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Permit CITY OF TIGARD MECHANICAL PERMIT .111111 �' • COMMUNITY DEVELOPMENT Permit#: MEC2014 00379 TIGARD 13125 SW Hall Blvd.,Tigard OR 97223 503.718.2439 Date Issued: 08/07/2014 Parcel: 1 S 1350005106 Jurisdiction: Tigard Site address: 11999 SW PACIFIC HWY Project: Bank of America Subdivision: LOMITA TERRACE Lot: 9 Project Description: Relocate(3)RTU's to accommodate reroof. Contractor: CLIMATE CONTROL INC Owner: CCC PROPERTY MANAGEMENT LLC 16500 SW 72ND AVE BY CHERI LETHIN TIGARD, OR 97224 PO BOX 25083 PORTLAND, OR 97221 PHONE: 503-453-4822 PHONE: FAX: 503-968-7224 FEES Specifics:, Description Date Amount Type of Use: COM Permit Fee 08/07/2014 $305.56 Class of Work: ALT Type of Const: Plan Review 08/07/2014 $76.39 Occupancy Grp: Occupancy Load: 12%State Surcharge-Mechanical 08/07/2014 $36.67 Stories: Info Process/Archiving-Sm$0.50(up to 08/07/2014 $6.50 11x17) Project Valuation: $8,500.00 Fuel Air Handlers Fuel Types: Units<10000 cfm: Gas Pressure: Units> 10000 cfm: Furnaces Boilers&Compressors Furnaces< 100K BTU: 0-3 HP: Furnaces>=100K BTU: 3-15 HP: Floor Furnaces: 15-30 HP: Unit Heaters: 30-50 HP: Vents w/o Appliances: 50 or Greater HP: Air Conditioning: Heat Pump: Appliances, Vent Fans: Vent Systems: Total $425.12 Hoods: Comm Incinerators: Woodstoves: Gas Fireplaces: Required Items and Reports(Conditions) Clothes Dryers: Other Mech Units: Gas Outlets: Other Desc: Duct Work: Fire/Smoke Dampers: This permit is issued subject to the regulations contained in the Tigard Municipal Code, State of OR. Specialty Codes and all other applicable law. All work will be done in accordance with approved plans. This permit will expire if work is no started within 180 days of issuance, or if work is suspended for more the 180 days. ATTENTION: Oregon law requires you to follow the rul s adopted by the Oregon Utility Noti -;•ter. Those rules are set forth in OAR 952-001-0010 through OAR 952-001-0090. You ma obtain a c..y of the rules or direc .uestions to OU C b •king 503.232.1987 or 1.800.332.2344. Issue. By: / Permittee Signature: F- Call 503.639.4175 by 7:00 a.m.for the next available inspe ion date. This permit card shall be kept in a conspicuous place on the job site until completion of the project. Approved plans are required on the job site at the time of each inspection. Mechanical Permit A ' Ili'.. ' : FOR OFFICE USE ONLY ton City of Tigard FIVEDf Date/By: ( p_,7,, /�1 Permit No.:tfredey -co 13125 SW Hall Blvd.,Tigard,0- ' Plan Review do 7 /L Phone: 503.718.2439 Fax: 503.598.1' 2 2 2014 Date/By: ( • (a '( /.,/ Other Permit: T I G A R D Inspection Line: 503.639.4175 Date Ready/By: Jwis: El See Page 2 for Internet: www.tigard-or.gov GnOFTICARD Notified/Method: lrfa/`L/ Supplemental Information TYPE Mechanical 'permit fees*are based on the value of the work ❑ New construction Addition/alteration/replacement performed.Indicate the value(rounded to the nearest dollar)of all ❑ Demolition ❑Other: mechanical materials,equipment,labor,overhead,and profit. AMRValue:S S"GC> CATEGORY OF CONSTRUCTION RESIDENTIAL EQUIPMEN /SYSTEMS FEES* ❑ 1-and 2-family dwelling ( Commercial/industrial ❑Accessory building For special imp roration use checklist. ❑Multi-family /❑ Master builder ❑Other: Description I Qty. I Ea. 1 Total OB SITE INFORMATION AND LOCATION Heating/cooling: Job site address: // 9 99' yc_ ,J74 /J/C wy Air conditioning 46.75 Furnace 100,000 BTU(ducts/vents) 46.75 City/State/ZIP: 77 A / ,e. 972'Z 3 _Fumace 100,000+BTU(ducts/vents) 54.91 ����''��`"' �/ Heat pump 61.06 Suite/bldg./apt.no.: Project name: Ljvx p� /c4 Duct work 23.32 Cross street/directions to job site: f Hydronic hot water system 23.32 /! 9 ���j Residential boiler(radiator or /6 / te. .9- �:��� ,8azi .- hydronic) 23.32 Unit heaters(fuel-type,not electric), in-wall,in-duct,suspended,etc. 46.75 Flue/vent for any of above 23.32 Other: 23.32 Subdivision: I Lot no.: Other fuel appliances: Tax map/parcel no.: Water heater 23.32 * DEIPTION OF WORK Gas fireplace/insert 33.39 p _ f� Flue vent for water heater or gas n'Je � 3 /57466 /`C/rjJ� fireplace 23.32 r, Q� Log lighter(gas) 23.32 "'N� ° "—� � '6 Wood/pellet stove 33.39 /41749C'1&*/7 Wood fireplace/insert 23.32 Chimney/liner/flue/vent 23.32 ❑ PROPERTY OWNER I ll TENANT Other: 23.32 ////���t Environmental exhaust and ventilation: Name: i— G�, /`� Range hood/other kitchen Address: ��^�_^ 6� 1 .y equipment 33.39 1 //79 9 f ��, �G t// . Clothes dryer exhaust 33.39 _ City/State/ZIP: �!' � Dla. 9 7 -3 Single-duct exhaust(bathrooms, �i� f toilet compartments,utility rooms) 23.32 Phone:( ) Fax:( 1 Attic/crawlspace fans 23.32 APPLICANT ❑ CONTACT PERSON Other: 23.32 Fuel piping: Business name: G t /'W"92 ecot9 'L- $14.15 for first four;$4.03 for each additional Contact name: A 14) i,~.. Furnace,etc. Address: /(� 4 to 7 ,QaiP Gas heat pump f Wall/suspended/unitheater City/State/ZIP: 749•ie0 / c.a . 9722.1` Water heater Phone:(53) 103--yszz- Fax::(.503) ?C>' ,ut' Fireplace / Range E"mail:0* .QC4., v/} r-eolvrnD(�/ue. CO..7 Barbecue CONTRACTOR Clothes dryer(gas) Other:Business name: 6./0/4__ c-04/77-GL T FEES Address: 165A, 5a) ,,,,../A--/ • Subtotal City/State/ZIP: 776,0 D OR. 9 722;3 Minimum permit fee($90.00) Plan review(25%of permit fee) Phone:50 ) 1153,-f f� Fax:( 9k.-- 7Z2 State surcharge(12%of permit fee) CCB lie.: 6 2/96 TOTAL PERMIT FEE This permit application expires if a permit is not obtained Nithin ISO days after it has been accepted as complete. Authorized signature: * Fee methodology set by Tri-County Building Industry Service Board Print name: .41�, /'�erL� Date: 7''Z2 ecy '' I:Building'ennits'MEC_PermitApp_0401I3-doc 440-46171'(11,022((MAWEB) CONSULTING 503.222.4453 Be E N G I N E E R S vImk@vimk.co it 3933 SW Kelly Avenue • Portland • OR • 97239-4393 www.vlmk.com / it/Z 22 �,'ljj� 20/4 STRUCTURAL CALCULATIONS yg,�, for BANK OF AMERICA HVAC RELOCATION 11999 SW Pacific HWY Portland, OR for Bland Construction Co. Inc. Attn: Garth Bland PO Box 1010 Canby Canby, OR 97013 ,SRUCTU,c?�9 s ��o PROFFSC OFFICE COPY Q NF `s/O r i' CITY OF TIGARD Ilk OR ON ,, REVIEWED FOR CODE COMPLIANCE 0 '' ` C: [ I [EXPIRES: 6-30-20 IS I Permit#: Imo( -Zo/•7 —CO-37 7 Address: 9n 1740 1/SAG i f X Prepared By: Amy Kordos ye #' By: Date: 64' q VLMK Job Number: 20140417 July 16, 2014 I Structural Engineering•Civil Engineering•Industrial Engineering•Planning•Studies/Evaluations•Entltlement VLMK Consulting Engineers, Inc. Structural Calculations DC-1 Bank of America - HVAC Relocation Bank of America HVAC Relocation 11999 SW Pacific HWY Portland, OR VLMK JOB NO. 20140417 STRUCTURAL CALCULATIONS FOR BUILDING PERMIT TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-3 Structural Details S-1 thru S-4 Structural Calculations C-1 thru C-10 Reference Sheets (FOR REFERENCE ONLY) R-1 thru R-3 DESCRIPTION OF STRUCTURAL SYSTEM The`Bank of America - HVAC Relocation' project consists of the relocation of (3) existing mechanical units on the roof of an existing building located on 11999 SW Pacific HWY, Portland OR. This package includes structural calculations that verify the adequacy of the existing roof trusses, as well as details for the anchorage of unit to resist wind and seismic forces. ***LIMITATIONS*** VLMK Consulting Engineers 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 Consulting Engineers for items beyond that shown in this Structural Calculation Package. File:G:Acad2 01 4 12 0 1 4 041 71Calallations120140417 Design Criteria,docx Page 1 Printed:July 17,2014 Structural Calculations DC-2 Bank of America - HVAC Relocation DESIGN CRITERIA CODES: 2010 Oregon Structural Specialty Code (Based on the 2009 International Building Code) DESIGN LOADS: Live Loads: Roof Snow Load Flat Roof Snow Load, Pf 25.0 psf Snow Drift As Required Dead Loads: Roof Roofing (new and future) 4.0 psf Insulation 1.0 psf 2 1/8" Laminated T&G Decking 6.5 psf Roof Trusses (@ 12'-0" O.C.) 2.5 psf Suspended Ceiling 1.8 psf Mechanical and Electrical 1.0 psf Miscellaneous 1.4 psf Total Roof Load 15.0 psf Mechanical Unit Information 4-Ton HVAC (48VG-A480905) 794 lbs New Curb 106 lbs Total New Unit Load 900 lbs Wind: Basic Wind Speed (3-second gust) 95 mph (ASD) 120 mph (ULT) Wind Importance Factor, Iw Iw = 1.0 Occupancy Category II Wind Exposure B Seismic: Seismic Importance Factor 1.0 Occupancy Category II Mapped Spectral Response Accelerations Ss = 97.2% Si = 42.3% Site Class D Spectral Response Coefficients Sds = 72.0% Sdi = 44.4% Seismic Design Category D Component Anchorage Factors a0 R0 Ip HVAC Equip 2.5 6.0 1.0 Fife G:\Acad2 01 412 01 4 041 71Celculations\20140417 Design Criteria.docx Page 2 Printed:July 18,2014 Structural Calculations DC-3 Bank of America - HVAC Relocation MATERIALS Wood Framing: Headers, Blocking Douglas Fir #2 File.G:1ACad20141201404171Calwletions120140417 Design Criteria.docx Page 3 Printed:July 17,2014 qa�^ ue Vl •t :cj� Q 04 AREA OF WORK F �N�'�%� Xi.r --air N. ",'• "A.., . W' IL.-- 01:1-1- :14: 3 . . - N. a'. �r5iiR" c;a�Aei II I'.� a - i Sw A, ./� r . R r ` .,a •4 W Al E 1 BANK OF AMERICA s (3) EXISTING HVAC UNITS a TO BE RELOCATED AND I• . ,, ' f�I%• .A SUPPORTED ON ALL SIDES WITH NEW OR EXISTING • 0 ♦• FRAMING (WT=900 LBS) /!` ♦. 'et...,, , ® -EXISTING UNIT LOCATION MI -PROPOSED UNIT LOCATION \ ' TYP(3 PLACES) W .,,, III E AREA OF WORK ' 1"11 CONSULTING BANK OF AMERICA - HVAC RELOCATION 20140417 07/14 PFOJ.NO DATE ENGINEERS 11999 SW PACIFIC HWY SMS KMK DRAM OKOCED 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 PORTLAND. OR 1503.222.4453 vlmk @vImk.com AREA OF WORK S-1 503.248.9263 e www.vlmk.com SEE.MO U) rn U) co r 1•- 2 5 J J w w NEW 4x10,USE SIMPSON 'HUS410'FACE MOUNT HANGER,EACH END,TYP. rrt NEW 4x10 HEADER WITH � r SIMPSON HANGERS PER SECTION +—NEW HVAC UNIT TO BEAR ON NEW OR EXISTING FRAMING 11 ON ALL SIDES I, 1 q z EXISTING T&G DECKING,TYPICALv EXISTING PARAPET WALL,TYPICAL ENLARGED FRAMING PLAN 1/4"=1'-0" 20140417 S-2 Enlarged Framing Plan.dwg 17 Jul 2014 - 1:21 pm amok CONSULTING BOA HVAC RELOCATION 20140417 7/14 ENGINEERS 11999 SW PACIFIC HWY ANK KMK 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 PORTLAND,OR e 503.222.4453 vlmk @vlmk.mm ENLARGED FRAMING PLAN S-2 503.248.9263 www.vlmk.com SHIMT AIL NV 6 € . r HVAC UNIT AND CURB BY OTHERS 4 S FRAMING PER PLAN,TYPICAL MEW — SIMPSON'HUS410' FACE MOUNT HANGER,TYPICAL EXISTING GLULAM TRUSS HVAC SUPPORT DETAIL 20140417 S-3 HVAC CURB DETAIL.dwg 17 Jul 2014 — 1:36 pm amyk CONSULTING BOA HVAC RELOCATION 20140417 7/14 X64 r_ DATE E N G I N E E R S 11999 SW PACIFIC HWY ANK KMK 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 PORTLAND, OR I503.222.4453 Ilvimk @vlmkcom HVAC CURB DETAIL S-3 503.248.9263 www.vlmk.com -a--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 1.•1 u■t iut tom WOOD NAILER 16 GAUGE STEEL'CANFAB' '•" MIMI OR EQUAL ANCHOR,(4) "" UNIT MOUNTING CURB BY UNIT TOTAL,(1)EACH CORNER �o�� ON LONG SIDES OF UNIT mon MANUFACTURER(14"HEIGHT) lun mum u■i 1.. i..s MINIMUM 2x P.T.LEVEL GALVANIZED SHEET METAL u■� "" PLATFORM BY CONTRACTOR COUNTER FLASHING I;;I / uu■■�■i um EXISTING T&G DECKING, um ROOFING BY OTHERS i..; REMOVE UNDER UNIT AS REQUIRED I - -- / ►. ' I 1 j( SECURE CURB TO SUPPORT FRAMING WITH#14 WOOD SCREWS AT EACH CORNER AND AT 2'-0"O.C. ' SUPPORT FRAMING PER PLAN MAXIMUM SPACING,SCREWS MUST BE LONG ENOUGH TO PENETRATE SUPPORT FRAMING 2"MINIMUM 0 1 HVAC CURB DETAIL S_4 11/2"=1'-0„ 20140417 5-4 HVAC Curb Detail.dwg 17 Jul 2014 — 1:41 pm amyk V I M K CONSULTING BOA HVAC RELOCATION 20140417 7/14 ENGINEERS 11999 SW PACIFIC HWY ANK KMK 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 PORTLAND,OR I503.222.4453 vlmk @vlmk.com HVAC CURB DETAIL S-4 503.248.9263 e www.vlmk.com �,,,o ' . sari k_ ebf- totp,Le/Y-iat HVAC V 1.4 M. .1c. E N G I N LE TEI Job R S Client Job No.20404 I/ By AN 4 y 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 P 503.222.4453 503.248.9263 111 pate "7)4 Sheget No raes,.....,.--•-+.w ,-:,...4#4...446.........r,740.640.4.4.7gftrc4r.t...../..rawskTog,mg.ompogit,.4..:,,,eysfavramer,.taroppooknolnalasurrivirolog,i.........,......,.....,...,..t...".../.7-......■,....p....T..a.... t . ; ' • , i l • I • 1 ! : ! ] H ' l . . 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I • -4- --1 .rAterit4114,4*.atareasomp . ..-ertaa,ftewmwomommiiinmeno4 r4o1o0.4016,x4e-,swaorpromdmeArmlua swim& ,.14,■:.vmlarrivikosAmidwp.,-,.4n.,■,.-cc• 1......1 CONSULTING 503.222.4453 Job B of A- HVAC E N G I N E E R S 503.248.9263 Job No. 20140417 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 vlmk @vlmk.com Date 7/16/2014 www.vlmk.com v2.05-Software Copyright 2012 VLMK Consulting Engineers. All Rights Reserved. Sheet No. C-5 Snow Drift Design - Flat Roofs Based on the 2009 International Building Code Section 1608 and ASCE 7-05 Chapter 7 iu lI!iuo. RCHAR GE LOAD RCHARGE LOAD DUE TO DRIFTING DUE TO DRIFTING BALANCED SNOW BALANCEDDW 1111mi !:__ t. ;1illinu .a__ ��!/�=lliiili=:ii MMIUMI �iisi�ii�iii� =i��L�Ii�I "c iiiimmiffri r projection type, L, drifts on lower roofs projection type, P, drifts on roof projections (e.g. parapets and mechanical units) pg != 1 r4=# (Ib/ft2) ground snow load [Figure 7-1 and Table 7-1] I .`;0: importance factor [Table 7-4] Ci r t )A thermal factor (Table 7-3) Ce= ,1.1:1,-;-).,-.7.., exposure factor [Table 7-2] pf= 14 (Ib/ft2) snow load on flat roofs (roof slope <_ 5) Pmin= 20 (Ib/ft2) minimum snow roof load (section 7.3) Pf(design) if „ (Ib/ft2) design snow roof load y = 17.3 (Ib/ft3) density of drifted snow hb= 1.45 (ft) height of balanced snow load lu= (Input below) length of roof upwind of the drift (leeward drift) li= (Input below) length of lower roof(windward drift) hr= (Input below) total height of roof projection hd= (calculated below) height of snow drift Pmax= (calculated below) max drift load + roof snow load, g(hd+hb) projection lu Ii hr hd he Pmax W Pd Location type (ft) (ft) (ft) (ft) (ft) (Ib/ft2) (ft) (Ib/ft2) Drift 1 ;� „ .P-4,. ..1.,., d 1.1 1.6 43.7 4.3 18.7 Ri 7/11/2014 Design Maps Summary Report C-6 g4 usGs Design Maps Summary Report User-Specified Input Report Title Bank of America HVAC Fri July 11, 2014 15:02:11 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43°N, 122.77°W Site Soil Classification Site Class D- "Stiff Soil" Risk Category I/II/III VI x r 2mri ° +e- ert� }r 'ra a ; 4rt � t# ,ii £ 1 000m r`j ',e tiQ 'n p t 4,04- 1 -a' , �v 'f! ' "'t a " xa . 'tF rocc � BY � � �4���{� E * Ti'..�: ; , .3''' g` � � s :. ill-ell-`,'- ` 1 f ', '4 i sa '```3, . ':.� % '� zfl : ',r 3'.." } a. �yC`.' S d s, I•Ep:*a is fir, 2,: :fil. •t 4 u „ „. { : r 4. �Fl� '6 i k �t7�' 'F- r sF ryw % �'a:: �";'�.+e�.Yd' �l :erg"'7," 2.: w' �.r. .,:, f i�4�,, ?°': (i"J,;.f ill iA� � - .,,,,,,4i;,,....-.,'..-2 x „: - Nliiwaukie r } f[ii : a fj rE" ' 1 • rte, 1 r eill' t . t ,fir 4'� y. J• s" ��. £ � - n ���z / n� �F M �„,�x 6 -;, f' ,, .:f i+ 1 °,r r 13 sef�` 1st K 1I' ,?TM d .t 3 t S- n '+� �J. i .fit * t t rb , 1t: , 1 "t S'3 .4dx,rr- A,� 7 . 4,,,F ``..•1 4▪ 'tt1• ,".4-'::. - �<a -r^.. e ri ' i s r as a •� .v r t'n 2 «` ' z'r r _ a-'- t a. ""l S'.' L' 1 ,ti ,- ' '',11‘ '. tt '� h '1 H) f4Cr..:t CyyC g'i. # A R fi b. g 4�f l ac I. ku slit to d:''.- 4 7 5 � A _ -,,, • I. E s" '-"--"'- 'w 't Pl;A 4 y. "'} . •••. •' ° as a 7 .„. 5¢.�g�4F,r _ f! 'k'•" b 3 'i t . . :.. '1'4' . . . w�. e: t 4 ' '° zNc.. ..Y ,F c t •✓ a , 9 P• r�'&&33? ......,•ti i.• ' t'S •r R: # ..tt ar:f., >w r { it r-a+ .t .a....k . ` d.,} •-..c .- .„ USGS-Provided Output SS = 0.972 g SMS = 1.080 g Sos = 0.720 g S1 = 0.423 g SM1 = 0.667 g S01 = 0.444 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. MCE Response Spectrum Design Response Spectrum 0.82 1.10 0.80 0.99 0.72 0.89 0.64 0.77 0.56 0.66 S 0.48 v r+ M 0.55 , to 0.40 I 0.44 0.a2 0.33 0.24 0.22 0.16 0.11 0.02 0.00 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period.T(sec) Period, T(sec) For PGA,,,TL, C„,, and C,, values, please view the detailed report. http-N ehri-earthquaie.cr.usgs.gowdesignr aps/us/summaryphp?template=mnimal&latitude=45.4381ongnude=-122778 sitedass=38rislcatega)P0&eddor>=a... 1/2 c:---1 File=g.iAcae20141201404171Calculatt;s12iiiiiiiiTec6-' General Beam Analysis ENERCALC,INC 1983-2014.Build:5 4.1.28,Ver6,14.128 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Truss Analysis(Design Moment) General Beam Properties, : .• • . - Elastic Modulus 29,000.0 ksi Span#1 Span Length = 16.670 ft Area= 10.0 102 Moment of Inertia = 100.0 inA4 Span 02 Span Length = 32.750 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 010.1001 5(0.30) : + * • * iritatt;25 + pagglilrifri-----2 span=32.750 ft 2 tUrlLot,:iAi:...litmrsatm--- , •,. ,0,1,,,,,,,,, Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.180, S=0.30 k/fl, Tributary Width=1.0 ft Load for Span Number 1 Varying Uniform Load: S(S,E)=0.2250->0.0 k/ft,Extent=3.0-»7.30 ft, Trib Width=1.0 ft,(Drift) Load for Span Number 2 . Varying Uniform Load: S(S.E)=0.0->0.2250 kfit,Extent=25.450->>29.750 ft, Trib Width=1.0 ft,Writ DESIGN SUMMARY Maximum Bending= 49.298 k-ft Maximum Shear= 9.431 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 16.670ft Location of maximum on span 16.670 It Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 1.546 in 254 Max Upward L+Lr+S Deflection -0.148 in 1354 Max Downward Total Deflection 2.447 in 160 Max Upward Total Deflection -0.240 in 835 ■■■■■■ Waxiiiniiii#Oieei t ttresses 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 Overall MAXimum Envelope Dsgn.L= 16.67 ft 1 2.04 -49.30 49.30 9.43 Dsgn.L= 32.75 ft 2 43.35 -49.30 49.30 9.43 +D+S+H Dsgn.L= 16.67 ft 1 2.04 -49.30 49.30 9.43 Dsgn L= 32.75 ft 2 43.35 -49.30 49.30 9.43 Overall Maximum DeflediOhi%vitgrojilatigitt-ifIR . Load Comb Span Max.'-"Deft Location in Span Load Combination Max.'+'Defl Location in Span 1 0.0000 0.000 D+S -0.2395 11.284 D S 2 2 4467 18.138 0.0000 11.284 Vertical Reactions-Unfactored . .,, ,a.• Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.399 16.518 6.773 Overall MINimum 0.414 6.086 2.395 D Only 0.414 6.086 2.395 S Only 0.984 10.431 4.378 D+S 1.399 16.518 6.773 c-$ General Beam Analysis rile=Glkad2 01 41 20140417 iCalcuIationso014D411.ec6 y -, ENERCALC,INC.1963.2014.Bu9d:614.1.26 Ver:6.14.1.26 Lic.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Truss Analysis(Projected Moment) General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 16.670 ft Area= 10.0 ir.^2 Moment of Inertia = 100.0 mM4 Span#2 Span Length = 32.750 ft Area= 10.0 in^2 Moment of Inertia = 100.0 inA4 Di0.1601 S10.301 ' * D(0.9)D(0.9) r' y * 51 + k Span=16.670 ft Span a 32.750 ft ____R • i".:. PF tj tt Ids , z _!i „ .i.C,,ii,04.Fii Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.180, S=0,30 k/ft, Tributary Width=1.0 ft Load for Span Number 1 Varying Uniform Load: S(S,E)=0.2250->0.2250 k/ft,Extent=3.0->>7.30 ft, Trib Width=1.0 ft,(Drift; Point Load: D=0.90 k(dt 8.0 ft,(HVAC) Load for Span Number 2 Varying Uniform Load: S(S,E)=0.0->0.2250 klft,Extent=25.450->>29.750 ft, Trib Width=1.0 ft,(Drift; C ac Maximum Bending= 50.647 k-ft Maximum Shear= 9.472 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 16.670ft Location of maximum on span 16.670 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 1.530 in Max Upward L+Lr+S Deflection -0,133 in Max Downward Total Deflection 2.394 in Max Upward Total Deflection -0.193 in Load Combination Max Stress Ratios Summery of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx VrudOmega Overall MAXimum Envelope Dsgn.L= 16.67 ft 1 4.45 -50.65 50.65 9.47 Dsgn.L= 32.75 ft 2 42.81 -50.65 50.65 9.47 +D+S+H Dsgn.L= 16.67 ft 1 4.45 -50.65 50.65 9.47 Dsgn.L=q�32.75 ft 2 42.81 -50.65 50.65 9.47 n 1r uii Sn s g it C D I" $ Load Combination Span Max." Defl Location In Span Load Combination Max."+-Defl Location in Span -�-- - - 1 0.0000 0.000 D+S -0.1927 12.054 D+S 2 2.3941 18.138 0.0000 12.054 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 2.099 17.242 6.732 Overall MIN inun 0.826 6.603 2.366 D Only 0.826 6.603 2.366 S Only 1.273 10.639 4.366 D+S 2.099 17.242 6.732 CONSULTING 503.222.4453 Job BOA HVAC Relocation E N G I N E E R S 503.248.9263 Job No. 20140417 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 vlmk @vlmk.com Date 07/2014 www.vlmk.com v2.10-Software Copyright 2010 VLMK Consulting Engineers. All Rights Reserved. Sheet No. C-q Mechanical Unit Anchorage Design Based on the 2009 International Building Code and ASCE 7-05 DESIGN INPUT I X Seismic Parameters [ASCE 7-05 Section 13.6] • 3 4 • — Site Class =, -! ` (Assumed) G SDS =,_il,E 1a7-A H `f' ' Design spectral response acceleration SCR Y Ap =x k 'j [Table 13.6-1 ASCE7-05] Ycg Rp = -r .` [Table 13.6-1 ASCE7-05] • 1 2 • Ip = ,"'x Importance Factor z =4.:''4'3°-.,:i:,44.(ft) Attachment height from base of structure I-1 h =',4r:,`,,;- ,(ft) Average roof height of structure from base PLAN VIEW Wind Parameters [ASCE 7-05 Section 6.5.15.1] P =all'�-;fi. (psf) Design wind pressure (Psi HVAC Unit Data (+/-) 4EG WP = :<,s f (lb) Machine Weight } .tomA.. ;,( ) X = 1, . ". (in) Base Dimension Zcg Y = �i>(in) Base Dimension Z = x`_,t4c; .__(in) Height of Unit and Curb 1 Xcg fy�`*F x (in) Center of Gravity SIDE VIEW 9 = =ii-. ( ) Ycg = 1y ,e (in) Center of Gravity Zcg =u, #: (in) Center of Gravity Load Combinations 0.9D + (E or 1.6W) USD ANALYSIS 0.6D + (E/1.4 or W) ASD Base Shear Seismic 0.4a S W 1l Fp _ p Ds p (1+2?J= 299 lbs. <1.6SDs/pWp —1037 lbs. OK Rp//p h Z 0.3SDSIpWp =194 lbs. OK Base Shear, V,, = 299 lbs. Wind Fw„ = 1610 lbs. Controlling Base Shear = 1610 lbs. Wind = 1007 (asd) Wind Anchor Shear(Seismic) Anchor dx dx^2 dy dy^2 Minimum eccentricity 'i ', *, 1 38 1444 22 484 ex = 7.9 ey = 5.6 2 50 2500 22 484 Mx-x = 2363 My-y = 1675 3 38 1444 31 961 4 50 2500 31 961 Y Direction X Direction 7888 2890 V1,3 = 86 V1,2 = 88 V2,4 = 90 V3,4 = 93 V„max = 403 lbs. Overturning = 252 (asd) Mot = 11066 lb-in. seismic Each Anchor/Corner Mot = 43481 lb-in. wind Mres-x = 30780 lb-in. Mres-y = 17820 lb-in. Net Bolt Tension X Direction Y Direction T„max* = 242 lbs. Tx* = 72 Ty* = 242 = 144 (asd) *negative(-)values Indicate there Is no net uplift Each Anchor/Corner Result: Use #14 screws at 2'0" o.c. CONSULTING 503.222.4453 Job 3oA NVRC E N G I N E E R S 503.248.9263 Job No. 2_0 t4041'7 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 vlmk @vlmk.com Date 1/14 www.vlmk.com v2.00-Software Copyright 2010 VLMK Consulting Engineers. All Rights Reserved. Sheet No. C—10 Wind Loads on Rooftop Structures and Equipment Based on the 2009 International Building Code and ASCE 7-05, 6.5.15.1 TYPICAL SCREEN WALL DH / Dv % ` / / # TYPICAL MECHANICAL UNIT co4 4 F 11‘1 / h 7,0; H >.. f ,`• Exposure Category [Section 6.5.6.3] Kn =1", Topographic Factor [Figure 6-4] I = `� Importance Factor [Table 6-1] V = °_ , Basic Wind Speed 3-Second Gust [Figure 6-1] B = i �„ ra- `` Horizontal Dimension of Building Measured Normal to the Wind Direction h = Mean Roof Height of Building (Eave Height if Roof Angle < 101 Dv = °"1,4;7.1+:1!•=1r...71 Height of Rooftop Structure or Equipment Dh = r�4_"@� �,: Width of Rooftop Structure or Equipment H = 32.00 ft Height to Top of Structure or Equipment a = 7.0 3-Second Gust-Speed Power Law Exponent [Table 6-2] zg = 1200 ft Nominal Height of Atmospheric Boundary Layer [Table 6-2] Kz = 0.701 Velocity Pressure Exposure Coefficient [Table 6-3] Kd = 0.90 Wind Directionality Factor [Table 6-4] qz = 0.00256KZKnKdV2I [Equation 6-15] qz = 14.6 psf Velocity Pressure [Equation 6-15] G = 0.85 Gust Effect Factor [Section 6.5.8.1] Cf= 1.3 Force Coefficient [Figure 6-21] Ar= 35.0 sf Area of Structure Normal to the Wind Direction Bh = 1350.0 sf Building Area Normal to the Wind Direction x = 1.9 Force Increase Factor [Section 6.5.15.1] F=xg2GCfAf [Equation 6-28 and Section 6.5.15.1] p = 30.5 psf Design Wind Pressure F = 1066.6 lb Design Wind Force REF-1 WSC090SQ234.04 Tag: SUBMITTAL All dimensions are in inches/millimeters. 71/2 Ton Packaged Heat Pump Convertible WSC090A TOP PANEL EVAPORATOR SECTION ■ .tfy MO COENSaR FAN ACCESS PANEL 4 • If 40 7A8 1011 NM 106MM i ALTERNATE CONDENSATE DRAM COW/ECM,/31-14 NPT DIA.MOLE IS 1/2' �� A>fl5�. 011111IUIu •NDEN6ER COIL 1rn • Arta A�U . I 1111,". UNIT CONTROL WIRE - 2251 W ` iv-- SEMI ONIeEPO.FOLE S6 (79Aq WA F401E 1W W ICI MM l NWT PONE)WIRE 4 u4 i 'b ea 1341'OW)DK NOCE 94 NM 61 IM r ELECTRICAL corermai max MM WOKE PONT POWER W1EN NEW Pa7ALLEO) CONTROL AND COMPRESSOR ACCESS PANEL able 1—Lilt Wiirap Standard Indoor Fan Motor • Oversize Indoor Fan Motor tkrt Maimum Maximum Fuse IVLrirrxm Maxim=Fuse Unit Operating Circuit Size Or Maximum Circuit Size Or Maximum Tms Model ND. 4biage Range Ampacity Circuit Breaker' Ampadry Circuit Breaker' WSC096A3 167-253 41.4 60 45.8 60 71/2 WSC09044 414.506 21.9 35 24.0 35 WSC090AW 517-633 16.8 25 18.8 25 NOTES: I. MACRhreaker per NEC. REF-2 All dimensions are in inches/millimeters. 141.3111 ' 470MM 873 MM r 25 MM� 219 A N W2 335 MM : i �i. log. 83 7R• 2131 MM, V MM 400010k, 54 1/2 2118 MM 1283 hiA 31 riiN,„ w-Y 120 M M 31 MM Downflow Duet Conrlecbons—Reid &ICS • /-:571 3/4' y / - 173/4' 33�4- W 8.4 Air 1 AV111371 I% Ilft 1 1 i 1 ALL FLANGES 1 1/4"(31 MM) ' itiir ------- —__,_ 1 i ill i 4t. : , ----- / , '-'1"."L-Ariatiir / . 4 REF-3 All dimensions are in inches. CENTER OF GRAVITY Imo---LENGTH A CENTER OF GRAVITY WIDTH D C CENTER OF GRAVITY Table 3—Maximum unit Weights,Corner Weights fibs)And Center Of Gravity Dimensions fin.) • Unit Maximum Weights(Um) Corner Weights(Lbs)' Center of Gravity(In.) Tons Model No. Shipping Net A B C D Length Width 71/2 WSC090A 937 794 272 200 137 185 38 22 1. Comer weights are given for in}omtetion only Table 4— Factory-installed Options Net Weights (foal's Accessory Net Weight Economizer 36 Barometric Relief 10 Powered Exhaust 80 Motorized Outside Air Damper 30 Manual Outside Air Damper 26 Roof Cub 115 Oversized Moto 8 Smoke Detector,Rehm 7 Smoke Detector,Supply 5 Coil Guards 20 Hinged Doors 12 Powered Convenience Outlet 38 Through the Base Electrical 13 Electric Heaters 30 Unit Mounted Circuit Breaker 5 Unit Mounted Disconnect 5 NOTES: 1 Weights for options not listed are(5lbs. 2.Net weight should be added lc unit weight when ordering factory-insteled accessories. 6 II Location: Record Type: Inspection Type: Result: Comments: Inspection Date: Record ID: Inspector: City of Tigard 13125 SW Hall Blvd. Tigard, OR 97223 Tel: 503.718.2439 11999 SW PACIFIC HWY, TIGARD, OR, 97223 Commercial - Mechanical 699 Mechanical final PASS - No C of O MEC2014-00379 Chip Barnett Violation Summary: Inspector Contractor