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Home My WebLink AboutReport (3) ME G/,bt3•661t3 SEC II 12060 Sw MSfril(gegPeYt HVAC Additio 12060 SW Main Street Tigard, OR 97223 CITY OF TIGARD BUILDING DIVISION Climate Control 16500 SW 72"d Ave Portland, OR 97224 Job Number 2023025 Project Description The addition of(14) RTUs on an existing roof Table of Contents Design Information C-1 thru C-4 Calculations C-5 thru C-11 .<�¢�G PN OFFss/ Reference Sheets R-1 thru R-7 Lc, �� cr 85997 v OR :•N s�<AsP7a2ob�� FNMARKS'\ EXPIRES:06-30-2024 Permit Set September 26, 2023 1111111111111 StenBERG Design c - 1 ASCE 7 Hazards Report AMERicAN SOC!EI,OF CIVIL ENSINEERS Address: Standard: ASCE/SEI 7-16 Latitude: 45.432014 12060 SW Main St Risk Category: II Longitude: -122.766113 9Portland, Oregon Soil Class: D Default (see Elevation: 0 ft(NAVD 88) Section 11.4.3) 4 w 'ter � L d Pbatl.4,7 k rya.,t.t rr�C� t t t o t�rr-t N'f 5 Tyyand ",,a _ r. Wind Results: Wind Speed 97 Vmph 10-year MRI 66 Vmph 25-year MRI 73 Vmph 50-year MRI 77 Vmph 100-year MRI 82 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Tue Sep 26 2023 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability= 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. https://asce7hazardtool online/ Page 1 of 3 Tue Sep 26 2023 C - 2 rMERU NSENSEiP'DiCIVILENGINEERS Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: Ss : 0.862 Sp, N/A Si : 0.395 TL : 16 Fa : 1.2 PGA : 0.392 F, : N/A PGA M : 0.473 SMs : 1.034 FPGA 1.208 SMi : N/A le : 1 Sos 0.689 C, : 1.231 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Tue Sep 26 2023 Date Source: USGS Seismic Design Maps https://asce7hazardtool.online/ Page 2 of 3 Tue Sep 26 2023 C - 3 AM RIC N SOCTEIY Eir NIi.ENGINEERS Snow Results: Ground Snow Load, pg : 11 lb/ft2 Mapped Elevation: 0.0 ft Data Source: Date Accessed: Tue Sep 26 2023 Statutory requirements of the Authority Having Jurisdiction are not included. Snow load values are mapped to a 0.5 mile resolution. This resolution can create a mismatch between the mapped elevation and the site-specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported `elevation'and `mapped elevation'differ significantly from each other. The ASCE 7 Hazard Tool is provided for your convenience,for informational purposes only,and is provided"as is"and without warranties of any kind.The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard.While ASCE has made every effort to use data obtained from reliable sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness,reliability, currency,or quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship,or sponsorship of such third-party content by or from ASCE. 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Page 3 of 3 Tue Sep 26 2023 Stephen Mark Stenberg, PE StenBERG Design C — 4 PO Box 1135 Beaverton,OR 97075 ASCE Seismic Demands on Nonstructural Components Project File: Herford's Equipment Support.ec6 LIC#:KW-06019804,Build:20.23.08.30 - StenBERG Design (c)ENERCALC INC 1983-2023 Seismic Demands on Nonstructural Components per ASCE 7-16 Section 13.3.1 and 13.4.1 h = 20.0 ft S DS = 0.6890 Description : Typical RTU a = 2.50 W P= 649.0 z = 20.00 ft R = 6.00 I = 1.00 z/h :Actual = 1.00 z/h Design = 1.00 Fp Upper Limit = 715.46 Fp Calc'd :Components= 223.58 Fp DESIGN : Components = 223.58 Fp Lower Limit = 134.15 Connections= 223.58Connections = _-_ 223.58 a : Component amplification factor, Table 13.5-1 or Table 13.6-1 Fp-Calc'd : Calculated Fp, Eq(13.3-1),Same units as Wp W P : Component operating weight Z Height of point of attachment Fp-Upper : Upper Limit on Fp, Eq(13.3-2) ,(Same units as R P Component response modification factor(Table 13.5-1 or Table Fp-Lower : Lower Limit on Fp, Eq(13.3-3),Same units as 1 I P : Component importance factor(Section 13.1.3) Fp-Design : Fp for design purposes, Same units as Wp . CALCULATION: HVAC ADDITION C - 5 Check Existing Roof Structure References The new RTU equipment is intended to replace the existing HVAC system which consists of a condensing unit and airhandler. The units are to be placed along the existing beam lines near the columns to minimum the added stress to the existing members (joists and beams). Blocking between joists and beams is to be added under all sides of the Type Weight RTU 556 lbs see reference sheets Curb 93 lbs see reference sheets DL 15 psf roof dead load SL 25 psf roof snow load EXISTING STRUCTURE IS OK DUE TO ADDED STRESS INCREASE < 5% see following calculations Design Wind and Seismic Load Path The RTUs are to be secured to a curb with prefabricated holdowns (see reference sheets). The curb is then attached to the new and existing structure with perimeter fasteners. See the following analysis for the design of the connections to the roof Wind Load ASCE 7-16: Section 29.4.1 Kz 0.75 velocity pressure coefficient ASCE 7-16: Section 26.10.1 Kzt 1.00 topographic factor ASCE 7-16: Section 26.8.2 Kd 0.85' wind directionality factor ASCE 7-16: Section 26.6 Ke 1.00; ground elevation factor ASCE 7-16: Section 26.6 V 98 "mph design wind speed ASCE 7-16: Section 26.6 qh 15.67 psf 0.00256 x Kz x Kzt x Kd x Ke x V2 ASCE 7-16: Eq. (26.10-1) B "'162 ft horizontal dimension of building perpendicular to wind ASCE 7-16: Section 26.3 h 20 ft mean roof height of building/structure ASCE 7-16: Section 26.3 L 178 ft horizontal dimension of building parallel to wind ASCE 7-16: Section 26.3 Af 24 sf horizontal projected area of equipment ASCE 7-16: Section 29.4.1 Ar 24 sf vertical projected area of equipment ASCE 7-16: Section 29.4.1 Bh 3240 sf horizontal projected area of building BL 28836 sf vertical projected area of building GCr 1.90 horizontal gust factor ASCE 7-16: Section 29.4.1 GCr 1.50 vertical gust factor ASCE 7-16: Section 29.4.1 Fh 728.7 lbs qh x GCr x Af ASCE 7-16: Eq. (29.4-2) 0.6Fh 437.2 lbs ASD Fv 566.2 lbs qh x GCr x Ar ASCE 7-16: Eq. (29.4-3) 0.6Fv 339.7 lbs ASD StenBERG Design P.O. Box 1135 Beaverton, OR 97075 cell: 541.399.2656 I email: stephen@stenbergdesign.com Stephen Mark Stenberg, PE StenBERG Design C — 6 PO Box 1135 Beaverton, OR 97075 General Beam Analysis Project File: 12060 SW Main Street HVAC Addition.ec6 LIC#:KW-06019804,Build:20.23.08.30 StenBERG Design (c)ENERCALC INC 1983-2023 DESCRIPTION: Proposed Moment on Existing Joist (32" o.c. spacing) -Worst Case General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 35.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 D(0.163) it D(0_04005)S(0-06675) Span= 35-0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D=0.0150, S=0.0250 ksf, Tributary Width =2.670 ft, (Existing Loading) Point Load : D=0.1630 k @ 3.870 ft, (RTU (1/4 or corner load)) DESIGN SUMMARY Maximum Bending = 16.671 k-ft Maximum Shear= 2.014 k Load Combination +D+S Load Combination +D+S Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 17.325 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.000 in 0 Max Upward Total Deflection 0.000 in 0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Mom..nt Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max nx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Overall MAXimum Envelope Dsgn. L= 35.00 ft 1 16.67 16.67 2.01 +D+S Dsgn. L= 35.00 ft 1 16.67 16.67 2.01 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions Support notation : Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.014 1.887 Overall MINimum +D+S 2.014 1.887 D Only 0.846 0.719 S Only 1.168 1.168 Mdesign=wL2/8= 16.354 k-ft (Maximum Bending/Mdesign)-1 =0.019—1.9%INCREASE Allowable Increase=5%[2022 OSSC Section 3411.3.1] THEREFORE EXISTING JOIST IS ADEQUATE Stephen Mark Stenberg, PE StenBERG Design C - 7 PO Box 1135 Beaverton,OR 97075 Wood Beam Project File: 12060 SW Main Street HVAC Addition.ec6-ii LIC#:KW-06019804,Build:20.23.08 30 StenBERG Design (c)ENERCALC INC 1983-2023 DESCRIPTION: Existing GLB (Double Cantilever) CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb+ 2400 psi E:Modulus of Elasticity Load Combination: IBC 2021 Fb- 2400 psi Ebend-xx 1800ksi Fc-Pr!! 1650 psi Eminbend-xx 950 ksi Wood Species DFlDF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade 24F-V8 Fv 265 psi Eminbend-yy 850 ksi Ft 1100 psi Density 31.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(6.03)S(10.05) D(0.166) D(5.03)S(8.38) D(0.5025)S(0.8375) a a a s a D(0.166) D(0166) '._ a a a D(btatto.166) t 6.75x30 6.75x30 t, 6 75x30 Span=7.0 ft Span=32.330 ft Span=6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans : D=0.0150, S=0.0250 ksf, Tributary Width =33.50 ft Load for Span Number 1 Point Load : D =6.030, S = 10.050 k @ 0.0 ft, (Hung Span) Uniform Load : D=0.1660 k/ft, Extent=3.50--» 7.0 ft, Tributary Width= 1.0 ft, (RTU) Load for Span Number 2 Uniform Load : D=0.1660 k/ft, Extent=0.0--»2.50 ft, Tributary Width = 1.0 ft, (RTU) Uniform Load : D=0.1660 k/ft, Extent=28.50--» 32.330 ft, Tributary Width= 1.0 ft, (RTU) Load for Span Number 3 Point Load : D=5.030, S =8.380 k @ 6.0 ft, (Hung Span) Uniform Load : D=0.1660 k/ft, Extent=0.0--»2.0 ft, Tributary Width = 1.0 ft, (RTU) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.739: 1 Maximum Shear Stress Ratio = 0,543 : 1 Section used for this span 6.75x30 Section used for this span 6.75x30 fb:Actual = 1,735.19 psi fv:Actual = 165.34 psi F'b = 2,346.47 psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 0.000ft Location of maximum on span = 4.529 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.156 in Ratio= 1074>=360 Span:3:S Only Max Upward Transient Deflection -0.010 in Ratio= ' 764>=360 Span:2 :S Only Max Downward Total Deflection 0.251 in Ratio= 668>=180 Span:3:+D+S Max Upward Total Deflection -0.016 in Ratio= 23523>=180 Span:2 :+D+S Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx Cv Cfu C i C r M fb F'b V fv F'v +D+S 0.0 0.00 0.0 0.0 Length=7.0 ft 1 0.635 0.543 1.15 1.00 1.00 1.00 0.991 1.00 1.00 1.00 146.41 1,735.2 2,734.4 22.32 165.3 304.8 Stephen Mark Stenberg, PE StenBERG Design C — 8 PO Box 1135 Beaverton,OR 97075 Wood Beam Project File: 12060 SW Main Street HVAC Addition.ec6 LIC#:KW-06019804,Build:20.23.08.30 StenBERG Design (c)ENERCALC INC 1983 2023 DESCRIPTION: Existing GLB (Double Cantilever) Maximum Forces & Stresses for Load Combinations Load Combination —Max Stress-Ratios Moment Values Shear Val-Lies Segment Length Span# M V CD CM Ct CLx Cv Cfu C i Cr M fb F'b V Iv F'v Length=32.330 ft 2 0.739 0.543 1.15 1.00 1.00 1.00 0.850 1.00 1.00 1.00 146.41 1,735.2 2,346.5 19.70 165.3 304.8 Length=6.0 ft 3 0.451 0.543 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 104.91 1,243.4 2,760.0 18.14 165.3 304.8 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Max Upward from all Load Conditions 49.422 42.774 Max Upward from Load Combinations 49.422 42.774 Max Upward from Load Cases 30.240 26.154 +D+S 49.422 42.774 D Only 19.182 16.620 S Only 30.240 26.154 Stephen Mark Stenberg, PE StenBERG Design C - 9 PO Box 1135 Beaverton,OR 97075 Wood Beam Project File: 12060 SW Main Street HVAC Addition.ec6 LIC#:KW-06019804,Build:20.23 08.30 StenBERG Design (c)ENERCALC INC 1983-2023 DESCRIPTION: Existing GLB (Single Cantilever) CODE REFERENCES Calculations per NDS 2018, IBC 2021,ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2021 Fb- 2,400.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 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-V8 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(5 03)S(8 37) D(0.5025)S(0.8375) F -U(O.1bb) U(0,1bb) b b ---- --- b b b b b b b b b b b 6.75x33 6.75x33 Span=6.0 ft Span=37.670 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans : D =0.0150, S=0.0250 ksf, Tributary Width =33.50 ft Load for Span Number 1 Point Load : D=5.030, S =8.370 k @ 0.0 ft, (Hung Span) Uniform Load : D=0.1660 k/ft, Extent=3.0-->>6.0 ft, Tributary Width= 1.0 ft, (RTU) Load for Span Number 2 Uniform Load : D=0.1660 k/ft, Extent=0.0--»2.50 ft, Tributary Width= 1.0 ft, (RTU) DESIGN SUMMARY + ,..Desi=n OK Maximum Bending Stress Ratio = 0.806 1 Maximum Shear Stress Ratio = 0,538 : 1 Section used for this span 6.75x33 Section used for this span 6.75x33 fb:Actual = 1,843.35 psi fv:Actual = 164.00 psi F'b = 2,288.95 psi F'v = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 20.834ft Location of maximum on span = 6.000 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.775 in Ratio= 583>=360 Span:2 :S Only Max Upward Transient Deflection -0.263 in Ratio= 548>=360 Span: 1 : S Only Max Downward Total Deflection 1.239 in Ratio= 364>=180 Span:2:+D+S Max Upward Total Deflection -0.419 in Ratio= 342>=180 Span: 1 :+D+S Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx Cv Cfu C i Cr M fb F'b V fv F'v +D+S 0.0 0.00 0.0 0.0 Length=6.0 ft 1 0.375 0.538 1.15 1.00 1.00 1.00 0.997 1.00 1.00 1.00 105.27 1,031.1 2,750.6 24.35 164.0 304.8 Length=37.670 ft 2 0.805 0.538 1.15 1.00 1.00 1.00 0.829 1.00 1.00 1.00 188.19 1,843.3 2,289.0 24.35 164.0 304.8 Stephen Mark Stenberg. PE StenBERG Design C — 1 0 • PO Box 1135 Beaverton,OR 97075 Wood Beam Project Filer 12060 SW Main Street HVAC Addition.ec6 LIC#:KW-06019804,Build:20.23.08.30 StenBERG Design (c)ENERCALC INC 1983-2023 DESCRIPTION: Existing GLB (Single Cantilever) Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Max Upward from all Load Conditions 50.373 22.458 Max Upward from Load Combinations 50.373 22.458 Max Upward from Load Cases 30.903 14.041 +D+S 50.373 22.458 D Only 19.470 8.417 S Only 30.903 14.041 CALCULATION: HVAC ADDITION C - 11 Design Wind and Seismic Load Path (cont.) References Seismic Load 1.0 x Fp 224.0 lbs see previous calculations Design RTU Anchorage: x 47 in unit width see reference sheets z 47 in unit height see reference sheets Sds 0.689 design spectral acceleration Mot_W 30459.1 lb-in overturning moment due to lateral and uplift loads (1.0W) Mresist_W 13616.8 lb-in resisting moment due to equipment self weight(0.9D) OT- Resist 16842.3 lb-in SEE BELOW TENSION PER FASTENER Mot_E 5306.0 lb-in overturning moment due to lateral and uplift loads (1.0E) Mresist_E 11531.9 lb-in resisting moment due to equipment self weight(0.9D-0.2Sds) OT- Resist -6225.9 lb-in NO UPLIFT-SEE ABOVE WIND LOADING W-Tmax 361.2 lbs E -Tmax -133.5 lbs W-Vmax 566.2 lbs E -Vmax 0.0 lbs #fasteners 8 minimum number of fasteners 0 0 overstrength ASCE 7-16: Table (13.6-1) Tmax 90.3 lbs OTmax 0.0 lbs max tension per fastener Vmax 70.8 lbs OVmax 0.0 lbs max shear per fastener SEE BELOW ANCHORAGE DESIGN try#12 wood screw Zperp 147 lbs allowable single shear load (1"wood side/ DFL main) NDS: Table 12L W 172 lbs/ in allowable withdrawal value per inch penetration (G = 0.5:NDS: Table 12.28 CD 1.6 wind /earthquake load duration factor NDS: Section 2.3.2 Z' 235.2 lbs design shear value W' 412.8 lbs design withdrawal value based on 1.5 inch penetration load 71 + 90 = 0.52 capacity 235.2 + 413 RTU -CURB: USE (4) HOLDOWNS WITH #12 x 1 1/2" TEK SCREWS INTO RTU AND CURB CURB - ROOF: USE#12 x REQ'D SCREW WITH 1.5" MINIMUM PENETRATION StenBERG Design P.O. Box 1135 Beaverton, OR 97075 cell: 541.399.2656 I email: stephen@stenbergdesign.com R - 1 5T Project: Savers Tigard 08/11/2023 Prepared By: 11:28AM 5T Tag Cover Sheet Unit Report Certified Drawing Performance Report Unit Feature Sheet Spec Sheet Packaged Rooftop Builder 1.75 Page 1 of 10 R - 2 Unit Report For 5T Project: Savers Tigard 08/11/2023 Prepared By: 11:28AM Unit Parameters Dimensions (ft. in.)&Weight(lb.)*** Unit Model: 48FCDA06A2A5-0AOA0 Unit Length: _ 6' 2.375" Unit Size. 06 (5 Tons) Unit Width: 3' 10.625" Volts-Phase-Hertz: 208-3-60 Unit Height: 2' 9.375" Heating Type: Gas Total Operating Weight: 556 lb Heat Control: Low Heat Duct Cfg: Vertical Supply/Vertical Return "' Weights and Dimensions are approximate. Weight does not include unit packaging. Approximate dimensions are DX Options: Standard One Stage Cooling Models provided primarily for shipping purposes.For exact dimensions and weights,refer to appropriate product data catalog. Lines and Filters Gas Line Size: 1/2 Condensate Drain Line Size: 3/4 Return Air Filter Type: Throwaway Return Air Filter Quantity: 2 Return Air Filter Size: 16 x 25 x 2 Selection includes construction throwaway filter into the base fan curve. Unit Configuration Direct Drive-EcoBlue- Medium Static Al/Cu-Al/Cu Base Electromechanical Controls Standard Packaging Warranty Information 1-Year parts(std.) 5-Year compressor parts(std.) 10-Year heat exchanger-Aluminized(std.) No optional warranties were selected. NOTE: Please see Warranty Catalog 500-089 for explanation of policies and ordering methods. Ordering Information Part Number Description Quantity 48FCDA06A2A5-OAOAO Rooftop Unit 1 Base Unit Direct Drive- EcoBlue-Medium Static None Packaged Rooftop Builder 1.75 Page 2 of 10 • Certified Drawing for 5T Project: Savers Tigard 08/11/2023 Prepared By: 11:28AM rq'arrte� I N , ry OF E E c N N P uND ES — TRW!NC CONTENTS WILL NOT BCN16 OS,f OF n6o CL E9 Can n,Ttl�nr*snnM�Lw WRITTEN CONSENT)IMRNA1OAS ARE 1N INCLES 71MEn5 ONS Gh 0..0, 3A3 18,75218 iR1In I 1 AAE 'N vll MCTFRG -..- IN -- - -- CONNECTION 5 7. 1 CFNI/R Ot /AV,1V n8Fr''06 }8 1,8 n?1 _ _ ZE. B 3 3/A 114 7/81 33-3/8 A 1 3/8" [351 DIA FIELD WO SO P L'1 PIR CT,ON OF AIR I.OW �� 84, 7 [8487 -— -- I - C B 2" [591 DIA EWER SUPPLY ANOCNO P 8 / 1 8 ni07 '8 32-"/8 — 511 — C 3/A" E51� DIA 6A 10E ACCESS PI OF � 1 ((� ALI. VIEW DRAWN USING 3iS AUGHT =7?1 18171 ` ECONOMIZER HOOD Y' [OPTIONAL] D 7/8" [22/ DIA FIELD CONTROL.WIRING IOI [AD'11 E 3/4"-14 NEI CONDENSATE DRAIN r 25-518 16 652] F 1/2"-14 NPT GAS CONNECTION . .. .. RETURN AIR G 2 1/2 I64 014 POWER SUPPLY KNOCK OU .', 7— • RN" I 1 �� L THRU-THE-BASE CHART 10-7/8 RETURN THESE HOLES 8A00, EO FOR USE / /� \ e - [2771 AIR THREADED TWROOBA00, 009A00 •'�/!//"�/// ,��I,11!'IIII o • THREADED WIRE REO'D HOLE ` CONDUIT SIZE USE SIZES IMA%.1 4d-1 IS =� • % 1/2" 24V 7/8" i22 2] . . Y E ALT. J : [74812 Y 3/4" POWER 1-1/8" [28.6] [i120 9! w_ CONDENSATE 77-3/4 Z. (009A00A 7/2" FPT i GAS 1-1/8" C28.61 "-- Z DAMN OPENING [451] A IN BASEPAN SUPPLY 26-5/B FOR "TNRU-THE-B ASEPAN" FACTORY OPTION, _ [! � SUPPLY FITTINGS FOR ONLY %, Y, 8 Z ARE PROVIDEDI Id-I/2 } .. \'\. AIR [5151 AIR + [008A00) PROVIDES 3/4" FPT THEW CURB E 369] 131110 11-I/2 J SEE TRRU THE �3 FLANGE 8 FITTING. J 81 [29i31 BASE .. CHART T I . ..�� L 10-1/8 J 2% 23-3/4 3-114 -"-- - 6-1/4 [256] [603] ( f81] 11581 LL d UE 12-1/9 FL E101] HOOD [307] 2% 25 18-3/e T -- [635] [466] 2x 4-5/8 TOP 1/18] E STD. E LECTRiC AL CONDENSATE —"1 10-7/8 r- f 1 DISCONNECT DRAIN [275] + 1251 LOCATION ]'- 11 CONDENSER _ --A,B,G OPTIONAL CONTROL 80% o�� IL TER COILI FACTORY ACCESS PANEL ' INSTALLED INDOOR BLOWER 17-3/B �•I 21-3/d _ DISCONNECT ACCESS PANEL [441] I [6531 s OPTION AI — _ SUPPLY AIR I I _RETURN '' _� INSTALLED -D 1 = l = CONVENIENCE a 4 - 7. 00'L FT >r I. • — ___T ,9-1/2 - _ HANDLE liii 11-7/8 � I I I YH E I T n6 5/e —I 3-3/4 HANDLE 8-3/8 5-3/4 L 6-3/8 T 7 5-3/4 [951 111861 - 30-1/8— [2141 !146] [161] C1771 [146i r1766i 26-7/A 6821 LEFT ^-- 74-3/8 31 —.- [18891 [786] BAROMETRIC RELIEF FRONT SAIAPLY I FLOW UP fRETURN '.. RIGHT AIR ITC CLASSIFICATION I SHEET DATE I SUPERCEDES --'- 48 FC 04-01 SINGLE PACKAGE ELECTRICAL REV 48TC003093 -- U.S. ECCN;NSR I 1 OF 3 09/07/18 06/22/18 I COOLING WITH GAS HEAT A II 1 Packaged Rooftop Builder 1.75 Page 3 of 10 W Certified Drawing for 5T Project: Savers Tigard /2023 Prepared By: 0811 :28AM 128AM THIS DOCUNENI IS THE AAOPEATv DA UTC CLIueT.COAT0C2 8 STD. UNIT CORNEA CORNER CORNER CORNEA CC[lf1'rlB�a s[cuNlrr AxD s DELiv[AED 1 0/r/0 Exp50 4 11 T:oN suax lss DW of Ix[s[DAAv[ns o Do WENT.S' THAT 1N[CONTENTS WILL x01 9E DISCLOSED OR USED DDCS x01 CONSillll`E P<Ai p[ [OR UNIT WEIGHT + NE IGHT (A) WEIGHS :8) WEIGHT (C1 WEIGHT (D) G'G' HC]GHT Qw�aT�nmy� WIi NOIIi Nx1iiEN CONSENT ACCEPTANCE OF CONTRACT LBS. KG 5S. KG. Al[ NG. LBS. KG. LBS_1 KG. X 7 7 '48FC4.04 482 219 113 • 51 116 53 128 58 125 157 37 5/8 [956] 24 9/16 [6241�. 18 1/4 14641 4810 +05 543 246 138 63 1133 60 133 60 138 63 36 1/2 [927] 23 3/8 [594J 1 18 [457] -486C +95 556 252 1 142 64 T 1 62 36 62 ' 142 64 36 1/2 [9271 23 3/8 [5941 118 [4571 148 C+10/ 607I 275 162 1 73 I 1S? 69 141 i 64 1 151 1 68 36 [914] i 22 1/2 [5721 1 19 3/8 [4921 STANDARD UNIT WEIGHT IS WITH LOW GAS PEAT AND WITHOUT PACKAGING. FOR OTHER OPTIONS AND ACCESSORIES, AEFEH TO THE PRODUCT DATA CATALOG. BACK R12 1/2 WITH ECONOMIZER BACK 3181 \ I ,5 CO A WITHOUT L CORNER B ECONOMIZER OPTIONAL DOOR • ECONOMIZER (OPTIO A000 0 - - - SWING O .,� t %ice\\ - :ll��.) !1 0 , A R ICH I • � ) (IU,A//br nlllll� CORNER CORNER C LEFT J TOP I'.896i 4 s/e FRONT _J NOTES: CLEAA ANCES LOCAL CODESORJRISD ICT TONS 4AY PREVAi L.Li11i j_ OPTING _ ®O SURFACE CONDUCTIVE BARRIER NONCONDUCTIVE BARRIER CLEARANCE 1� ® �_ »_ �� 1 FRONT 48 1219mm] 36 [9"4mm] �8 (407009. -- - -- - LEFT 48 I12190,1 42 IIC67mm1 18 1457 1- FRONT BACK 48 [1219mmi 42 [1067mm7 18 [4519m1� BACK W/H000 36 [9'4mmi 36 [914mmi 18 I4.57mm) RIGHT 36 [914mm] 36 [914mm] 18 [4570)m1 TOP 72 [1829mm] 72 [1829m0)] 72 [1829mm1 I ITC CLASSIFICATION SHEET PATE SUPERCEOES 48FC 04-07 SINGLE PACKAGE ELECTRICAL A[v U.S. ECCN.NSR 2 OF 3 09/07/18 1 06/22/18 COOLING WITH GAS HEAT 48TC 003093 Packaged Rooftop Builder 1.75 Page 4 of 10 4 Certified Drawing for 5T Project: Savers Tigard 08/11/2023 Prepared By: 11:28AM CCarr1e7-)rFprC�e a"rE,,,,r. ,Liv E uva ixe ESP"xis'oo,NTROLS sUBMISSiOx OF TRESS DRAW:Nrs DR DOC•MRNTS1 THE CONTENTS WILL NOT BE DISCLOSED OR USED DOES NOT CONSTITJTE PART NERFONUANCF ON O unuwisnroby. WITHOUT WRITTEN CONSENT. ACCEPTANCE C�<0.1'T RnC i. 71-1/8 [1805.31 (INSIDE THE BASE RAIL A SKIRT) • HI 0 )INSIDE THE BASE PAILS) 004 CJ1111*°1 � / �''1�.�'.'�� INSIDE BASERAIL DIMENSIONS i zx ie6i� I .3411# 7/8 481 e BOTTOM o o I 2X T — 1.3/8 2X , 31/4 '_ L361 i251 I [62] -----I — 2X 3/4 DETAIL C --. 3-7/8 [161 11I P 4 PLCS as FILTER ACCESS PANEL I. COMP ITOOL-LESS) ACCESS ACCESS PANEL INDOOR AC 00 S PANEL . PANE] • .O. ! 1 yyy • INDOOR COIL _ _ SEE DETAIL C ACCESS PANEL - -- • I l� - o r E-7/6 - O- e 74 O I 1 I F=a- 9 '� ] 9 o 6 rf'u_�1� i ► i •(I d [ 6 i C—�' i ---„-, t ! I o C.; BACK LEFT 3-114 --- --- 59-3/8 — —� 2 3/e [82.01 [1509.01 7.1/8 r 1E 1.NEE PU '.,I P FRONT [I8C 7' WIDTH 1 'TC CLASSIFICATION I SHEET DATE I SUPERCTDES 482C 04 07 S;NGL FACdA6E ELECTRICAL KO COO' WITH CO H£Ai 48T0003093 U.S. ECCN.NSR j 3 OF 3 09/07/18 06/22/18 G f1 Packaged Rooftop Builder 1.75 Page 5 of 10 V7 - - - r a I .A - it."--+fr �:.n.. ,�P t'. , �.:9', „� �.'nGas .. - 'te max_., - _. , £,� -s � _ M, .. .. .maw....... ? ' :i =i: . I-,, ..;,.�. !t!' h,�..:. Grp • t ..,:, i, f-1,7": '''-''''''' '':.:,": ,:;'-'1'A:::::4114',:' n vus c � �.« I _�r.>,, } $fin z „y,. -.. ._ 'i";"Y' C. .S .i ez x�r� i ,+nk #"zrx Mgr g ;mac , ,._. „w. ._ ..... ., F j a\n ��\ r z �k , ,.e - -.- 'tt.. - Kaf MmsMY.0 s.NNWj � ' ur 4.4 � J~ - _ l _ CYO M..,_ .. R -+,,-,... i .., 11 ,ti 4, -CY+`cC4LEG 3,p Yk #gL{$£p Asa YB ` x'SAG'iR NO. .yy bx #Y �y I m 'i'ktM p .14,1, Ir TJt I C) SUBMITTAL - MicroMeti See Attached Page for Units Part Number: 0406-0100-00000 FORM NO. 4250-2D I 4/29/2015 Submitted To: Company: Job Name: 1.875° Notes: -Hold Down Brackets ° Quantity (4) Hold-Down brackets NOTES O ° 1" O • The Addition of I1okl I)own Brackets Do Not Provide O Wind or Seismic Certification • Assembly hardware Pt(Aided • Secures Rooftop trim to Curt) /• 4.500" 1.375" o O o 2.875" 6„ THIS DOCUMENT IS THE PROPERTY OF MICROMETL CORPORATION AND IS DELIVERED UPON THE EXPRESS CONDITION THAT THE CONTENTS WILL NOT BE DISCLOSED OR USED WITHOUT MIROMETL'S WRITTEN CONSENT MicroMetl Corporation... Indianapolis Indiana — 1-800-662-4822, Sparks Nevada— 1-800-884-4662, Longview Texas — 1-903-248-4800 ~