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Permit CITY OF TIGARD REROOF PERMIT 111 a. COMMUNITY DEVELOPMENT Permit#: RER2014-00045 T R.,A R.1) 13125 SW Hall Blvd.,Tigard OR 97223 503.718.2439 Date Issued: 07/24/2014 Parcel: 1 S 135DD05106 Jurisdiction: Tigard Site address: 11999 SW PACIFIC HWY Project: Bank of America Subdivision: LOMITA TERRACE Lot: 9 Project Description: Reroof-Complete tearoff,some structural upgrading. Contractor: BLAND CONSTRUCTION CO INC Owner: CCC PROPERTY MANAGEMENT LLC PO BOX 1010 BY CHERI LETHIN CANBY, OR 97013 PO BOX 25083 PORTLAND,OR 97221 PHONE: 503-266-9492 PHONE: FAX: 503-266-9482 FEES Description Date Amount Permit Fee 07/24/2014 $797.22 Specifics: 12%State Surcharge-Building 07/24/2014 $95.67 Type of Use: COM Class of Work: ALT Type of Const: Occupancy Load: Stories: Height: 0 ft Project Valuation: $58,360.00 General Information Building Area: 0 Re-Roof Area: 0 Roof Class: Tear Off: Yes Overlay: Existing Roof Layers: Parapets: Total $892.89 Required Items and Reports(Conditions) 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 not started within 180 days of issuance, or if work is suspended for more the 180 days. • TION: Oreg• law requires you to follow the rules adopted by the Oregon Utility Notification Center. Those rules are set forth in OAR M-1,1-0010 through OAR 952-041-01•4. You may obtain a copy of the rules or direct questions to OUNC by calling 503.232.1987 or 1.800.332.2344. Is ued By: 6 OrL_,ii__ _ i Permittee Signature: aict.,, Call 503.639.4175 by 7:00 a.m.for the next available inspection 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. Building Permit Application Re-Roof RECEIVED FOR OFFIC'F. USE ONLY IN City of Tigard Received Permit No.: ` 13125 SW Hall Blvd.,Tigard,OR 97223 JUL 2 4 2014 Plan Review I. Phone: 503.718.2439 Fax: 503.598.1960 Date/B : Other Permit: TI G A R D Inspection Line: 503.639.4175 CITY OF TI GARI) Date ReadyBy: 3uris: B See Page 2 for Internet: www.tigard-or.gov Notified/Method: Supplemental Information BUILDING DIVISION TYPE OF WORK REQUIRED DATA:1-AND 2-FAMILY DWELLING New construction Permit fees*are based on the value of the work performed. ❑ ❑Demolition 1� Indicate the value(rounded to the nearest dollar)of all ®Addition/alteration/replacement ❑Other: equipment,materials,labor,overhead,and the profit for the CATEGORY OF CONSTRUCTION work indicated on this application. 1:1 1-and 2-family dwelling ®Commercial/industrial Valuation: S ❑Accessory building ❑Multi-family Number of bedrooms: ❑Master builder ❑Other: Number of bathrooms: 11 of? JOB SITE INFORMATION AND LOCATION Total number of floors: Job site address:SW Pacific Hwy New dwelling area: square feet City/State/ZIP:Tigard,OR. Garage/carport area: square feet Suite/bldg./apt.no.: l Project name:Bank of America Covered porch area: square feet Cross street/directions to job site:Greenburg Rd. Deck area: square feet Other structure area: square feet REQUIRED DATA:COMMERCIAL-USE CHECKLIST Subdivision: Lot no.: Permit fees*are based on the value of the work performed. Tax map/parcel no.: Indicate the value(rounded to the nearest dollar)of all equipment,materials,labor,overhead,and the profit for the DESCRIPTION OF WORK work indicated on this application. Complete tearoff of existing roof.New roof will have R-19 3.3"Poli-ISO. Valuation: $$58,360.00 1/4"DensDeck Cover Board for Class A fire rating. Existing building area: 3388 square feet 60 mil.Versico TPO membrane roof system with a NDL 20 year warranty New building area: 3388 square feet ® PROPERTY OWNER I ❑ TENANT Number of stories: 1 Name:Cheri Lynn Lethin Type of construction: Address:4210 SW 58th Ave. Occupancy groups: City/State/ZIP:Portland,OR.97221 Existing: Phone:(503)816-3852 Fax:( ) New: ® APPLICANT ❑ CONTACT PERSON NOTICE Business name:Bland Construction Co.Inc. All contractors and subcontractors are required to be Contact name:Bill Bland licensed with the Oregon Construction Contractors Board under ORS 701 and may be required to be licensed in the Address:PO Box 1010 jurisdiction in which work is being performed.If the City/State/ZIP:Canby,OR.97013 applicant is exempt from licensing,the following reasons apply: Phone:(503)266-9492 Fax::(503)266-9482 E-mail:bill @bland-construction.com CONTRACTOR Business name:Bland Construction Co Inc BUILDING PERMIT FEES* Address:6607 Lone Elder Rd. (Please refer to fee schedule) Structural plan review fee(or deposit): City/State/ZIP:Aurora,OR.97002 Phone:(266)266-9492 Fax:(503)266-9482 FLS plan review fee(if applicable): CCB lie.: 153898 (--7.-/ Total fees due upon application: — �- J� Amount received: . Q 5 r Authorized signature: This permit application expires if a permit is not obtained within 180 days after it has been accepted as complete. Print name:Bill Bland Date:7/24/14 * Fee methodology set by Tri-County Building Industry Service Board. I:\Building\Permits\ROOF-PermitApp.doc 10/01/09 440-4613T(1I/02/COM/WEB) L City of Tigard: Re-Roofing Permit Checklist Page 2 -Supplemental Information RESIDENTIAL (One- & Two-Family Dwelling) ❑ REPAIR(major) plan review required by plans examiner: building permit is required when structural changes are made or the space sheathing is removed or replaced. SUBMIT TWO (2) SETS OF PLANS SPECIFYING: A. Roof area and nearest street. B. Attic vents: Provide 1 sq. ft. for each 150 sq. ft. of attic space. Vents shall be located in the upper 1/3 of the roof. Provide 1 sq. ft. for each 300 sq. ft. when eave and attic venting is provided. Note: No permit is required for residential re-roof if not more than two (2) layers of roofing will exist upon completion of the re-roofing. COMMERCIAL (includes multi-family and condominiums) ® RE-ROOF: Pre-inspection is required for all roofs sloped 2:12 and less. Please make an appointment by calling the Building Division at 503.718.2439. Z PLAN REVIEW: Note: Depending on the conditions noted at the pre-inspection, plans may be required to address any non-conforming items. VALUATION OF PROJECT: $ 58,360 sq. ft. 3388 of roof area Permit Fee based on valuation: $ (see Building Permit Fees chart) 12% State Surcharge: $ 65% Plan Review Fee: $ (Required for major repairs of residential and special purpose roofing of commercial projects.) TOTAL: $ http://www.tigard-or.gov/city_hall/departments/cd/docs/ROOF-PermitApp.d2c RECEIVED JUL 2 4 2014 CITY OF TIGARD BUILDING DIVISION 7 x....\ _:13.. _ —I— •0 ! . . .- . .t !I 0 . 1 ; ' r i -,-.. .._. „ tr, o I 1-. • i t . Al i t --- : .--i--- 0 i -.., ..%".. i [._ ___1 1 ..=.1- ..,,...lh.. 1 7 . ?.. i 1 1 I 741 i II I 1 1 . .s ro g ) - ! . ,. ...‹, •;:.- .-: -1 't.7". •.b_.1 - i 1 1\ 1 -4, / ' I - IJ , . .x..z, . 1 vl -, 2-- _.r ) 1 . , ! ........... , 1 i I ' f \ , ....0 -----• : 1 i -P i • k --) ...we.. .. ... —I • I--- ti.. • 0-3 iA --. .1 •-• 1 4., tb 1 tt, .• '■ r3 '. , 1 d3_ " - ...... . • el --ow- : S5•:-..,, • 1 1 4 \ . ....."" ,.."a ■ 1 11 \ ---- • \ L4 \?). _,,IA 11M: 1 D P5N a4r4.0 1510 NORTH 21ST AVE - PHOENIX, AZ 85009 888-832-7663 (888-TDC-ROOF) /FAX: 888-832-3292 (888-TDC-FAX2) 3th._ 2 4 2014 JOB NAME: BANK OF AMERICA LOCATION: TIGARD, OR CITY OF%ARD BID DATE: BuiLDING DIVIS10N SOURCE: I ESTIMATE INFORMATION i QUOTE # 'PAPERED MATERIAL: Isocyanurate-20 psi MINIMUM THICKNESS TAPER 1/2" FILL MATERIAL: Isocyanurate-20 psi MAXIMUM THICKNESS TAPER 4" 1406493 STRUCTURAL SLOPE N/A MINIMUM THICKNESS CRICKETS 0" FULL TAPER SLOPE 1/4"Per Foot MAXIMUM THICKNESS CRICKETS 8-3/16" 1 CRICKET SLOPE See Comments TAPERED AREA AVERAGE R-VALUE 15 SQUARES OF ROOF AREA TO RECEIVE TAPERED INSULATION: 34 (QUOTE DATEI APPROXIMATE SQUARES OF NON-TAPERED ROOF AREA: N/A SQUARES OF SURFACE AREA FOR CRICKETS: 6/1 9/1 4 TOTAL SQUARES HANDLED: 75.70 TOTAL SQUARES APPLIED(INCLUDING FILL 58.10 TOTAL(4x4)BUNDLES TO SHIP: } 15.63 NUMBER OF TRUCKLOADS 1 T O SHIP: { 0.36 I COMMENTS SEE ATTACHED DRAWING FOR THE PROPOSED LAYOUT OF THE TAPERED INSULATION SYSTEM. PLEASE CONTACT US IF ALL AREAS TO BE INCLUDED ARE NOT SHOWN. THIS QUOTE ONLY INCLUDES THE AREAS SHOWN ON OUR DRAWING THIS QUOTE IS BASED ON THE DRAWING PROVIDED THIS QUOTE fS FOR 112"CRICKETS EXCEPT WHERE NOTED ON LAYOUT THIS QUOTE DOES NOT INCLUDE A BASE LAYER OR COVERBOARD-ADD IF NEEDED! I PRICING INFORMATION - PRICING VALID FOR 90 DAYS I QUOTES ARE SUBJECT TO CHANGE WITHOUT NOTICE, PRICING CAN ONLY BE CONFIRMED AT TIME OF SHIPMENT 1 SYSTEM COST TO CONTRACTOR: II $6,110.00 II I PRICING IS F.O.B. DISTRIBUTOR& DOES NOT INCLUDE ANY LOCAL, STATE, OR FEDERAL TAXES QUOTE DOES NOT INCLUDE FUEL SURCHARGES AND OR DEFICIT FREIGHT CHARGES ON PARTIAL TRUCKS PLEASE CONTACT THE T.D.C. A.S.A.P. IF ANY CHANGES ARE NECESSARY OR IF YOU HAVE ANY QUESTIONS: (888)TDC-ROOF. THANK YOU #OF PAGES SENT: 2 / TO: �/ \� Estimator Travis Burtchett CO: Contact# 602-256-2336 ///1 - N� PHONE. BRANCH Portland // ` : \® FAX CC: Kim Weyand J an Oldcastle-company $1- a52 . `clo ' .:rte PROPOSED TAPERED INSULATION LAYOUT ICCQUOTE#: 1406493 ���r n�51 G N C�N p JOB NAME: BANK OF AMERICA LOCATION: TIGARD, OR W " � O ° V ? C W ^ � wL J�'1 88 ' >- c j ~ il 32 ' O ?* e- 20 " 7 " /'' \\ 1-111 PC TI4774,(2 � 1 I_ ' 6 " --- .-- z `\\ N. - ', 16 ' G " 1 / -\ /_^�\ ,.rte .ms`s_ _ Fl 2 7 ' o '• N - 67 ' N 1" PER FT CRICKETS •• k---^ \/1\ M i \i__ \ I VLMKCONSULTING P 503.222.4453 ENGINEERS F503.248.9263 vlmk @vlmk.com v�� 3933 SW Kelly Avenue • Portland • OR • 97239-4393 W www.vlmk.com CEI �Y1,,) Y1 0 242 14 - STRUCTURAL CALCULATIONS CAN o�T1���U 1L�1N��lV1SlON for BV 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 luocpRi-00:4.0,4? g,„:44„). NF 9s�0 OR ON .� N 22 16)P� Kf\CA >114 iq EXPIRES: 6-30-20 IC Prepared By: Amy Kordosky VLMK Job Number: 20140417 July 16, 2014 'Structural Engineering•Civil Engineering•Industrial Engineering•Planning•Studies/Evaluations•Entitlement VI.MK i onsultinct Engineer, Ino 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:Acad20145201404171Calculalions12 01 4 041 7 Design Cntena.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) 492 lbs New Curb 83 lbs Total New Unit Load 575 lbs Wind: Basic Wind Speed (3-second gust) 95 mph (ASD) 120 mph (ULT) Wind Importance Factor, I, 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% S1 = 42.3% Site Class D Spectral Response Coefficients Sds = 72.0% Shc = 44.4% Seismic Design Category D Component Anchorage Factors ao RE, Io HVAC Equip 2.5 6.0 1.0 File:G:Wcad2 01 41.2 0 1 4 041 71Calcu ations12 01 4 04 1 7 Design Criteria.docx Page 2 Printed:July 17,2014 Structural Calculations DC-3 Bank of America - HVAC Relocation MATERIALS Wood Framing: Headers, Blocking Douglas Fir #2 File:GA4ced2014120140417tCaladat ions120140417 Design Criteria.docc Pa 913 3 Printed:July 17.2014 • es r a ar a may{ ,"` AREA OF WORK ♦ a 1 *' c` _ q ii?,>. • '''', * -lel-"'-`' • '''' -• 4 - ' i:;:;:- .11!'"7".;(4_,---1-C ,I.:,.''. MI: 111 4111:. ..6 L ��ac- � d *Garden PI tkr. 6:2. ,, Ai .. a ii*Fiii''`fitii:-. • - ' W K1.111 II E BANK OF AMERICA • �\ I II S - ,._ 4 (3) EXISTING HVAC UNITS �•' . . 1000 ‘ TO BE RELOCATED AND SUPPORTED ON ALL SIDES WITH NEW OR EXISTING • FRAMING (WT=575 LBS) /! . : , - �.- a.. ® ' 1 ® -EXISTING UNIT LOCATION s• 4'®•n -PROPOSED UNIT LOCATION . TYP (3 PLACES) . W en E AREA OF WORK III , • 1 S CONSULTING BANK OF AMERICA - HVAC RELOCATION 2°14°417 07/14 PROI.MD. DARE ENGINEERS 11999 SW PACIFIC HWY SMS KMK DRAIN MEO ED 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 PORTLAND, OR - II503.222.4453 !vlmk @vlmk.com AREA O F WORK S-1 503.248.9263 www.vlmk.com 91EET NO cn e I e- O � g � - J J C9 w w NEW 4x10, USE SIMPSON 'HUS410'FACE MOUNT HANGER, EACH END,TYP. (((4 d ' NEW 4x10 HEADER WITH 1� r SIMPSON HANGERS PER SECTION a NEW HVAC UNIT TO / BEAR ON NEW OR / EXISTING FRAMING ON ALL SIDES c� Z EXISTING T&G DECKING,TYPICAL I I /-f'-/--MIIII/-M-W-/-7 M- EXISTING PARAPET WALL,TYPICAL ENLARGED FRAMING PLAN 1/4"= 1'-0" 20140417 S-2 Enlarged Framing Plan.dwg 17 Jul 2014 1:21 pm amyl< CONSULTING BOA HVAC RELOCATION 20140417 7/14 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 8503.222.4453 Bvlmk @vimk.com ENLARGED FRAMING PLAN S-2 503.248.9263 www.vlmk.com HVAC UNIT AND CURB BY OTHERS A pro.- 4 FRAMING PER PLAN,TYPICAL SIMPSON'HUS41O'FACE MOUNT HANGER,TYPICAL EXISTING GLULAM TRUSS 1 HVAC SUPPORT DETAIL S-3 1-=r-o^ 20140417 S-3 HVAC CURB DETAIL.dwg 17 Jul 2014 — 1:36 pm amyk VI �/( u CONSULTING BOA HVAC RELOCATION 20140417 7/14 ■I. l� l 11 ENGINEERS 11999 SW PACIFIC HWY ANK KMK O 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 PORTLAND,OR e503.222. 3 vlmk @vlmkcom HVAC CURB DETAIL S-3 503248.9263 www.vlmk.com UNIT CASING UNIT BASE AND BASE RAIL SECURE ANCHOR TO UNIT WITH (4)#10 x 1/2"TEK SCREWS H. SECURE ANCHOR TO CURB J � WITH(4)#10 x 1/2"TEK SCREWS,TYPICAL i.m ••i ism iii WOOD NAILER 16 GAUGE STEEL'CANFAB' 1110' u•i OR EQUAL ANCHOR,(4) '••' i.., UNIT MOUNTING CURB BY UNIT TOTAL,(1)EACH CORNER ,■■, ON LONG SIDES OF UNIT u.. MANUFACTURER(14"HEIGHT) u.' I..' 'u01 un MINIMUM 2x P.T.LEVEL GALVANIZED SHEET METAL 1••' '1111' PLATFORM BY CONTRACTOR COUNTER FLASHING 1110' /iii Ism EXISTING T&G DECKING, u.' ROOFING BY OTHERS ;::; REMOVE UNDER UNIT AS REQUIRED i t l I I I I I 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 1 HVAC CURB DETAIL S-4 1 1/2"= 1'-0" 20140417 S-4 HVAC Curb Detoil.dwg 17 Jul 2014 — 1:41 pm omyk CONSULTING BOA HVAC RELOCATION 20140417 7/14 SQL G Gt! 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I. i--r-4-4-4---4- ^- t--- - - -Y--t - -- 1 I _ —jam ? - I _" + I- -' --i--�.-;...�. -'f--1--:-4-1-i---4---:-4-.._! !-4:---4-,..__--r-r. ._. - - _-- -t-- I f-;_-�.i---1 -I-f 1 1 i--F---1-.1_. - ,._" ' t -'..I •---i---+--r ' _I.- -1 ' • , -i t_t 1-I-T i- _L 1 I i r• A,.eMrw4e+v a... +i a�=swrx r7-sv,N.a•s,rranriw+ !whew--~2.....wrw - ' - - - j - t -r.. CONSUNG Job E e o; >irne-VGI - ti.v4C V ENGINLETEIRS Client 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Job N°' 2014��7 �NiL P 503.222.4453 503.248.9263 0 ° f Sheet No. C'--4 ..w wow• .w•r at tir .r,w --!---J,.---1--4-., { �_ - 1_ -.._...;_i__,...4_..., i -1 ! fi l T- Fri 1 11 lz, . .....vit:tiz., * AC A rr. t � 'fr.419t.. 1.444,-.7 'Oa) Z I'30 p(f- _ _., ,,e, ; _Hi. 1..._ _ 44.-7,7-14._..,_..i } t -• ' t2i: -.--,i- ' .4--- _I- - - j Y t s_t i t . r t t_ Tom_'" ! Jiti- _ t* �nt1Lf ' .--4.- - t 4- . fI {.-_ i ,--!---1-1- - -t 1- I-I - --i- r �.. 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L 1_..�--i._;_,._ _ ..._�.._.- -F. i -�_ '_,._ _. -i 1_._!..-1 t—f ;-- 1 j 1 t i t I �t- t_i r Ji _ • ": t I f i 1F--,--r-".-{ 1_. i T_i.. 1- , '' t t 1, 1 i t : i _r 7 _�__) ._-i' 4 (1 -i L `.- --- i-- i 1.-E ? - - i { . t r ? i 7 -r -! i---f i • -1 --•- -'_ -- 1 - 1 _± t ;'-} +- i {- t--i t -1 i i-I- - -1 1 i -� L.T �_i I. �. 1 I I i I # + I I. { 7 -1. 4 1 r i? t r+ -f + j t i I i r -l r ti ? t t i .1-1----1---. l r - ! i-- I r 1-I + i # 1 ! ! 1 1 V I• m. I( CE N G I N LETEI R S 503.248.9263 Job B of A- HVAC Job No. 20140417 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 vlmk @vlmk.com www.vlmk.com Date 7/16/2014 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 lu 'IMO URCHARGE LOAD RCHARGE LOAD DUE TO DRIFTING i DUE H GE LOA .`c rIIIlI BALANCED SNOW 1 BALANCED SNOW II! 11'f 1 Ililitift— -ff :NMI._ LOAD //===f=ifi==iilR!»=t Is=a=s=::�aunroma=s=a��s:dl -c ru..... ..muarl, projection type, L, drifts on lower roofs projection type, P, drifts on roof projections (e.g. parapets and mechanical units) P9= , - (lb/ft2) ground snow load [Figure 7-1 and Table 7-1] I= • importance factor [Table 7-4] Ct= thermal factor(Table 7-3)MEI Ce= exposure factor [Table 7-2] Pr= 14 (Ib/ft2) snow load on flat roofs (roof slope <_ 5) Pmin= 20 (Ib/ft2) minimum snow roof load (section 7.3) Pr(design) (lb/ft) design snow roof load y = 17.3 (Ib/ft3) density of drifted snow hb= 1.45 (ft) height of balanced snow load l„= (input below) length of roof upwind of the drift (leeward drift) II= (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 l„ Ii hr hd h, Pmax W Pd Location type (ft) (ft) (ft) (ft) (ft) (Ib/ft2) (ft) (Ib/ft2) Drift 1 x i I sr I 1.1 1.6 43.7 4.3 18.7 7/11;2014 Design Maps Summary Report C -6 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 SCrt037 .,Pa'??T .. ? i s000m 8 .. ;mot U,•... -..,va.. J rte" _ ,1 11 wa:.1 i(IE. 21� r Lake Oswego r, Tualatin napCi4eSC 4,. 41 C9 MapQuest USGS-Provided Output SS = 0.972 g S„5 = 1.080 g Sps = 0.720 g S, = 0.423 g S„, = 0.667 g Sp, = 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. MCEA Response Spectrum Design Response Spectrum 0.39 1.10 0.00 0.99 0.72 0.193 0.64 0.77 0.56 0.66 I 0.40 m 0.55 rA 0.40 0.44 0.32 0.33 0.24 0.22 0.16 0.11 0.00 0.00 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 0.00 0.30 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.90 2.00 Period, T(sec) Period.T(sac) For PGA,,,TL, C and C, values, please view the detailed report. http:l/ehp1-earthqual®.cr.usgs.grn/designmaps/usisurnmar.php?template=mirYmalBJatituds`45.438Jongittxle=-122.n8s itedass=3&rislacategory=aecitior>=a... 1/2 ( ----1 File-,g1Acad2014',20140417lCalculations12014C417 ec6 General Beam Analysis ENERCALC,INC 1983-2014,Build&14.1 28,Ver6 14 1 28 Lk.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description: Truss Analysis(Design Moment) Geifittit'4100.470.47.. Wnattfkailtitilgitilli Elastic Modulus 29,000.0 ksi Span#1 Span Length = 16.670 ft Area= 10.0 in"2 Moment of Inertia = 100.0 inA4 Span#2 Span Length = 32.750 ft Area= 10.0 in"2 Moment of Inertia = 100.0 inA4 1 i 1 oro.1504,86).30) l +r + + -0 + Agi VIP liuriSpan=16.670 It ' • =32.750 It ' A 0 M I I M I M II.III I I 1.111 I 111 1 I I IK -t 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 kit Tributary Width=1.0 fl Load for Span Number 1 Varying Uniform Load: S(S,E)=0.2250->0.0 M.Extent=3.0->>7.30 ft, Trib Width=1.0 ft,(Drift) Load for Span Number 2 . Varying Uniform Load: S(S,E)=O.0->0.2250 kftt,Extent=25.450->>29.750 ft, Trib Width=1.0 ft,(Drift) DEsidffg7JMMARY -1--tEyap ,y i 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 ft 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 Maximum Forces&Stresses for Load Combinations ,_oaa Combination Max Stress Ratios Summary ciMornent Values Summary of Shear Values Segment Length Span# %.1 V Mmax- Mmax- Ma-Max Mnx MnxiOmega 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 It 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 7- ■..-47,"..,L, '4464,:4t p:). Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Deft Location in Span 1 0.0000 0.000 DS -0.2395 11.284 D+S 2 2.4467 18.138 0.0000 11.284 Vertical Reactions-Unfactored Support notation:Far left is#1 Values In KIPS Load Combination Support 1 Supped 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-15 General Beam Anal sis 'IC_Gacad2o142014O41ncaiculaion5�2o 40417ecs Y ENERCALC,INC 198.3-2014,Build 6.14,1.26,Ver-6.14 1 26 Lie.#:KW-06002728 Licensee:VLMK CONSULTING ENGINEERS Description. Tress Araiys ProjeCi d Mamei General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 16.670 ft Area= 10.0 inn Moment of Inertia = _100.0 n"4 Span#2 Span Length = 32.750 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in^4 1 1 D(0.160 8(0.30) v .fi75) i + 5 10 1. X Span=16.670 ft `X' s32.760■ Applied Loads 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 fl 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=0.5750 k it 8.0 ft,(HVAC) Load for Span Number 2 Varying Uniform Load: S(S,E)=0.0->0.2250 k/ft,Extent=25.450->>29.750 ft, Trib Width=1.0 ft,(Drift) DESIGN SUMMARY Maximum Bending= 50.309 k-ft Maximum Shear= 9.462 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 1.530 in Max Upward L+Lr+S Deflection -0.133 in Max Downward Total Deflection 2.407 in Max Upward Total Deflection -0.204 in Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/0mega Cb Rm Va Max Vnx Vnx/Omega Overall MAX1mum Envelope Dsgn.L= 16.67 ft 1 3.88 -50.31 50.31 9.48 Dsgn.L= 32.75 ft 2 42.94 -50.31 50.31 9.46 +D+S+H Dsgn.L= 16.67 ft 1 3.88 -50.31 50.31 9.46 Dsgn.L= 32.75 ft 2 42.94 -50.31 50.31 9.46 . ,2.Y ,t '..f.-- 3 .4's+ r. !"',#1-r'..-':' %%% ..iair, Load Combination Span Max.'-'Defl Location in Span Load Combination Max.'+"Defl Location in Span 1 0.0000 0.000 D+S -0.2039 11.797 D+S 2 2.4072 18.138 0.0000 11.797 ¢ pg rpi 45 °R, c t`L:=itl 1 k? f' Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support-2 Support 3 Overall MAXimum 1.951 17.055 6.742 Overall MiNimum 0.678 6.416 2.377 D Only 0.678 8.416 2.377 S Only 1.273 10.639 4.366 D+S 1.951 • 17.055 6.742 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.vimk.com v2.10-Software Copyright 2010 VLMK Consulting Engineers. All Rights Reserved. Sheet No. C-9 Mechanical Unit Anchorage Design Based on the 2009 International Building Code and ASCE 7-05 DESIGN INPUT I X I Seismic Parameters [ASCE 7-05 Section 13.6] • 3 4 • — Site Class = (Assumed) _EKG SDS =• Design spectral response acceleration SCR Y Ap = [Table 13.6-1 ASCE7-05] Ycg Rp = [Table 13.6-1 ASCE7-05] • 1 2 • — Ip = Importance Factor z = (ft) Attachment height from base of structure 9- h = (ft) Average roof height of structure from base PLAN VIEW Wind Parameters [ASCE 7-05 Section 6.5.15.1] P = s ' (psf) Design wind pressure (psf) HVAC Unit Data (+/- ECG Wp = (lb) Machine Weight -�`i1� X = (in) Base Dimension Zcg Y = (in) Base Dimension f Z = (in) Height of Unit and Curb Xcg = (in) Center of Gravity SIDE VIEW Ycg = (in) Center of Gravity Zcg = (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 F = Ds p I 1+2?J= 191 lbs. 5_1.6SosI pWt, =662 lbs. OK ° Rp1Ip l h Z0.3SDS1PWp =124 lbs. OK Base Shear, V„ = 191 lbs. Wind Fw„ = 1610 lbs. Controlling Base Shear = 1610 lbs. Wind = 1007 (asd) Wind Anchor Shear (Seismic) F C{'.`3iy Anchor dx dx^2 dy dy^2 Minimum eccentricity = �__ ,,. E-:. 1 38 1444 22 484 ex = 7.9 ey = 5.6 2 50 2500 22 484 Mx-x = 1510 My-y = 1070 3 38 1444 31 961, 4 50 2500 31 961 Y Direction X Direction 7888 2890 V1,3 = 55 V1,2 = 56 V2,4 = 57 V3,4 = 59 V„max = 403 lbs. Overturning = 252 (asd) Mot = 7070 lb-in, seismic Each Anchor/Corner Mot = 43481 lb-in. wind Mres-x = 19665 lb-in. Mres-y = 11385 lb-in. Net Bolt Tension X Direction Y Direction T„max* = 303 lbs. Tx* = 135 Ty* = 303 = 185 (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 3pA }IU/tC. E N G I N E E R S 503.248.9263 Job No. ZO r4 04 -7 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 vlmk @vimk.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 TYPICAL MECHANICAL UNIT Dv h H cov H V Exposure Category [Section 6.5.6.3] Krt =111111110.11 Topographic Factor [Figure 6-4] I =nallaill Importance Factor [Table 6-1] V =MEM Basic Wind Speed 3-Second Gust [Figure 6-1] B =1111111111111 Horizontal Dimension of Building Measured Normal to the Wind Direction h =MEM Mean Roof Height of Building (Eave Height if Roof Angle < 10') Dv = Height of Rooftop Structure or Equipment DH = 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] 9z = 0.00256KZKZfKdV2I [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] Af = 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=xgZGC fA f [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 WSCO9OSQ234.04 Tag: SUBMITTAL All dimensions are in inches/millimeters. 71/2 Ton Packaged Heat Pump Convertible WSC090A TOP ewe. EVAPORATOR SECTION CONDENSER PAN ACCESS TEL - --..,,,....000 :-::11* ' IF I!' At MM 706 MM l ALTERNATE CONDENSATE DRAW ```�� i 1 I�:1 GONAFCTIDN 9K-14 NPT ouLHOLE + " 74112'—_, I 'I ` it "��® . ..I� =coNOENe91 CO. ���" uSRrCONIROLNyIE 12th=` qr 1II1" so sae air paw DIA.HOLE 2251 MU Pm ARA I Pp H•1' 1 DIA.HOLE T AW r ELECTRICAL CONNECTION I =MAI ISNSLE PONT POWER WHEN HEM PISTALLE01 CONTROL 0 COMPRESSOR ?able 1—Unit Wiling Standard Indoor Fan Motor • Oversize Indoor Fan Motor Ur1it Minimum Maximum Fuse M minx n Maximum Fuse Unit Operating Circuit Size Or Maximum Circuit Size Or Maximum Tons Model No. \kikage Range Ampacity Circuit Breaker' Ampecity Cacuit Breaker' • WSC0904.3 187-253 41.4 60 45.8 60 714 WSCC90A4 414-506 21.9 35 24.0 35 1A/Sfb904W 517-633 16.8 25 18.8 25 NOTES: 1. HACP breaker per NEC. REF-2 All dimensions are in inches/millimeters. 1 3/4` M MMA 141713M3/8"34 ✓\/ 16 1,. 8373 Mil *23TAM /Z/N4 0ob r 955 MMMMM� - 1�1 1 1M 83 Mr 44 ► IP /, /fi MM icogl N. 1M 1/2' 'N'11. 11111111111. . 0.0000000.0000##<1....›.> 210 MM 12163.1 81 MM ,2/0 i MM Dowrlbw Duct Connections—rid Fabricated /4,- ,7 3!4- 33 3J4"� �� /4�7 857Mu1 L �� Apr/ M I I FLANGES 1 114"(31 MM) I I I I I I I , , -------""--71 , IITII-fcr____----- / 4 REF-3 All dimensions are in inches. CENTER OF GRAVITY LENGTH A B t CENTER OF O GRAVITY WIDTH D C CENTER OF GRAVITY Tibia 3—Maximum LbJt Weights Corner Weights(Lbc)And Center Of Gravity Dimensions(In.) Un Maximum Weights ILbs) Corner Weights(Lbs)' Center of Gravity(In.) Tons Model No. Shipping Net A B C D Length Width 7'h WSC090A 937 794 272 200 137 185 38 22 i. Corner weights are given for information only. Table 4— Net Weights(t.bef2 Accessory Net 1M1Ibight Ecortornizer 36 Barometric Reief 10 Powered Exhaust 80 Motorized Outside Air Damper 30 Manual Outside Air Damper 26 Roof Curb 115 Oversized Motor 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 Cicuit Breaker 5 Uric Mounted Disconnect 5 NOTES: 1.Weights for options not listed are<S lbs. 2.Net weight should be added to unit weight when older ing factory-installed accessories. 6