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Plans (63) IT1 J2 E.P 2 nil CITY 0!,- "It ARD SCHOLLS BLDG D HVAC REPLACEMENT Be:II 10130 SW Nimbus Ave. Tigard, Oregon CITY OF TIGARD REVIEWED FOR COD COMPLIANCE Approved STRUCTURAL CALCULATIONS °Te4 Permit#: VLMK Project Number:20170626 Addresi: 30 Adttt.9-fTh Suite Mt By: 1,fizt) Dares 2 _ 7f0, Reitmeier Mechanical 19570 SW 91"Court Tualatin, OR 97062 OFFICE COPY ,473..•a. A -es .-51* 16359P 9/21/17 • EGO'l -.7 it< 15, 9$' -0N c. st„\-\ EXPIRES: 6/30/20 18 Prepared By: Slaven,FIT yVLIV1K September 20,2017 ENGINEERING + DESIGN Structural Calculations:Seholls Bldg D HVAC Replacement DC-1 Project: Scholls Bldg D HVAC Replacement Project Number: 20170626 Project Address: 10130 SW Nimbus Ave. Document: Structural Calculations for Tigard, Oregon Building Permit TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-2 Structural Details S-1 thru S-4 Structural Calculations C-1 thru C-7 G 1� 4 .: ;11,41, ROfPreacg QogtMenis1, :�` a " 1 R-1 thru R-4 iNM1Ns'H^^A.G'YTT:VwM4NR'NRIWr#vJ+n+kkW'I.'TV:ANRi1"WKw:irt<:-.....nk•WMA a-t R 44 x .K. x.NYCMN • ,_4. •PA•AMAa ,A.AVAMY. Le•+ti q ..:..e... -J.FMca'+i''✓Yd'.I:..+tlP'Mr$glit ro PROJECT DESCRIPTION This 'Scholls Bldg D HVAC Replacement' project consists of the replacement of an existing roof mounted HVAC unit with a new 2-ton unit weighing 370 lbs at the existing building at 10130 SW Nimbus Ave., Tigard, Oregon. The scope of this calculation is to review gravity loads to the structure and design and detail anchorage of the unit to resist lateral loads. ***LIMITATIONS*** VLMK Engineering + Design was retained in a limited capacity for this project. The design is based upon information provided by the client, who is solely responsible for the accuracy of the information. No responsibility and/or liability is assumed by, nor is any to be assigned to, VLMK Engineering + Design for items beyond that shown in this Structural Calculation Package. G::\A od2017\20170626\Cala\0170626 DC.docx 3933 SW Kelly Avenue Portland,OR 97239 tel 503.222.4453 fax 503.248.9263 may.vImk.cam Structural Calculations:Scholls Bldg D HVAC Replacement DC-2 CODES 2014 Oregon Structural Specialty Code (Based on the 2012 International Building Code) DESIGN LOADS Live Loads Roof Snow Load Flat Roof Snow Load, Pr 25 psf Dead Loads Roof(Panelized) Roofing 4.0 psf Insulation 1 .5 psf Sheathing 1 .8 psf Sub-purlins 1.2 psf Joists 3.0 psf Girders 1.0 psf Mechanical and Electrical 1 .0 psf Miscellaneous 1 .5 psf Total Roof Load 15.0 psf Additional Loads Roof Mounted Mechanical Unit 304 lbs Adapter Curb 65 lbs Wind Ultimate Design Wind Speed, Voir 120 mph Nominal Design Wind Speed, Vasd 93 mph Risk Category II Wind Exposure B Internal Pressure Coefficient GCpi = +1- 0.18 Seismic Location Latitude 45.44638 Longitude -122.7879 Seismic Importance Factor, Ie 1.0 Risk Category II Mapped Spectral Response Accelerations SS = 0.974 Si = 0.424 Site Class D Spectral Response Coefficients Sds = 0.721 Shc = 0.446 Seismic Design Category D Component Anchorage Factors ap Rp IP U, HVAC Equip 2.5 6.0 1 .0 1 .0 G*ad2017\0110626\Calcs\20170626 DC.docx 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vlmk.com ' I '` 0, p (E)4x14 DF#2 PURLINS AT 8'-0"O.C. .. I 111 41.1P ,4 ,yam;• 4x14 BF#2 PURLINS AT 8'-0"O.C. " a „ evil, . " iVITOSAN NtmbusAn. 0 ,• (E)4x14 DF#2 PURLINS AT 8'-0"O.C. I ' to . . 0 ,,„ A ,. , 6* • . .,12DF# R . I a• `i min=1=111111111.11111111111111111.1111MMINIMMIIMIII AREA OF WORK, Allik REPLACE EXISTING HVAC ® UNIT WITH NEW 2-TON UNIT WEIGHING 370 LBS A 0 1 1 AREA OF WORK jIII/ S-1 (SEE R-4 FOR ROOF FRAMING PLAN) NTS it SCHOLLS BLDG D HVAC 20170626 09/17 v"a."o. DATE 10130 SW NIMBUS AVE KRS JCS VVV L MK 10130 S,OREGON �nw" E_ • ENGINEERING + DESIGN AREA OF WORK S-1 SW Key Avenue Portland,Oregon 97239 I tet 503222.4453 I fax:503248.9263 I www.vink.com VERIFY EXISTING MIN(2) NEW HVAC UNIT TO 2x6 OR PROVIDE NEW 4x6 BEAR ON NEW OR WITH SIMPSON HANGERS EXISTING FRAMING PER SECTION.IF EXISTING ON ALL SIDES 2x6 SUB-PURLINS ARE (WEIGHT=370#) CUT,SECURE WITH SIMPSON'LUS26'FACE MOUNT HANGER,TYPICAL (E)5 1/8 x 28 1/2 GLULAM GIRDER • A VERIFY EXISTING MIN(2)2x6 CONTRACTOR TO VERIFY OR PROVIDE NEW 4x6 WITH EXISTING SUPPLY AND SIMPSON'HUS46'FACE Z Z RETURN LOCATION WITH MOUNT HANGER EACH END _1 7 EXISTING OR NEW c a — PROPOSED SUPPORT NXk N FRAMING U- - U- 0 N N ct W LLl EXISTING 2x6 SUB-PURLINS AT 24"O.C.,TYPICAL lk 1 ENLARGED FRAMING PLAN VIII/ S-2 1/4"=1'-0" Y1 SCHOLLS BLDG D HVAC 20170626 09/17 10130 SW NIMBUS AVE PR 09/17 9/1 KRS JCS TIGARD,OREGON oaAwEo 3933 SW Key Avenue Portland,0MKENGINEERING + DESIGN ENLARGED FRAMING PLAN S-2 regon 97239 I tet 503.222.4453 I fax:503248.9263 I www.vink.com sNSEr r+o 0 rah P HVAC UNIT AND CURB dd AI BY OTHERS 41 dig° AN 1111111N11" 4 FRAMING PER PLAN,TYPICAL r NSW SIMPSON'HUS46'FACE MOUNT r A HANGER,TYPICAL EXISTING PURLIN BEYOND,TYPICAL r ,„ EXISTING GLULAM GIRDER 0 HVAC SUPPORT DETAIL 20770626 09/17 SCHOLLS BLDG D HVAC P"706 9/1 10130 SW NIMBUS AVE KRS JCS o�w" Exo VV L M K TIGARD,OREGONoENGINEERING + pESIGN SUPPORT DETAIL S-3 SW Key Avenue Podtand,Oregon 97239 I let 503222.4453 I fax:503248.9263 I vrvnv.viok.com s"en" UNIT CASING UNIT BASE AND BASE RAIL SECURE ANCHOR TO UNIT WITH(4)#10 x 1/2" TEK SCREWS -SECURE ANCHOR TO CURB WITH(4)#10 x 1/2"TEK SCREWS,TYPICAL 16 GAUGE STEEL'CANFAB' '�-HVAC UNIT ADAPTER CURB OR EQUAL ANCHOR,(4) TOTAL,(1)EACH CORNER ON LONG SIDES OF UNIT SECURE HVAC UNIT ADAPTER CURB TO EXISTING CURB WITH MINIMUM (4)#10 x 1/2"TEK SCREWS EACH CORNER AND AT 12"O.C.AT SIDES, TYPICAL EXISTING UNIT MOUNTING CURB (APPROX 14"HEIGHT) EXISTING ROOF SHEATHING EXISTING ROOFING \ 77;;///7/// /:// / /i / : /-,%///;,-//7/-7 / r _ VERIFY THAT EXISTING CURB IS FASTENED TO EXISTING SUPPORT FRAMING WITH A#14 SCREW EXISTING FRAMING MINIMUM AT EACH CORNER AND AT 24"O.C., PER PLAN EACH SIDE.IF ANCHORAGE DOES NOT EXIST, PROVIDE SIMPSON'LTP4'OR'A35'CLIPS AT EACH CORNER AND AT 48"O.C.EACH SIDE FROM THE INSIDE OF THE CURB TO THE EXISTING ROOF FRAMING 1 HVAC CURB DETAIL S-4 1 1/2"=1'-0" r SCROLLS BLDG D HVAC 20170626 09/17PROJ NO. KRS 10130 SW NIMBUS AVE JCS VL IV1 I(ENGINEERING TIGARD,OREGONRS+ DESIGN HVAC CURB DETAIL S-4 3933 SW Key Avenue Porthnd,Oregon 97239 I let 503.222.4453 I fax:503248.9263 I www.vtnkmm SHEET NO 1 V L M •ha2t s D-i q fi Projectfi lobn: l b By: Date: -7 Sheet rt:C I ENGINEERING•DESIGN t 1 t i . 1 t i x Sckokl\,3 D : B 1 1-\\IAQ.: 4C4okixei•i.kott- 1 1 i . { bad !,-orad S w ad- 25+PS { x is i • j. t; 11 3 i , { t 3... fi- i �arrn� Check i ` I 1. • {._ I • ) t . ' ,J - 3 f if.. ifr• • a', • •t 61')(f/q) =--4:A.CooLl's leck, pi' ; 1 I 7 . I Jo- : eyisn 1 2 F 0hS are U� ; ' C p 0514'0 ] 'r P 1�alve z _ s .34,41'41‘ '''. { r T Jnf f r (UO(. kk i . ' f 1 H. :.............................. .. I t , 3 i i_w ... 1 1 .13 { ' i a.. } { _.. 1 { { ttt ... -{_ 3933 SW Kelly Avenue Portland,OR 97239 tel:501222.4453 fax:503.248.9263 www.vimk.com Project Title: Scholls D-8 HVAC Replacement Engineer: KRS Project ID: 20170626 Project Descr: C-2 Printed:21 SEP 2017,9 07A Elle 2 GAAcad2017#201706261Calcs120170626.ec6 Wood Beam ENERCALC,INC.1983-2017,Buld:10.17.9.10,Ver:10.17.910 LiLicensee:VLMK CONSULTING ENGINEERS Lic.#:KW-06002728 Description: Existing 4x12 Purlin CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Fb+ 1,450.0 psi E:Modulus of Elasticity Analysis Method: Allowable Stress Design Fb_ 1,450.0 psi Ebend-xx 1,700.0 ksi Load Combination ASCE 7-10 Fc-PrIl 1,000.0 psi Eminbend-xx 620.0 ksi Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi 95.0 psi Wood Grade :No.2 Ft 850.0 psi Density 31.20 pcf Beam Bracing :Beam is Fully Braced against lateral-torsional buckling D(0 16) D(0.12)S(0.2) o 0 8 m 4x12 Span=16.0ft Service loads entered.Load Factors will be applied for calculations. Applied Loads Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=8.0 ft,(Roof Loads) Point Load: D=0.160 k @ 4.0 ft,(HVAC Unit) Design OK DESIGN SUMMARY Maximum Bending Stress Ratio = 0.938 1 Maximum Shear Stress Ratio = 0.830 : 1 4x12 Section used for this span 4x12 Section used for this span fb:Actual = 1,716.82 psi fv:Actual = 90.71 psi FB:Allowable = 1,834.25 psi Fv:Allowable = 109.25 psi +D+S Load Combination +D+S LoadLCombinationf 7.883ft Location of maximum on span = 0.000 ft Spano # h re maximummum n span = Span# 1 Span#where maximum occurs = Span#1 #where occurs = Maximum Deflection Max Downward Transient Deflection 0.420 in Ratio= 456>=360 Max Upward Transient Deflection 0.005 in Ratio= 39355>=360 Max Downward Total Deflection 0.695 in Ratio= 276>=240 Max Upward Total Deflection 0.002 in Ratio= 99556>=240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.680 2.600 Overall MINimum 1.600 1.600 D Only 1.080 1.000 +D+S 2.680 2.600 +D+0.750S 2.280 2.200 +0.60D 0.648 0.600 S Only 1.600 1.600 Project Title: Scholls D-8 HVAC Replacement Engineer: KRS Project ID: 20170626 Project Descr: IC-31 � �"B@stnl: Printed 19 SEP 2017 2 59PM utiFile=G:1Acad29171201706261Cafcs120170826.%6 Lic.#:KW-06002728 ENERCALC,INC.1983-2017,BuiN;10.17,9.10,Ver:10.17.9.10 Description: Edge Support Member-(2)2x6 Licensee:VLMK CONSULTING ENGINEERS CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Stress Design Fb+ Load Combination ASCE 7-10 900 psi E:Modulus of Elasticity Fb- 900 psi Ebend-xx 1600 ksi Fc-Pill 1350 psi Eminbend-xx 580 ksi Wood Species :Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 180 psi Ft Beam Bracing :Beam is Fully Braced against lateral-torsional buckling 575 psi Density 31.2pcf D(0.1) 9 D(0.06e S(0.1) 9 9 9 rli 3.0 X 5.50 11 Span=8.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=4.0 ft,(Roof Trib) Point Load: D=0.10 k @ 4.0 ft,(HVAC) DESIGN SUMMARY !Maximum Bending Stress Ratio Design OK = 0.87 1 Maximum Shear Stress Ratio = 0.272 : 1 Section used for this span 3.0 X 5.50 fb:Actual Section used for this span 3.0 X 5.50 = 1,174.21 psi fv:Actual 56.36 psi FB:Allowable = i,345.50 psi Fv:Allowable Load Combination +D+S = 207.00 psi Load ion Location of maximum on span = 4.000ft max m 7D+2 of Span#where maximum occurs = Location maximum onspan = 7.562 ft Span# 1 Span#where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.139 in Ratio= 689>=360 Max Upward Transient Deflection 0.002 in Ratio= 59358>=360 Max Downward Total Deflection 0.251 in Ratio= Max Upward Total Deflection 382>=180 0.001 in Ratio= 125625>=180 Vertical Reactions Support notation:Far left is#1 Load Combination Values in KIPS Support 1 Support 2 Overall MAXimum 0.690 0.690 Overall MINimum 0.400 0.400 D Only 0.290 0.290 +D+S 0.690 0.690 +D+0.7505 0.590 0.590 +0.60D 0.174 0.174 S Only 0.400 0.400 Scholls D-8 VV L M K Project: HVAC lob#: 20170626 By: KRS Date: 9/17 sheet#: C-4 ENGINEERING*DESIGN HVAC Anchorage Design: Loading: Unit Weight: 304 lbs Curb Weight: 65 lbs Unit Length: 48.2" Unit Width: 32.6" Unit Height: 43.8" SDS= 0.721g VuII= 120 mph From Wind Spreadsheet: Ph= 41.7 psf P,= 32.9 psf From Anchorage Spreadsheet: TASD 297 lbs (Per corner) VASD = 142 lbs Anchorage" UNIT CASING ASECURE ANCHOR TO UNIT BASE AND BASE RAIL Check#10 x 1/2�I TEK Screws: UNIT WITH(4)#10x1/2" TEK SCREWS Tallow = 866 lb/screw j� SECURE#10 x 1/2"ANTEK TO URB Nohow = 536 lb/screw (ICC-ESR-3223) SCREWS,TYPICAL 16 GAUGE STEEL'CANFAB' HVAC UNIT ADAPTER CURB OR EQUAL ANCHOR,(4) > 297 lbs O KTOTAL,(1)EACH CORNER ON LONG SIDES OF UNIT SECURE HVAC UNIT ADAPTER CURB TO EXISTING CURB WITH MINIMUM (4)#10 x 1/2"TEK SCREWS EACH Check#14 Wood Screws: CORNER ICAL AND AT 12"0.C.AT SIDES, .11 •Iii EXISTING UNIT Shear Capacity: MOUNTING CURB (APPROX 14"HEIGHT) NDS Table 11L - 163 lb (ASD) EXISTNGROOF SHEATHING /i u EXISTNG ROOFING I > 142 lbs OK for Shear --------------------- VERIFY THAT EXISTING CURB IS FASTENED TO EXISTING SUPPORT FRAMING WITH A#14 SCREW EXISTING FRAMING MINIMUM AT EACH CORNER AND AT 24"O.C., PER PLAN Tension Capacity: EACH SIDE.IF ANCHORAGE DOES NOT EXIST, PROVIDE SIMPSON'LTP4'OR'A35'CLPS AT NDS Table 11.2B - 172 lb/inch (ASD) 'ROM THE NSIDE OF THE CU BETO THE E x2" = 344 lbs / screw XISTING ROOF FRAMING > 297 lbs OK for Tension 3933 SW Kelly Avenue Portland,OR 97239 fel: 503.222.4453 fax 503.248.9263 www.vlmk.com VVLMK Project: Scholls Bldg D Job# 20170626 BY KRS Date 9-17 sheet# C-5 ENGINEERING+DESIGN v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Mechanical Unit Anchorage Design Based on the 2012 International Building Code and ASCE 7-10 DESIGN INPUT Seismic Parameters: I x Sips =~ 0.721 g Design Spectral Response Acceleration S2 = 1.0' Overstrength •Factor [ASCE7 12.2-1 or 15.4-1] •s 4 • - Ap = , 2.5 [ASCE7 13.5-1 or 13.6-1] �cG +cR Y Rp ; n;6.0 .t [ASCE7 13.5-1 or 13.6-1] vcg Ip :t ;1.00 [ASCE7 13.1.3] • 1 2 • - z = 15 = ft Attachment height from base of structure h = 15 ft Average roof height of structure from base �� PLAN VIEW Wind Parameters: PHORIz. = 41.7 psf Design Wind Pressure (psf), 1.0W PUPLIFT = 32.9..,.,psf Design Wind Pressure (psf), 1.0W SCG Mechanical Unit Parameters: -tTtt Wp = .' 370 lbs Total Weight zg� X = 48.2 in Base Dimension (max) ' ' Y = 32.6 in Base Dimension (min) SIDE VIEW Z = "`` 43.8 in Height of Unit Zcurb = 24.0 in Height of Curb, where occurs Load Combinations: Xcg = '" 22.8 in Center of Gravity Seismic: Wind: Ycg = 15.3 in Center of Gravity (0.9-.2SDS)D + QE 0.9D + 1.0W Zcg = ' 15.8 in Center of Gravity (excluding curb) (0.6-.14SDS)D + 0.7c2E 0.6D + 0.6W ANALYSIS Base Shear: (Load applied to all (4) anchors/corners together) Seismic: 0.4a DSW z F = p/ p 11+2- )= 133 lbs <_1.65 IpWp = 427 lbs OK Fp Rp/1p h J >_0.3S,sI pWp = 80 lbs OK Base Shear, QV„E = 133 lbs Seismic, SIE Wind: Vuw = 946 lbs Wind, 1.0W V,,,BASE = 946 lbs Wind = 568 (ASD) Anchor Shear: (Load applied to each anchor/corner) Seismic: Design Eccentricity = 5% Anchor: dx dx^2 dy dy^2 ex = 2.44 in ey = 1.765 in 1 22.8 519.84 15.3 234.09 Mx_x = 325 in-lbs My_y = 235 in-lbs 2 25.4 645.16 15.3 234.09 Y Direction X Direction 3 22.8 519.84 17.3 299.29 V1,3 = 37 lbs V1,2 = 37 lbs 4 25.4 645.16 17.3 299.29 V2,4 = 37 lbs V3,4 = 37 lbs 2330 1066.76 Wind: V1,2,3,4 = 237 lbs Max V,,,ANCHOR = 237 lbs Wind = 142 (ASD) Overturning/Uplift: (Load applied to each anchor/corner) Seismic: Mot = 5309 lb-in Seismic, QE Net Tension: Tx* = 344 lbs Mres,x = 6375.9 lb-in. Seismic, QE Ty* = 504 lbs Mres,y = 4278.6 lb-in Seismic, QE Mull Mot = 32081 lb-in Wind, 1.0W Max T,,,ANCHOR* = 504 lbs 1pd Mres,x = 7592.4 lb-in Wind, 1.0W = 297 (ASD) Mres,y = 5094.9 lb-in Wind, 1.0W *Negative(-)values indicate there is no net uplift 3933 SW Kelly Avenue Portland,OR 97239 tel: 503.222 4453 fax. 503.248 9263 www.vlmk.com V L M K Project Scholls Bldg D Job# 20170626 By KRS Date 9-17 Sheet# C-6 ENGINEERING a DESIGN v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Wind Loads on Rooftop Structures and Equipment _ Based on the 2012 International Building Code and ASCE 7-10, 29.5.1 4401\4TYPICAL SCREEN WALL Fv , TYPICALMECHANICAL UNIT �� Fh H pN H o\9*-C' 40Q h DESIGN INPUT B = 182 ft Horizontal Dimension of Building Measured Normal to the Wind Direction h = 15 ft Mean Roof Height of Building (Eave Height if Roof Angle < 10) Height = 3.70 ft Height of Rooftop Structure or Equipment Width = 4.00 ft Width of Rooftop Structure or Equipment, Perpendicular to Wind Depth = .. 2.70 ft Depth of Rooftop Structure or Equipment, Parallel to Wind H = 18.7 ft Height to Top of Structure or Equipment Vult = 120 mph Ultimate Wind Speed 3-Second Gust . [Figures 26.5-1A, B, &C] Exposure Category zg = 1200 ft Nominal Height of Atmospheric Boundary Layer [Section 26.7 .3] = 7.0 3-Second Gust-Speed Power Law Exponent [Table 26.9-.3]1] [Table 26.9-1] KZ = 0.701 Velocity Pressure Exposure Coefficient KZt = 1.00 Topographic Factor [Table 29.3-1] [Figure 26.8-1] Ku = 0.85 Wind Directionality Factor [Table 26.6-1] ANALYSIS qz = 0.00256KZKZtKdVurt2 [Equation 29.3-1] qz = 22.0 psf Velocity Pressure at Ultimate Level GCr = 1.9 Horizontal: Force Increase &Gust Factor GCr = 1.5 Vertical-Uplift: Force Increase & Gust Factor [Section 29.5.1] [Section 29.5.1] Af = 14.8 sf Area of Structure Normal to the Wind Direction (Horizontal face) Ar = 10.8 sf Area of Structure Perpendicular to the Wind Direction (Vertical face) B*h = 2730 sf Building Area Normal to the Wind Direction Fh = 9h(GCr)Af Fh = 617 lbs Horizontal Design Wind Force [Equation 29.5-2] (Ult., LOW) Ph = 41.7 psf Horizontal Design Wind Pressure Fv = 9n(GCr)Ar (Ult., 1.0W) F = 356 lbs Vertical (Uplift) Design Wind Force [Equator 25;L ) Pv = 32.9 psf Vertical (Uplift) Design Wind Pressure (Ult., LOW) 3933 SW Kelly Avenue Portland,OR 97239 tel 503 222.4453 fax:503.248.9263 www.vlmk.com is Design Maps Summary Report C-7 User-Specified Input Report Title Scholls Bldg D HVAC Tue September 19, 2017 22:57:06 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.44638°N, 122.7879°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/III rg►e , x x % 4 ate ' f t '1240A:4.' w 4 ' # ,t E_ s ', , 4 ,, ,,, ixL ' * mo .. OA ,. 7 a , e ,'ate_ f " r .0 �. -s� ' ` . .'. # s "*fir : s t.,, .,,,,:„..,„,,,...„8..vii-,'"ex,,I.. *-1-,'*'***'".**„:*,*. '..'...-4 ,, ...... ...,....,,',v,. „..' Vi,',j-*;t ;..., .k 0-5,..1,040;,,,,-, •fr,i144,,, 44,:,,-.1'4,....."0,-,. -,,,,f :.17It; � f, 7 �#„:,,,,,,,„,,,_*„.....,....„ , „..?:,,,-4 2.y,„4„ ....„,.4. ..:,:::„..:t.-.1,:e,' v,,..-.',,,,::, ee, ',.'..,-.!....,:-,.01--':',.4,'4444 4,"4',”1 44,.",-,0 a k few � �. .: .mss'::$, ar.,. mr 3 "1 y` .x.. ,sx.., M..m - USGS-Provided Output 55 = 0.974 g SMS = 1.081 g 5Ds = 0.721 g S1 = 0.424 g SMl = 0.669 g SD1 = 0.446 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. M4^F Respc rsc Spec(rvm Desert Response S ctrum ass ow ow a 72 .764 a'46 r:, 6, aGf., did f VI x7.33 , $Li77 17.32 a 441�.24 a 53 1P. 0..22 aw 03 .(YJ ali 010.:. 7 7.43 1.rc !.#:i s'03 12.02 0.:: ,cr., a4 J ow E.03 i t". 1.01 1331 1.24:i PCKuort I(sea Peri'• (ea) For PGAM,T2, CRS, and CR1 values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. - � , , _ |��-1| |n ^— / | Performance Summary For 2T ' ' | pn4eu� -UnUU09�1/��7 od1OO O1,41P�| Prepared By: ' Part Number:48VL-C240603 ARI SEER. 14.00 Base Unit Dimensions 48.2 in Unit Length. Unit32.6 in VV�� 43.8 in Unit Height. 304 lb To�| OperatingVVe�h� Unit UnitVo|bogo'Phu»e'Hertz. 208-1-60 Air Fan Drive Type Direct�71 CFM Site 8ihuA|ti1ude. 0 ft Cooling Performance Condenser Entering Air DB 95.0 F Evaporator Entering Air DB 80.0 F Evaporator Entering Air WB 67.0 F Entering Air Enthalpy 31.44 BTU/lb Evaporator Leaving Air DB. 60.9 F Evaporator Leaving Air WB 58.7 F Evaporator Leaving Air Enthalpy 25.50 BTU/lb Net Cooling Capacity 23.26 MBH Net Sensible Capacity 17.99 MBH Total Unit Power InpUt 2.01 kW Coil Bypass Factor 0.037 Heating Performance 871 CFM Heating Airflow. 70.0 F Entering Air Temp Leaving Air Temp 122.1 F GouHeaxing|nputCapocity- G0.0 MBH Gas Heating Output Capacity 49.0 MBH Temperature Rise. 52.1 F AFVE(%). 81.0 Supply Fan 0.60 in wg External Static Pressure. Options I Accessories Static Pressure 0.04 in wg WetCoi\� Tota|App|ino1ion Static(ESP+UnitOpts/Acn.). 0.64 in wg Fan RPM. 1050 Fan Power 0.38 BHP Fan Motor Sizehp. 1/2 NOTE. High Motor Speed,Vert Electrical Data Minimum Voltage: 197 Maximum Voltage. 253 Compr0000rRLA. 8.7 Compressor LRA- 46 Outdoor Fan FLA(ea) 0.6 Indoor Fan Motor FLA 3.8 Power Supply MCA 15.2 Power Supply MOCP(Fuse or HACR) 20 Control Panel SCCR: 51d1RMS ot Rated Symmetrical Voltage Page 4nf7 Packaged Rooftop Builder 1.49u Certified Drawing for 2T R-2 Project: -Untitled163 09/11/2017 Prepared By: 01:41PM ---...•••••-•-•-•- ELECTRICAL war NT UNIT HEIM 14/101 CENTER OF 04714117 144101 tin CIAPACTERISTICS Le 10 447, 3 7 2 43741.7-4110211040/060130 2684230-140 304 133.0, 43-3/4 1111 22-13416 513.4 '5.5474 334.9 33-37733 3035 43141.1-41030,043m0m 233r234-I-43 M 102 o 0S-314 142 22-13416 579 4 /5.5416'3349 15-11/14 401 6 --. tiril.--l'50`14----.-' 433LI-447C141060/130113454110 203/2334-40,2034234-3-60,440-340 343 153.0 51-3/4 1315 22-13/16 573.4 '5.5/14 333.9 16443 422.3 3-1/16 me .116E 4-- 137 CCOND11316114 484116 31 4731 4111 111177 '3' 44 '0 21 287113230 45.4 23.3 83,3 21.3 91.2 41.4 44.4 43.3 2-1mi 411 0 ICU* SUPPLY 04 30 2134239 30.1 22.1 112 50.3 704,0 45.1 777.1 53 3 36 303337443 St I 23.1 43 0 31.7 104.1 41.5 169.91 . . , ......... i I rari ,• •...:1 OPTIONAL I 1 , sumr I, 15-15/16 0 OPEN130 AD 1403.63 OPE6130 a ,, . 064' .. Al I --__. 4 0 • 111011116 amens TO CONOMILI OAR arroom COIL fiae1 _1119114 TOP OF UNIT 160E5 11/11/ 74 1555.41 I . .,-----.‘-;,lin / 04ET SIDE OF 041T SIDE 017021E7 DICES 2 154.31 14 1155.41 OOTTON OF UNIT...................„...... ...... ,...__II: 112.11 ." i 1 F I 1 FLOE PAVEL 16 1911.11 1152 41 Mit IMMO CUI*634001/ PICKS 14141 :.I Ilit ICI 70141rEANNIg168:1713.42111!1"14 EAT*$10E. .. li[g.11:11 4311 444 81.008 44 001K1ETE was 440 OTHER (60044 COIL 13 7 74011 COIL 510440E0 50114077,4011*T313,4107 4:[1064 31 TOP VIEW MOW CLINOVOCE ItO 011114TOM 410101\1116 INCHES ION] DAP,COIL ACCESS SIDE 33 IPA 37 7040 FORA SIDE 47 UM 81 411 V779 31 4434E/4 FOR OK lE02I1ENENES 1 * SIDE OP *IT TOP POSITE 32446.. . . . . 36 1374 01 ((ErMEL 12 1344.31* 44I4171104 DISTANCES.IF*IT IS PLACED LESS THAN 72 1304.31 FROM NALL 11-7413 2-7137 41 MIMES*MIEN PENFORVANCE NAME 00408013(0(0 me 51 166.71 i 4743.81 1......-4.1 a 014E4310114 14 II ARE IN* 1714,11 _ r ECTRICAL IIHIIIIIII IIIIIIIIIIIIIIIII I //films PANEL 10111111111 IIIIIIIIIIIIIIIIIIIIII 11111101. 111111111111111111111 1,78"123.11 114.ji; 1111111111111111 I 111111111111111111 1 . 8'122.21 DIE 1101. 1 I III 3-543 Ett.11 .A. II 1 I .. I 1 ti124 1' COO Mr 1.63 111111.17-iltr4 .l. 101.ENTRY 19.15473 y". 1"4" 1326 41 104o6 I ,,.,„ 111111111In-wSUPTP-L1 REM* 1 1401,11 DUET ...7.76.474£31+1 °prow ....., .- -3 1254.6] him= a-v. = a MIN Oh r• •=• maim la. o• tl W,1 lErignimiggEm 12-13.476 COME . 41TET t;;t11 r4161 Mt 11 733EL 7414 7i.;i4E,144.i"11.41 94414 W)2-543 7-1116 IV 51 328? 48-3/4 EV 41 1-74 21-5/3 9-71$ 01141$OUTLET I1224.43 1-15116 1250.31 154431 MCA 31 707/1.4.r3 i2( 3 ETE, LEFT EVE VIEW FROM* VIEW 146.03 RIGHT SIDE VIEW REAR MN 48‘1500 40 A _ Packaged Rooftop Builder 1.49a Page 3 of 7 OPTIONS: MATERIAL: 18ga.GAL STEEL DIMENSIONED AND TOLERENCEOPea ANSI V 4.SII.9S2 REVISIONS IR-3I 1"1-1/2LB DUCT INSULATION (R VALUE 3.85) Attn: REV. DESCRIPTION DATE APPROVED GASKET PROVIDED WITH CURB Tag' 3 INITIAL DRAWING 10/30/09 1 1/2"ADDED TO EXISTING CURB O.D. 2 REMOVED TOP FLANGE 10/17/2011 GKF I Approval: 3 REVISED INSIDE WALLS 11/2/11 SRP 4 LOWERED TO 12" 03/11/2014 GKF SUPPLY AIR INSULATED 4111t\''.11 COVER < '41. 111111100, RETURN AIR 111100..4. t I 45" 17 5/8" �" oo / s'`.''',. „' f 33 13/16" i EXISTING CURB LAYOUT 41" 18 5/16" I SUPPLY RETURN 1 2 1/4" f. 46 1/16" r 12 1/4"- - 30 5/8" _� 1- 1 =11 1/2"y 5" 13 1/2" -..- _LA I f a - 29" - 12" I \ 3" r 46 1/2" 1 1- 1I 1''' 42 1/2" 1 CURB WEIGHT(LBS.) APPROVALS DATE CURB SHOWN IS CDI STANDARD CONFIGURATION 64.30 """' g ecner NT. 1-4025-4021 CDI RESERVES THE RIGHT TO CHANGE LAYOUT a WITHOUT NOTIFICATION.IF CURB IS NEEDED IN A ° Tuesday,March 11,2014 1: :52 PM QUOTE#: DIFFERENT CONFIGURATION CDI MUST BE NOTIFIED "VERIFY SUPP CURB OD 'VERIFY SUPPLY AND RETURN OPENING J0°'•^^' Iri:ia°% 17560 TYLER ST NW owlnw Hos PRIOR TO PLACING AN ORDER. "NOTE ANY CHANGES CDI ELK RIVER,MN 55330 1-4025-4021 'CALL WITH ANY QUESTIONS " 763 391.7790 'FAX BACK IF DRAWING IS OK AS IS _, .�I� /7631391.7790 7631391.7851 moo aGL e. 1:12 I mer,: 1 or 3 �y j - kJ 'i :9; iet:a �.l .mil R-4 i a.r r I t o 0 1 i0,0:. ui 1 1 it : ',/,-.,;) ro4y. — _ as /� Ure i � 2 p� � N'p t i.irI1 ,11.1 1 �4� 'nal, 1.1 - I W � u I t r F I d; e)»r4 .± J i �0 ix 1 !..•',4 {pa, I A.! i 44 tai , , , .. 9 . a 1 � I J J al ase :. ... 1a_ UNIT TO BEI C c` REPLACED dg'l II s E It 3 L1 � S9 @9Imo,,.«A oto. ---... 7,447••-":"4:•;:-,.;.,..r.,•.:"....•« ii�ri„: i N,a.a" . ,30x . MAY 16 ,1990 _____ -