LIABILITY IS ASSUMED OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. OFFICE COPY CD j �< s CITYOP TIGARIA, D FOR CODE COMPLIANCE 18,138 OTCs ] ONF,(;ON 41 Addmss 14 ll 11 I;� b L. MVI APM suite# : C, 06/24/2022 — I?atei 1 l 2(12:I . $ Associated ' Consultants, Inc. Structural Engineers 100 East 13th Street •Suite 10 •Vancouver,WA 98660 Phone: (503)384-0460 • (360) 699-0607 E 24'-0„ i Y 20'-2" m Om C 77 zy N b o ff VCy r ,(E)4 x 16'• f `':, 1 - _ •I .f I - '. _._ tz (E)3 1/8" x 16 1R"GL PP ro + ti +l E'M'C mar r � tz 31/8"x 161 LP xAV O 3 1/8" x 16 `n .. sem'✓' � -____._._� �._ r ".,i_��.` 3 1B"x G 11 �, .art �. , 3 1/8"x P- it to Ile y y w ROOF FRAMING PLAN ` z NTS N CTv'�' 18.1;38 tl OREGON 06/24/2022 UNIT PLAN VIEW I (N)ROOF UNIT (6)#12 SDSM SCREWS L EACH SIDE OF CURB 16ga x 6"x SHOWN wl (8)#12 SDSM SCREWS (4 TOTAL LOCATIONS 1-AT EACH CORNER 01 THE UNIT) NEW ADAPTER CURB (2) 16 GA x 6"x 0'-8"EA SIDE EXISTING CURB w/(3)#10 SDSM SCREWS TO (E)CURB&(4)#10 x 22"WD EXISTING ROOF SHT'G SCREWS TO ROOF FRAMING (E)FRAMING AT THE PERIMETER OF(E)CURB ROOF TOP UNIT SUPPORT DETAIL BL OFFICE COPY RECEIVE JUL 2 U 2022 STRUCTURAL CALCULATlq#§FTIGAHL) G ®IVISIQr•; FOR Seismic Bracing and Support of Replacement Roof Top Unit Nimbus Business Center 10155 SW Nimbus Ave., Suite 400 Tigard, OR 97223 FOR JNB Mechanical, Inc. 3315 NE 112th Ave. Vancouver, WA 98682 ALL COMPUTATION AND STRUCTURAL ENGINEERING FOR THIS PROJECT HAVE BEEN PERFORMED BY MYSELF OR UNDER MY DIRECT SUPERVISION. THESE CALCULATIONS ARE FOR THE ABOVE REFERENCED PROJCT SITE ONLY. THESE CALCULATIONS DO NOT APPLY TO SAME OR SIMILAR CONFIGURATIONS AT THIS SITE OR AT A DIFFERENT SITE,AND SHOULD BE VOID WITHOUT WET SIGNATURE. ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. THIS DESIGN IS BASED ON INFORMATION PROVIDED BY THE CLIENT WHO IS SOLEY RESPONSIBLE FOR THE ACCURACY OF SAME. NO LIABILITY IS ASSUMED OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. crv� -�� I li,1313 OREGON 06/24/2022 I yl'IltiI';ti: 1'� :;l 202 �... Associated ' Consultants, I nc. Structural Engineers 100 East 13th Street •Suite 10 •Vancouver, WA 98660 Phone: (503)384-0460 • (360) 699-0607 CAL-1 DESIGN CRITERIA Code•2019 Oregon Structural Specialty Code Scope Scope of project is limited to: 1. Design of anchorage&seismic bracing of replacement roof top mechanical unit. Risk Category II Wind Speed (3 sec gust) -Ultimate 98 mph Exposure B Seismic 1 1.0 Site Class D Seismic Design Category D SS 0.86 ATC Hazard Map Sl 0.397 ATC Hazard Map Shc Null ATC Hazard Map Sds 0.663 ATC Hazard Map LFRS: Mechanical Components constructed of sheet metal framing Rp 6 PerASCE7 ap 2.5 Per ASCE7 Equipment Operating Weights (provided by Client) 392+126= Existing Unit Wt RTU -3 Ton+Adapter curb 518 lbs = 386 lbs 3/9!22,9:35 AM ATC Hazards by Location ATC Hazards by Location CAL-2 Search Information Hoa!Rig Address: 10115 SW Nimbus Ave,Tigard,OR 97223,USA kaway va^^1UVer 9eI 167 ft f.f; Coordinates: 45.4464972,-122.7899434 Garibaldi TIand Tillamook I,+sboroo p o Elevation: 167 ft Gresham Beav non Mt Hood© Timestamp: 2022-03-09T1 7:35:14.497Z Hazard Type: Seismic GoCampent f+c y Reference Document: ASCE7-16 cit le Map data©2022 Google Risk Category: 11 Site Class: D Basic Parameters Name Value Description Ss 0.86 MCER ground motion(period=0.2s) SI 0.397 MCER ground motion(period=1.0s) SMS 0.994 Site-modified spectral acceleration value SMI *null Site-modified spectral acceleration value SIDS 0.663 Numeric seismic design value at 0.2s SA SDI *null Numeric seismic design value at 1.Os SA *See Section 11.4.8 -Additional Information Name Value Description SDC *null Seismic design category Fa 1.156 Site amplification factor at 0.2s Fv *null Site amplification factor at 1.Os CRS 0.885 Coefficient of risk(0.2s) EI CRI 0.867 Coefficient of risk(1.0s) I PGA 0.392 MCEG peak ground acceleration FPGA 1.208 Site amplification factor at PGA PGAM 0.474 Site modified peak ground acceleration TL 16 Long-period transition period(s) SsRT 0.86 Probabilistic risk-targeted ground motion(0.2s) SsUH 0.972 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1 RT 0.397 Probabilistic risk-targeted ground motion(1.0s) S1 UH 0.458 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1 D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) *See Section 11.4.8 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 anv nutnut nhtained from this tnnl with the Inral Authnnty Havinn.lunsdirtinn hefnre nrnreedina with deeion tru 24'-0" 20'-2" c -- -------- y_a z 1 rtf„, y (E 4 x 161 t t r , 1 S”3 1/ x 6 12"GL ., .Y � 6f fir" N '�R *1 �'�i•�"��- _ i 3 1/8"X 16 1/2"GL ur a r a 31/8" 16 law" fP 00 3 U8"x I/2"G 3 118"x 161/2" .,......- a W'14 aLa � 4y ..rt+ �}}��yv}� A s t a jF 14 - ' is ROOF FRAMING PLAN E Z NTS Obr� i.r/�A a! sr r-F c /-o f:............ ............. ® ' /,S 10 �I�� W�Rh {� � _ Q.�3 3� to-�10 1•� �' 1--� r� kae lrolDw = )f AJ W57 = lr By: Project Job No. Associated Replacement RTU Anchorage&Support- Nimbus Center 22-185 Consultants, location Date Inc. Structural Engineers 10155 SW Nimbus Ave Suite 150,Tigard,OR 97223 Client Sheet No. 100 East 13th Street •Suite 10 Vancouver,Washington 98660 Portland(503)384-0460 •Vancouver:(360)6990607 JNU Mechanical Inc rr- - W 2 Ps 2^Ic>ii F � � i �f Cx C 1� g W�4K—�sr M.r--r✓0 w � 14 Srl Q� .... z = 67 µ � a ks a By: Project Job No. Associated Replacement RTU Anchorage&Support- Nimbus Center 22-185 CConsultants, Location Date Inc. Structural Engineers 10155 SW Nimbus Ave Suite 150,Tigard,OR 97223 Client Sheet No. 100 East 131h Street •soft,t0 .Voneouver,Washington 98660 Portland:1503,3840460 V, (360)699-0607 JNB Mechanical Inc Project Title: Associated Engineer: CAL-6 Consultants, Proect Project ID: Inc.suum"a*h s 100 E 13-St-5ufte 10•Vancouver,WA 96660 Phones:(503)3844160•(360)6990607 -.__i WOOd Beam Project File:22-185.ec6 LIC#:KW-06016028,Build:20.22.5.16 ASSOCIATED CONSULTANTS INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: (E) 2x6 Rafter Check CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 1,150.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 1,150.0 psi Ebend-xx 1,800.Oksi Fc-Prll 1,800.0 psi Eminbend-xx 660.Oksi Wood Species Douglas Fir-Larch(North) Fc-Perp 625.0 psi Wood Grade No. 1 &Btr Fv 180.0 psi Ft 750.0 psi Density 30.590pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D 0.03 S 0.05 2x6 i Span=8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D=0.0150, S =0.0250 ksf, Tributary Width =2.0 ft, (DL+SL) Uniform Load : D=0.1030 k/ft, Extent=0.0--»2.830 ft, Tributary Width = 1.0 ft, (Mech) DESIGN SUMMARY e • Maximum Bending Stress Ratio = 0.809 1 Maximum Shear Stress Ratio = 0.427 : 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 1,390.81 psi fv:Actual 88.37 psi Fb:Allowable = 1,719.25psi Fv:Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 3.358ft 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= 775­360 Span: 1 :S Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.273 in Ratio= 351 ­180 Span: 1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<180 n/a Project Title: CAL-7 Associated Engineer: Consultants, Project ID: Project Descr: Inc.swnaal Engineers 100 E.13*St•Suite 10•Vancouver,WA 98660 Phones:(503)384-0.460•(360)699-0607 VNOO�Beath Project File:22-185.1 LIC#:KW-06016028,Build:20.22.5.16 ASSOCIATED CONSULTANTS INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: (E) Glulam Beam Check CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2018 Fb- 1,850.0 psi Ebend-xx 1,800.Oksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade 24F-V4 Fv 265.0 psi Eminbend-yy 850.Oksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling S 0.336 0 D(0.146) D(0.453) D(0.12)S(0.2) 3.125x16.5 Span=20.170 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D=0.0150, S=0.0250 ksf, Tributary Width = 8.0 ft, (DL+SL) Uniform Load : D=0.4530 k/ft, Extent=0.0­>4.417 ft, Tributary Width= 1.0 ft, (Existing Mech Unit) Uniform Load : D=0.1460 k/ft, Extent= 15.750­>20.170 ft, Tributary Width = 1.0 ft, (New Mech Unit) Varying Uniform Load : S=0.0420->0.0 ksf, Extent=0.0­> 11.0 ft, Trib Width=8.0 ft, (Drift) DESIGN SUMMARY a. a • Maximum Bending Stress Ratio = 0.7191 Maximum Shear Stress Ratio = 0.501 : 1 Section used for this span 3.125x16.5 Section used for this span 3.125x16.5 fb:Actual = 1,984.28psi fv:Actual = 152.64 psi Fb:Allowable = 2,760.00psi Fv:Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 8.834ft 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 0.482 in Ratio= 502>=360 Span: 1 :S Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.834 in Ratio= 290>=180 Span: 1 :+D+S Max Upward Total Deflection 0 in Ratio= 0<180 n/a CAL-8 Mechanical Unit Lateral Force Analysis Model: 3 Ton RTU Unit Specifications Weight 'W„' = 392 lbs Curb Length 'L' = 51 in Height'hc' = 28 in Width 'B' = 43 in Weight'W,' = 252 jibs Height'H'= 38 in (LONG DIRECTION) d W UNIT ELEVATION VIEW H in UNIT PLAN VIEW 0 CURB he h Equipment weight 'Wp' = Wu+We= 644 lbs Equipment height 'Hp' = H + he= 66 in Seismic Force Analysis SDS= 0.663 g Average Height of Structure 'z' = 20 ft 1p= 1 Anchorage Height in Structure 'h' = 20 ft RP= 6 ap= 2.5 o = 2.5 Horizontal Seismic Force Per ASCE 7 Eq 13.3.1 FP= 0.4xapxSas 1+ 2xz x WP RP h Ip FP= 0.4 x 2.5 x 0.663 x 1+ 2x 20 x644= 213.5 Ib 6 20 1 CAL-9 Minimum Horizontal Seismic Force Per ASCE 7 Eq 13.3.2 Fpmin= 0.3 X Sds X Ip X Wp Fpmin= 0.3 X 0.663 x 1 x 644= 128.1 Ib Maximum Horizontal Seismic Force Per ASCE 7 Eq 13.3.3 Fpmax= 1.6 x Sds x Ip x WP Fpmax= 1.6 x 0.663 x 1 x 644= 683.2 Ib Vertical Seismic Force Per ASCE 7 Eq 13.3.1.2 FSS= 0.2XSd5XWp FV5 = 0.2 x0.663 x 644= 85.4 Ib Wind Force Analysis V = 98 mph Wind Speed,See Design Criteria Page KZ= 0.62 Exposure B ASCE 7 Table 26.10-1 Kd= 0.85 ASCE 7 Table 26.6-1 K,= 1 ASCE 7 Table 26.9-1 Ke=1 1 ASCE 7 Table 26.8-1 qZ= 0.00256 x KZ x KZt x Kd X Ke x V2 Wind Velocity Pressure ASCE 7 Eq 26.10-1 qZ= 0.00256 x 0.62 x 1 x 0.85 x 1 x 98 qZ= 13.0 psf Af,= L x Hp = 51 x 66 = 23.38 ft Vertical Projected Area of the Unit in 144 Short Direction Afs= B x Hp = 43 x 66 = 19.71 ft Vertical Projected Area of the Unit in 144 Long Direction GCrh= 1.9 Product of Gust-effect and Force Coefficeint for Horizontal Wind Force GCr"= 1.5 Product of Gust-effect and Force Coefficeint for Verical Wind Force Horizontal Wind Force in Short Direction Per ASCE 7 Eq 29.4-2 Fhsw=,x GCrh x Afi = 12.96 x 1.9 x 23.38 = 575.5 Ib Horizontal Wind Force in Long Direction Per ASCE 7 Eq 29.4-2 Fh,w= qz x GCrh x Afs = 12.96 x 1.9 x 19.71 = 485.2 Ib Vertical Wind Force Per ASCE 7 Eq 29.4-3 Few= q,xGCr,XLXB = 12.96 x 1.5 x 51 x 43 = 296.0 lb 144 CAL-10 Anchorage Analysis WP Wind Governs over Seismic in each Direction W Short Direction Analysis FP Fhsw= 575.5 lbs F„W= 296.0 lbs WP= 644 lbs 38 in ROOFTOP UNIT Fh Uplift = -Fh x h x 0.6 B h= 33 in +WP x 0.6 2 -F„x 0.6 28 in CURB 2 ' 34 in _ -575.45 x 33 x 0.6 +644 x 0.6 -295.99 x 0.6 34 2 2 -230.71 lbs Per side of the Unit WP Shear per Corner of the Unit= Fhswx 0.6 4 345.3 Fp 4 = 86.32 lbs Typically short direction governs for the uplift 38 in ROOFTOP UNIT Fh Long Direction Analysis Fh1w= 485.2 lbs 33 in F„W= 296.0 lbs WP= 644 lbs 28 in CURB 53 in Uplift= -485.18 x 33 x 0.6 +644 x 0.6 -295.99 x 0.6 53 2 2 _ -76.85 lbs Per side of the Unit - -- ... . .. .... .....:.... )2�) iJ PTU .......... ....... .......... ............... 11'r2 FCIO lo .. f� P '77— �J By: Project Job No. Associated Replacement RTU Anchorage&Support- Nimbus Center 22-185 Consultants, 'AOetion Date Inc. Structural Engineers 10 155 SW Nimbus Ave Suite 150,Tigard,OR 97223 Client Sheet No. 100Eas113thstreet •suitelo Vancouver,Washington 98660 eartiand:(503)3840460 •Vaocowar:(360)6990607 JNB Mechanical Inc .... � . . . . . . . . . . . . . . . r , cUR ....... .. ....... .:.. , 1 .... . . ... ..................... .....: zr- .. .... ...... - � .................................. ter.. la. 4. ...............................................:.................................................`................:...............:...............................................:................:................................6...............:.................... 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By: Project Job No. IziAssociated Replacement RTU Anchorage& Support- Nimbus Center 22-185 Consultants, location Date Inc. StruRuralEngineers 10155 SW Nimbus Ave Suite 150,Tigard,OR 97223 Client Sheet No. 100 East 13th Street .Suite l0 .Vancouver,Washington 98660 n Poruant 1503)3840460 •Vancouver(360)6990601 JNB Mechanical Inc APPENDIX 4YCY4036B-SUB-3A-EN TAG: . _ _ 5• 3 Ton Convertible Gas/Electric Packaged Units PRODUCT SPECIFICATIONS 4YCY4036B3075/96A MODEL 4YCY4036B3075A 4YCY4036B3096A RATED VoltsIPHIHz 208-230/3/60 208-230/3/60 (D Certified in accordance with the Unita Performance Cooling BTUHO 38000 38000 Air-Conditioner Equipment certifica Indoor Airflow(CFM) 1210 1210 tion program,which is based on AHRI Power Input(KW) 3.166 3.166 Standard 210/240.Sound Powervalues EER/SEER(BTU/Watt-Hr.)@ 12.0/14.2 12.0/14.2 are not adjusted for AHRI 270-95 tonal Sound Power Rating[dB(A)]i@ 69 69 corrections. Performance ea mg z OO All models are certified to UL 1995.Rat- ings shown are for elevations up to 2000 Input BTUH-1st Stage(Natural Gas) 56250 72000 ft.For higher elevations reduce ratings Input BTU -2nd Stage(Natural Gas) 75000 96000 at a rate of 4%per 1000 ft.elevation. AFUE 00 Temp.Rise—Min/Max(°F) 30/60 40/70@ Convertible to LPG. 0 ®This value is approximate. For more Orifice Qty/Drill Size(Natural Gas)@ 2 I#33 3/#37 precise value,see Unit Nameplate. POWER CONN.—VIPHIHZ 208-230/3/60 208-230/3/60 OS Based on U.S. Government Standard Min.Brch.Cir.Ampacity0 18.5 18.5 Tests. Fuse Size—Max.(amps) 25 25 @ Filters must be installed in return air Fuse Size—Recmd.(amps) 25 25 stream.Squarefootages listed are based COMPRESSOR SCROLL SCROLL on 300 f.p.m.face velocity.If permanent Volts/Ph/Hz 208-230/3/60 208-230/3/60 filters are used size per manufacturer's recommendation with a clean resistance R.L.Amps—L.R.Amps 10.4/73 10.4/73 of 0.05"W.C. OUTDOOR COIL—TYPE SPINE-FIN SPINE-FIN 0 Standard Air-Dry Coil-Outdoor. Rows/F.P.I. 2/24 2/24 Face Area(sq.ft.) 15.49 15.49 Tube Size(in.) 318 3/8 INDOOR COIL—TYPE PLATE FIN PLATE FIN Rows/F.P.I. 4/15 4/15 Face Area(sq.ft.) 3.54 3.54 Tube Size(in.) 3/8 3/8 Refrigerant Control EXPANSION VALVE EXPANSION VALVE Drain Conn.Size(in.) 3/4 FEMALE NPT 3/4 FEMALE NPT OUTDOOR FAN—TYPE PROPELLER PROPELLER Dia.(in.) 23.4 23.4 Drive/No.Speeds DIRECT/1 DIRECT/1 CFM @ 0.0 in.w.g.O 3280 3280 Motor—HP/R.P.M. 1/5/830 115/830 Volts/Ph/Hz 208-230/1/60 208-230/1/60 F.L.Amps/L.R.Amps 1.1/1.9 1.1/1.9 INDOOR FAN—TYPE CENTRIFUGAL CENTRIFUGAL Dia x Width(in.) 10 X 10 10 X 10 Drive/No.Speeds DIRECT/VARIABLE DIRECT/VARIABLE CFM @ 0.0 in.w.g.@ SEE FAN PERFORMANCE TABLE SEE FAN PERFORMANCE TABLE Motor—HP/R.P.M. 1/2/VARIABLE 1/2 I VARIABLE Volts/Ph/Hz 200-230/l/60 200-230/1/60 F.L.Amps/L.R.Amps 4.3/4.3 4.3/4.3 COMBUSTION FAN—TYPF CENTRIFUGAL CENTRIFUGAL Drive/No.Speeds DIRECT/2 DIRECT/2 Motor—HP/R.P.M. 1/45/2800/1500 1/45/2800/1500 Volts/Ph/Hz 208-230/1/60 208-230/l/60 FLA 0.34 0.34 FILTER/FURNISHED NO NO Type Recommended THROWAWAY THROWAWAY Recmd.Face Area(sq.ft.)@ 4 4 REFRIGERANT R41 OA R41 OA Charge(lbs.)® 7.80 7.80 GAS PIPE SIZE m. 1/2 112 DIMENSIONS HXWXL HXWXL Crated(in.) 47.86144.5/52.03 47.86/44.5/52.03 WEIGHT Shipping(lbs.)/Net(lbs.) 488/392 493/397 Dimensional Data 286.26 D [50-5/81 C _ � 64.04 INLET 12-11/321 i - W2 W3 1094.99 INLET INLET [43-IIB] FLUE HOOD B T 223.33 [8 251321 WI Wd INLET TOP SIDE ENTER OF GRAVITY OUTLET A 25.40 (I] ONDENSATE DRAIN FOR FRONT SIDE 499.49 19.0 [3/4) FEMALE NPT [19.21/321 LEFT SIDE c ILA 18.03 18.29 [23/321 Ll [23/321 Y Y [19/4.22 161 SECTION -Y TYPICAL (8) SIDES OF DOWNFLOW DUCT OPENINGS BOTTOM SIDE 4YCY4024 through 4YCY4036 (1 of 3) 2 Dimensional Data a 304.80 RETURN 1121 406. 40 ( INSIDE) SUPPLY [ 161 ( INSIDE) 167.89 [6-5/81 406.40 [ 161 ( ) RECOMMENDED SERVICE CLEARANCE MM/1N. I NS I DE BOTTOM DUCT OPENINGS WITH ECONOMIZER BACK SIDE 304.8 [121 162.0 [301 LEFT SIDE 162.0 [301 914.4 1361 RIGHT SIDE 914.4 1361 FRONT SIDE 1066.8 [421 CLEARANCE TO COMBUSTIBLE MATERIAL MM/IN. BOTTOM 0 BACK SIDE 25.4 [11 LEFT SIDE 152.4 161 RIGHT SIDE 304.8 [121 24V ENTRY FRONT SIDE 304.8 [121 TOP 914.4 [361 , 359.80 [14-5/321 294.02 [II 9/161 178.66 [7-1/321 11 —7 POWER ENTRY 27.78 DIA. HOLE 106.68 11-3/321 [4-3/161 GAS LINE ENTRY FOR 12.70 [1/21 N.P.T. 120.37 GAS CONNECTION [4-3/41 149.56 RIGHT SIDE [5-7/81 4YCY4024 through 4YCY4036 (2 of 3) 3 i I I k ' i I 296.62 [II-II/161 (OUTSIDE) 0 t 58. 19 [2-9/321 RETURN SUPPLY 398.22 [15-11/161 (OUTSIDE) 176.07 398.22 i [6-15/I6] [15-II/161 (OUTSIDE) BACK DUCT_OPENINGS 530.60 [20-7/81 X X 11.78 [II/16] 1108.75 SECTION (43-211 (SURFACE AREA) TYPICAL (8) SIDES OF SIDEFLOW DUCT OPENINGS RE BACK SIDE FLUE HOOD W/BRRT HEIGHT MM/IN. MM/IN. APPROX. CORNER WEIGHT - NG/LBS SHIPPING iOTAI UNIT CENTER OF GRAVITY MM/IN. MODEL WEIGHT WEIGHT A D WI W2 W3 W4 NG/LAS NG/LBS B C 4YCY4024 (064) 903.29 [35-9/161 59.0 [1301 37.2 1821 31.3 1691 48.5 11071 218.4 (481) 174.8 [3851 01.3 [15.81 546.1 (21.51 4YCY4030 (0151 4YCY4036/4YCZ6036 (075) 117.86 14-5/81 60.3 [1331 36.3 1801 30.4 1671 1 50.3 11111 221.6 (488) 178.0 [3921 388.6 115.31 558.8 122.01 949.99 137.3/81 4YCY403614YCZ6036 1096) fi1.1 [1351 36.1 1811 30.8 1681 51.3 11131 223.8 (493) 180.1 13971 388.6 [15.31 558.8 122.01 4DCY4024 (0641 903.29 135-91161 0.8 [1341 38.1 [841 31.3 1691 48.5 [1011 218.4 (481) 114.8 [3851 398.8 [15.71 546.1 121.51 40CY4030 (075) 4DCY4036/4DCZ6036 (075) 949.99 137-3181 111.86 !4-5181 62.1 11371 37.2 1821 30.4 1671 50.3 (1111 221.6 (488) 178.0 13921 386.1 (15.21 558.8 [22.01 4YCY4024 through 4YCY4036 (3 of 3) 4 Optional Equipment BAYCURB050A FULL PERIMETER ROOF MOUNTING CURB FOR *****018-036 17 7/8 46 3/8 3 RETURN 3 5/8 AIR SUPPLY AIR 191/2 2 3/16 15 h 19 1/2 38 7/8 14 1 1/2 The drawings on this page are prepared by the manufacturer in order to provide detail regarding job layout only.These drawings are not intended to be used as a basis to construct, build or modify the items depicted in the drawings.The manufacturer / is not responsible for the unauthorized use of these A B drawings and expressly disclaims any liability for damages resulting from such unauthorized use. RETURN AIR \ SUPPLY AIR C D CHANNEL SIDE CHANNEL END WOOD NAILER ' i SERVICE CLEARANCE DIMENSIONS HOL E IN ROOF A B C D < DC' WC*/TC* 42. 00 36. 00 12. 00+* 24. 00 i 433/8 Y C* 42. 00 36. 00 12 . 00*+ 36. 00 35 7/8 / 42. 00 WITH ECONOMIZER WITH 25% FRESH AIR ACCESSORY 6 358"I.D. 1 2"TYP. WEIGHT: 126 LBS. �I P QIP 2116" SIP 438"I.D. —216" SI P 19- " 2 111 , 2 QIP 1 2"TYP. 15" EXISTING CURB SIP 18 1 PLAN VIEW X42" -< 21" 1 „ 34"O.D\�/ 1 1 4 538"O.D. 388"O.D.� �46-8"O.D. ISOMETRIC VIEW 14" � 35-L" I. 544„O.D. � 8 I I FRONT VIEW SIDE VIEW APPROVED DATE UNLESS OTHERWISE SPECIFIED ALL CHECKLIST DATE NOTES: INSTALLATION INSTRUCTIONS: DIMENSIONS SHOWN ARE IN REMOVE OLD A/C UNIT. INCHES REREFERENC MICHAEL a/a/v 1. 16 GA.GALV.STEEL CONSTRUCTION MauMETERSAREREEERENCEONLv Drawr,bv: 2. INTERNALLY INSULATED WITH 1"-1.5 PCF' APPLY 1/4"X 1 1/4"GASKETING ON EXISTING UNLESS OTHERWISE DENSITY INSULATION CURB. SPECIFIED TOLERANCES ON ADAPTER CURB ON EXISTING ;"OT" ANGLE =— 3. CONTINUOUS WELDED SEAMS AND INSTALL&SECURE A _NGT r CURB AS REQUIRED BY LOCAL BUILDING CODES. CORNERS 4. 1/4"X 1 114"GASKETING APPLY 1/4"X 1 1/4"GASKETING ON ADAPTER THIRD ANGLE<�< TC50ACT 5. SHIPPED FULLY ASSEMBLED CURB. MATERIAL 6. UNIT TO ADAPTER GASKET INCLUDED INSTALL&SECURE NEW A/C UNIT ON ADAPTERIss CURB AS REQUIRED BY LOCAL BUILDING CODE. Galvanized Steel �SCAHEHI:32 1, 9/14/2ov I SHEEP I OF 1 II