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20100 71st Ave Ne_BLD877_2026
CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:20100 71st Avenue NE Permit#:877 Parcel#:31051400202000 Valuation:25000.00 OWNER APPLICANT CONTRACTOR Name:AEROSPACE MANUFACTURING TECHNOLOGIES Name:Northwest Awning Name:Northwes Awning&Fabric,Inc. Address:20100 71ST AVENUE NE Address:4448 27th Avenue W Address:4448 27th Avenue W City,State Zip:ARLINGTON,WA 98223-7447 City,State Zip:Seattle,WA 98199 City,State Zip:Seattle,WA 98199 Phone: Phone:206-285-2941 Phone:206-285-2941 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial Alteration CODE YEAR: 2012 STORIES: 0 CONST.TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: 1 OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC 1 I O/IRC 110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded Ceti lin Eton#3101. Sigrm Print Name Date Released By I Da; CONDITIONS See red line plans for additional requirements. Adhere to approved plans. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 1/14/2016 Building Permit Fee $542.19 1/14/2016 Building Plan Review Fee $352.42 Total Due: $894.61 Total Payment: $0.00 Balance Due: $894.61 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon pa-Mr iq� 5y�_ 1q Permit • Information Date 1/11/2016 Permit Number 877 Project Name Senior Aerospace Applicant Name Northwest Awning Applicant Address 4448 27th Avenue W City, State,Zip Seattle,WA 98199 Contact Travis Dever Phone 206-285-2941 Email travis@northwestawning.com Permit Type Commercial Alteration Site Address 20100 71 st Avenue NE Valuation 25000.00 Status Applied Permit Issued Permit Expires Square Feet 0 Type of Construction/Occupancy Load Number of Stories 0 Proposed Use Metal Awning Addition Assigned To Launa Peterson Property InformationOwner Information Parcel#:31051400202000 AEROSPACE MANUFACTURING TECHNOLOGIES AEROSPACE MANUFACTURING TECHNOLOGIES 20100 71 ST AVENUE NE 20100 71 ST AVENUE NE ARLINGTON,WA 98223-7447 Contractors ContractorContractor Name Primary Phone Email Contact •- orthwes Awning& ravis Dever 06-285- ravis@northwestawning.com ONTRACTOR Labor 11 NORTHAF141 PC Fabric,Inc. 941 Industries Review Date Type Description Target Date Completed Date Assigned To Status 1/11/2016 Pornmercial Addition 1/19/2016 IKevin Olander In Review NotesDate • - 1/11/2016 Contractor need to pay for business license. UploadedUpload File Date File 1/11/2016 11:01:35 AM 877 i > cation.pdf COMMERCIAL APVLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BYA COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTTEEN,DED USE. Name of Project:Sly 101 L*I- 1:t3S�l��-L� Valuation: Zy. Project Address: 1 y 0 -7 1 8r A f-Ll t3C-c'Tc-3& I -I A'•23 Parcel ID#: Legal Description Owner: Phone Number: Address: City: State: Zip Code: Engineer: /�jc_ Phone Number: (50_!) 2-0 Ve — 1225 0 _ Cell Phone: E-mail: G —$r. Ccx� Address: TS-10 Std By D City: State: 0 f-- Zip Code: Cl-T Z to( STE I uU General Contractor: i flXVX5 Phone Number:_,V0(p-.265-,�20 Cell Phone: E-mail: `}CU.V�S 0 YYl(�kll f�?r?S�[�ka y'fUC� •C_U Y1n Address: A+Lt W City: sS ecel k .c State: WA Zip Code: CIE 199 Contractor's License Number: Expiration: Contact Person: _aiV'1% Phone Number: Cell Phone: E-mail: Address: City: State: Zip Code: Proposed Scope of Work:MAchjVF 6;g=Tkj tyST A4-L- 1QE1..,3 L:!t L At, ArT Received JAN 0 8 2016 --B Lb gql Page 6 of 9 1 �1� ' 1 1 k%*I y r, D, a-*1 ir. I 1 ,■r � 1�'. . r 1 7 ■ ■ Y elm 1 1 ■ 1 ■ 1 ■ 1 ■ ■ � 'W 1■ 1 ■ � � ■ 1 ■30 1 I ■ 1 ■ - 1 ■ . 1 y ir [ ■ ■ 1 1 ■ - ■I11 1 1 � Imo■ 7 _ 1 ■ MAIN ■, I a l 40 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community&Economic Development City of Arlington• 1 B204 59th Ave NE •Arlington,WA 98223• Phone(360)403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections.No concrete shall be poured or other worts covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required,and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained,prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector.In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agn:ement may result in a STOP WORK notice being posted on the project,until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and a ee to comply with this terms and conditions of this agreement. Owner: kv�_ L�--- -- — - - -- Date: I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property will be in accordance with the laws, rules and regulation of the State of Washington. Applicants Signature FF�A-y� 1)r--- V1EJF= G Print Applicants Name Gate FOR STAFF USE ONLY Permit# Accepted Amount Received Receipt# Uste Rer;erved Page 9of9 � _ 1� � � I � '1 Go q l(> 20100 71 st Ave NE ww ``t t� Iv _ Proposed awning for Senior merospace ,� u . Located at: 20100 71 st Ave NE ~ " Arlington, WA 98223 Awning Profile 4& & « : . r 6"t ick Scale:3/4"=1' ' " ♦ +"fir _ "�'�=' 4 x4"x 1/4 aluminum flat wall concrete bar anchored with four 3/8" - E ,. x 4"wedge anchors into solid _ concrete 2"x 2"x 1/8"aluminum --------- tubing tie rods �` r Flashing attached CITY QF ARLINGTQN to building 3"x 8"x 1/4"aluminum flat bar BUILDINQ DEPARTMENT 24 gauge standing seam welded to the rafters 2� STD APPRC)VED -4�/ / -jry /Z-0 metal roof attached to DATE frame , ._ NO CHANGES AIRHORRED UNLESS APPROVED BY THE B UILDING IN SPECTOR o � z 1 2"x4"x 1/8"aluminum COPY tubing rafters °"° 2"x4"x 1/8"aluminum OFFICE 1"x 1"x 1/8"aluminum tubing front bar 2,o 1ST iW tubing purlins for attaching ,•,� - standing seam sapced 2'apart Received JAN082016 `)7 Go gle Travis Dever Northwest Awning &Fabric Mop date 02016 GOO& zoo h►--.----- - (206) 285-2941 STRucTURAILADBR ymTmw 4104f.G7 .pR.lrrtG eYn20a.$ 6TTUIJCTLN7UML HOIELW 4>OL"B!6 AD AN4CNIOH DOLT AM ADDITIONAL THE CONTRACTOR IR RESPONSIBLE-FOR VERIFICATION AND CORRELATION OF ALL ITEMS AND WORK COIK'.Rt;Tti ll�i_Ci D AFF ABOVE FINISH FLOOR NECESSARY FOR COMNETIOM OF THE PROJECT AS INDICATED BY THE CONTRACT DOCUMENTS SIIOIRO ALT ALTERNATE 1 ANY OUESTION A775E RSAARD►G THE CONTRACT DOCUMENTS OR SITE CONDITIONS.THE CONTRACTOR ALL POST INSTALLED CONCRETE ANHCIICRS SMALL BE INSTALLED IN CONFORMANCE IMT14 THE ARCH ARRHnECIURM 1 SLAW l REQUEST INTERPRETATION AND CLARIFICATION FROM THE ENGINEER BEFORE BEGINNING DIE 141161lUFAC1UREFTS INSTALLATION CfVMRIA AND PER THE CUlRN01T)CC EVALUATION REPORT.ANCHORS AIR ALL THREAD ROD DETANL REFERENCEPROJECT.THE ABSENCE OF SUCH R7EQUIEJTT SHOW.SIGNIFY THAT THE CONTRACTOR HAS REVF.'WED AND ARE NOT TO CUT THROUGH ANY EXISTING REJNFORCNG STEEL BLDG BUILDING FAML.WBZED NINSELP WITH ALL ASPECTS OF THE PUCIALCR AND HAS COMPLETE C0MPI*HENWM RIKO BLCCI011G THEREOF,THE CONTRACTOR SHALL OE RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS ILA BEAM DURep(gNSIRUCT00N. ON BOUNDARY IVVL ALUMINUM UED IN IIWANO STRUCTURES SHALL COMELY WITH cDwA IT® HE RICH OF T FOLLOWINGB OS BOTTOM OF FOOTNC �T � LaT THE CONTRACT DRAWINGS AND SPEOFICATX)NS REPRESENT THE FFNMHED STRUCTURE. UNLDSS ALUMOS MABDOGATION SDINDARDS: PRELIMINARY COprywGHT ffiH3 OCT BOTTOM OTHERWISE SPECEICALLY NOTED, THEY DO NOT NDCATE THE METHOD OF CONSIRUGTMIN OR uNMr ComA011p"nee.,Eq. Eatw BEARM CONSTRUCTION LOADS,OLYTHE CONTRACTOR SHALL PROVIDE AIL k*I)ML DEFECTION AND RELATED -STRUICTURAL ELEMENTS AUUMNIN DESIGN MANUAL-ADMI SSMT BASEMENT EOUPIENT NECESSARY TO PROTECT THE STRUCTURE,WORKMEN AID OTHFA PERSONS AND MWFtRTY SHEE LIE T TAL: SPEGFICAT UM O S FOR ALUMINUM WEE T LETAL-ARM JE RFVVN BETWEEN ^ ��MORW� H DOMMCONSTRUCION TECONTRACTORMIL.ATISOWNEU "Aff.U40AM PROPERLY MALtREO NOT FOR CONSTRUCTION. C CALIBER `G-7SJT/`----� SECTION OUT PERSONS TO DEIERMNE WHERE AID HORN TEA�ORiMY I MCAUTPONARY MEASURES ffiA ALL STRUCTURAL M USED A STRUCTURAL ALUMINUM SHAPES AND PLATP-S TO BE SOB,-TS.ALL WLgW TO USE 401J ALUUNUM CIP CAU10IPLACE AND INSPECT SAME IN THE FEED, ANY MATERIAL NOT AS SPECIFZO OR ILPROPEN MATERW. FSGER ALLAY.APROTECTIVE 6ARRIERSHALL BE PROVIDED SETWEENALL STEELAHOALONONLOA TO CU CONTROL OR CONSTRUCTION JONT INSTALLATION OR WOUGLY43W SHALL 01 REJAOM AND REPLACED WITH SPECIFIED MATOUWL N A PRFN.MTCOIRCSHO4 ALL VSLDOKGMWWCILNTONFAICANVOLDNOSOCItTINWS)DIZWFLD l4ri CJP C069,IfiTt iow PENETRATION WVOTAWMLIKE MAKER AT TIE COHIRAC'TOR'B EXPENSE. LENGTHS SHOWN ARE EFFECTIVE AS BPE•CFED PER THE ALUMMM DESIGN MANUAL WELDING SHALL BE CL CENTBOWE BY AW5 CERTCED WELDERS FOR WELD TYPES SPECFIED.WHERE WELD LENGTHS ARE NOT SHOJI.THE CLO CEILING / ELEVATION OF WALL T RESE PLANS.SPE.CIFICATIONB,ENGINEERING AND OISAIN WORK AM INTENDED SOLELY FOR THE WELD OWL BE FULL LMIGTH OF MEMBERS SEND JOINED.ALL BUTT WOOS SWIL BE FULL PENETRATION C R CLEAR ORFIIAW PROJECT SPECIFIED NEREN MLLOR CONSULTlp ENONE.BAS DISCLAIMS ALL LLWBILM F THESE PWFS WEDS UNLESS HATED OTHERWISE ON 8TRU CIURAL ORAWIIGB.ALL WELDS TO RECEIVE THE:SALE CAU CONCRETE MASONRY UNIT AND SPECIFICATIONS OR THE DESXH.ADM AND WR)CTIONS ATTENDANT THERETO ARE USED ON ENO"COAT AS THE IEMOE.R BFJNG WELDED.ALL MOLT/N CONTACT WITH ALUMINUM TO BE TYPE 304 OOL COLUMN ANY PROJECT OR AT ANY LOCATION OTEw THAN THE PROJECT AND LOCATION SPEOFEO IWJWN BTANLESSSTEELWITHEMT'CF04NUTS.NU7I8ALLSETUGHOEHFOTOASHUC nGt(T COROITIDN MILLER COW CONCRETE OBSERVATION VUDI TO THE JOB SITE AND BMAL INSPECTIONS ARE MOT PART OF THE STRUCDNW COIN CONNECTION ® RBYWMBYMBM ENGOEEWSREO-ONSIILDYOILESSTIECONTRACTDOCUWB nL'eCWYOrAOtWIBB C 0 N 10 LTINp CONT CONTINUUM NON BIIBICTURAL PORTIONS OF OF PFIMM, INOWOMC BUf NOT LSLITSD TO PRl M LLG, — OF.W—ISPORTIIFDESKGHOFTHEAWRiNGMAMNO 1 N 0 1 N 1 I N 1 ODA DEFOR,EO BAR AHCIIOU •y NOIRES IASOV SYMlOL BUIPPREBEION•ELECTR ND ICAI-MECHANIC+V..LA UP-ON PLANNNIO,EROSION CONTROL FLABNND AND AND ITS CONNECTION 70 THE EXISTING STTJCRURF,THE DEL DOUBLE r WATERPROOFING ARE DEM40 THE SCOPE OF THE$I DRAYNNGS AND ARE PROVIDED SY OTHERS. FOOSTING STRUCIUURF.6 DESIGNED BY OTHER& LEA DOUOLAT FIRIAFCH Out DIAMETIER L9 0670&W SIIIIur NA, Ow. D. a 6L�THE WORK SWILL CONFORM TO TIE IM!INTERNATIONAL WILDING CODE(N% I�CONTIACTOR TOVE30FY ALL CONDITIONS PRIORTO Sullo Ono Hundred DIST DISTANCE- N INCLUDING ALL REFEPINCE STANDARDS,UNLESS NOTED OTHERWISE. COHSTHUCUCK Po'hord,OR 07L210 CA DEAD LEWD PPIN,e 6D324S,1260 ON DOWN mvALIH4PECTI"I LTTTFUCNRAL,�'� ANCHORSz OA CIK1N 1/REQUIFi[D F-0R POST INSTALLED Fox 603,240.,306 DTL DETAIL NOICRi ARROY W1YW.Imiler-00,00m LINO DRAWL•NG SP£GAL INSPECTION IS REQUIRED NCORONlCE WIT H INC BEOTNON 1f0/ON THE POLLOWM NEAR: (E) OUSTING POST INSTALLED ANCHORIS EA EACH 7HE CONTRACTOR SHALL PROVIDE SUIFFTOIEM NUT WA TO ALLOW$ONEDULN0 OF 6PEC14 NSPECIOR EF EACH FACE NLQ`G IT IS THE OWNERS RESPOHSDLITY TO PROVIDE SPECIAL INSPECTION BY A OUALNB'D THIRD PARTY. EL ELEVATION S�R9.T SURFACE-S1EPF'ED SUCH ASA TESTNGAOEIICYREVIEWEDDY THE EHCNEER EN EDGE NAIL FOR ENGI EEROFRECORD 121INK�0 EO EQUAL N. BRACE f RUI EACH WAY SURFACE-SLOPE UP THE FOLLOWING ARE THE DESIGN REGUFEMEHTB. 7 ELEVATION air DIAL&S.HILT IIBTZ EXT EXTEROR Or IXk ARCHON WITH 4 TTr FF FINISH FLOOR I BE BOLT ELM®.TYP. FN FIELD WA '' r FON VETFOUNDATION ''' /URFAOE-/LOPE 00110) Lam AL T•PL tANW-6 r AURA,R 4 MpL Z • SIBEACH FT F E CF BRACE H NAMND'4r 1G4•IIdf4', 'IL GA GAUGE TWO ADE DIRE SLOPE KFE r• IYP. b O Y 'rr TW. _v W GAUGE TWO DIRECTIONS OD OLLIELAMN NOW 411 RAFTER PER MO6PAPER OLD GLUE IAMNATEU BFw a. Cm GYPSUM WALL BOARD F]LEVATION SECTION 1 1? TYP. A• HOG H10T-0P ON.VANNNhA Q NOR vIr (HEADER GYP. w TYP. ey EWR S,BOLT IGHT ' HORIZONTAL 3 BRACE CONN. a UPPER MOUNT DET. r1� USA HEADEDBIIIOANCHOI ,Q „Iri,•4 ,o� V HHIB HOLLOW 5TR1CTURAL SECTION D INSIDE DIAMETER IN NQI IN► INTERIOR JEf JOIST Z .�F. JT JOINT E K KIP(S) 3 KSI KIPS PER SQUARE INCH L ANGLE LLN LONG LEG H ORIZ(XITAL < LLV LONG LEG VERTICAL LONG LCMOf1UDOOL LVL LAMINATED VIENEER LU VIER 4 MIN MINIMUM I= MIRROR TYP LWL` LIGM WEIGHT CONCRETE MAX MAXAA M 2 II • , • M UPP� CDF•FECTIQI NID HOT IN CONTRACT 0 M NON NOMNAL X 2: p ME NOT TOOUCEEU Y z FV NIB NOT TO SCALE (I" NEW OC ON CENTER DO OUTSIDE OAMETER DRAWN SY; ON OFF, OPPOSITE CHICKSOS: OWL OPEN WEB JOIST PAF PONAERACTUATFDFASTENFR PEW PERPENDICULAR IH(ACTIpSAT1lPLRGaNhOCIIDA iMMDATEROACT , PA PARTIAL J(MNT PENETRATION DRAT/'TIPOA,r(P. t.ravc IOHM ew ay.cfa, IS6UE DATE': 12,04t/ SRA06 ATFO,C„TYP. ww4IM LNN•os F.m.e,L•I PSI PPIL LATE PER SQUARE NCH Nr.1Y 1MB0OaIAAIwIm COI IEmWALL PEF POUNDS PER SOU.ARE FOOT RTAOTXeOATI)I.MGT1urtCTK*O DE&OF'ED BY OTES PT PRESSURE INFLATED C v. JI,II,ANaab-fto QTY OUANPTY 41.er,W. Uler•rse-e RAO RALKM -STAMOWG SEAM METAL ROOF REF REFLRENCE REINF RONFOROIHG TO BE DESIGNED RAM �OUwD 00 PSF SAW LOADD CARRY AID 30 RE LOAD V REVISED.REVISION PSF ULTGIATE WIND lRl&T 9c SLIPCRITICALANCHORT LOAD SNT SHEET SHEATHINGBEYOND,M.At1 7T'P. u IAWM.TUBE AT�'O,G INM SIMILAR 0) SG! SHEETMETALSCNEW LONER C(7LlNEG11pry F e • u SOO SLAB ON GRADE _ - - SQ SQUARE S EEL s STAINLESS ST Y I < n \ STD STANDARD Il TSB TOP AND BOTTOM WALL WITH ire DVl&S.HL1I KM ANCHORSVL STEEL 4WiXiM WSI-Tl ALUM.TUBE ALONG V RAFTER PER EJ.EHA110N,BOLT EDGE TULO TONGUE AND MOW 4YIHUM 0001.1E AIiBL RAFTERS WRT/I S Llr EIDBN AT 70.0,M. S SHEET CONTENT TIDC TOP O'OONOIETE 4e21t/N OOS1•TO ALl1M.RAFTERAT AT 24'O.C.B8IWNEEII SR/MCE �lW68001-TIAWMRARERSAT TOGETHER FRAME CIA. STRUCTURAL WYfES TOO TDP OF STEEL EDGE OF VAST PRUNE BECTIOµ IYT. IOCATIONL TV.ETW BOO®OF FRAME SECTION.TYP. ar TYR AT TT T 010@i�ST OA&8 BOLTS I AWNING DETAILS TLP TOP OF ioorwo "TYPICAL FRAME SECTION y TYR C4' TOW TOP OF PULL , TYP TYPICAL TY-0'OVERALL AWNING LENGTH LINO U MESS NOTED OTHERWISE -�--"--- .'— FRAME SECTION&TUBE TO eEOONTIALOIO VVEW VERIFY IN AWNING ELEVATION z AWNING SECTION SF.RWED#BRACEL WV WITR S t„ O.Oj 1'-T SHEET WUD V"KNR ..+. WL7E FGAJAiE A P, FAR IF _ Scope of work is for the design of the awning framing members and their connection to the existing building The existing structure is designed by others. MILLER WIND: ASCE7-10 110 mph, Exp.© Height of building(h)= 40 ft ASCE 7-10 Wind Design(3 second gust) (e)building roof angle=<3 de . C O N SU L T I N G K1 = 0.00 Leeward Factor(GCp)= 0.97 K2= 1.00 Windward Factor(GCp)= -0.88 ENGINEERS K3= 1.00 Uplift Factor(GCp)= -1.1 Kzt= 1.00 Downward Factor(GCp)= 0.2 STRUCTURAL CALCULATIONS Kd= 0. 85 Kz=1 1.04oa qz= 27.4 psf (P=qz `GCp) Awning Design Awning Gegmetry and Loadina Sum ma : 20100 71st Avenue NE, Arlington, Washington Awning Length, L= 72 ft Northwest Awning & Fabric W= 6 ft H= 0.75 ft December 4, 2015 Angle= 5.4 degrees Diagonal Project No. 151461 pDim Z.= 8 � A,•n = 576 ft' 14 pages Dead= 4 psf Snow= 25 psf Principal Checked: Leeward Wind= 26.6 psf =27.4"0.97 0 FAMES 9-1"1 t.�It,�r•1nt,i f� PAGE 3 O v \—PAGES 4-5 1 -SAGE 6 LIMITATIONS *** PAGES 13-14 (7-0 AT BRACE) g� Miller Consulting Engineers, Inc. was retained in a limited capacity for this project. This design is based upon information provided by the client, who is solely responsible for accuracy of same. No responsibility and or liability is assumed by or is to be assigned to the engineer for items beyond that MAN 957o SW Barbur Blvd Project Name _Awning Design Project.# 159469 shown on these sheets. Suite one Hundred Portland,OR 97219 20100 71 st Avenue NE, Arlington,Washington 144 Location Northwest Awning & Fabric Client M I L L E R Phone 503.246.1250 Engineering Practical,Diverse Structural Solutions Since 1978 CONSULTING Fax 503.246.1395 CJM Ef-3.1 1214115 1 of 14 9570 S W Barbur Blvd.,Suite 100, Portland,Oregon 972 1 9-541 2 ENGINEERS www.miller-se.com By Ck d Date Page Phone:(503)246-1250 Fax:(503)246-1395 www.miller-se.com Snow Drift Calculation Aluminum Tube Design: Roof support Lower roofs and Decks(Drifting Snow) Section Properties: ASCE 7-10 Section 7.7.1 b= 1 in Roof Exposure= Partially Exposed d= 1 in Span= 2 it Terrain Category=B t= 0.09 in Trib.= 2 ft Thermal Condition= Unheated structures and structures intentionally kept below freezing Scx= 0.091 in' Dead= 4 psi Soy= 0.091 in' Snow= 82.9 psi A= 0.33 in Risk Category= II aey= 0.18 in =1"0.09"2 Mt,ty= 87 ft-lb =(82.9+4)-Z-ZA2/8 User Defined Minimum Roof Snow: 25.0 psf sex= 0.18 in =1*0.09"2 Vt.y= 174 lb =(82.9+4)'2"2'/2 Design Ground Snow Load(pg)= 25.0 psf rx= 0.373 in' =SQRT(0.046/0,33) C.= 1.0 Table 7-2 ry= 0.373 in, =SQRT(0.046/0.33) Ct= 1.2 Table 7-3 Ix= 0.046 in" 1= 1.0 Table 1.5-2 ly= 0-046 in Flat Roof Snow Load(Pr)= 21.0 psf =0.7'Ce"CCI Pg J= 0.092 in" Material Properties: Lower Roof Type:Monoslope Aluminum Grade: 6W1-T6 Lower Roof Slope(x:12)= 1.00 .12 = 4.8 deg Weld Filler Alloy: 4043 Lower roof,pr nil,,. 25 psf reaction does not occur within 1"from welded area E=1 10100 ksi Bs= 26.13 ksi Lower Roof Surface= Fcy= 35 ksi Ds= 0.13 C,= 1.00 Figure 7-2 Fty= 35 ksi Cs= 80.61 p,= 25.0 psf=25psf'1 Weld shear cap. = 5897 psi(based on weld alloy strength) Bc= 39.37 ksi Dc= 0.25 Height to Upper Roof(h)= 15.00 it _ 6567 r Roof Len )- 100.0 ft ny= 1.65 U .04 PPe 9� L ( u - nu= 1.95 45 ksi BP= Lower Roof Length(ILL)= 8 it Cb= 1 Will Drifting Occur?(h,/hb)= 9.4 :0.2 Drift loads are required k1= 0,35 h,= 13.6 it =h-h b Snow Density(y)= 17.3 pcf =0.13P9 +14-30 Bending: Mx= 87 ft-lb Compression in Beams,extreme fiber(3.4.14) Design Snow Height(hb)= 1.45 ft =P$/y Lb = 98.110 in Slendemess Limitations: Total Leeward Drift Height(hd)= 3,35 it =(43"L U 113"(Pa+10)1,1-1.5)"CS Slenderness,S= 269 =(96"0.091)/(0.5•SQRT(0.046'0.092)) S1 S2 Total Windward Drift Height(hd)= 1.17 ft =(3/4)"(.43"L L 11"(PQ+10)1A-1.5)"Cs FN= 19952 psi 123 1685 Total Snow Height(h,,,)= 4.80 ft =h b+h d fbx=1 11459 psi =87*1210.091 Lb limit,(in)= 44 602 Drift Snow Load(pd)= 57.9 psf 57 43% Strong Axis: Max.Snow Load(pm)= 82.9 psf = y(hb+hd) My= 0 ft-lb Stresses,psi: Drift Width N•d)= 13.42 it Lby= 96.00 in S<S1 TS1<S<S2 S2<S Slenderness,S= 269 =(96"0.091)/(0.5"SQRT(0.046'0.092)) WA 1 19952 1 NIA Slope of Drift= 0.25 ft/ft (P Decreases to P,linearly) Fby= 1052 psi Weak Axis: Design Drift Width(Wd')= 13.42 ft fby= 0 psi Stresses,psi: Results: 0.00% S<S1 S1<S<S2 _ S2<S Design roof snow load,P.= 25.0 psf N/A 19952 N/A Maximum drift load,Pd= 57.9 psf Average Drift: 41 psf over 13.42' Shear Minimum drift load= 23.4 psf at eft Vy= 174 lb Shear in Elements:(3.4.20) h= 0.82 in=1-2"0.09 Slenderness Limitations:(h1t) Drift length(Wit)= 13.42 it Slenderness,h/t= 9.1 S1 S2 Drifting Snow Case: Average Snow Load: B8 psf Fvy= 24268 psi 64 Maximum total load(P„)= 82.9 psf fvy= 966 psi =174l0.18 Strong Axis: Minimum total load= 48.4 psf at 8'out 3,98% Stresses si: BallancedCase: Vx= 0 lb hft<S1 S1<hlt<S2 S2<M P„= 25.0-1 psf h= 0.82 in=1-2"0.09 24288 WA NIA Slenderness.hit= 9.1 Weak Axis: � �-� --- Fvx= 24268 psi Stresses,psi: rYmd AreC l.on ivx= 0 psi h/t<S1 S1<hfl ft<S2 S2<h wd' 0.00% 24268 WA NIA Pm �veyna dge._-tin Torsion= 0 R-ib Am= 1 in' _(1-0.09)"(1-0.09) tdlii Pocf fi't_ -T s^ow Fv= 24268 psi Combined Forces: 0.57 <1.00 OK F- Use 6061-T6 1 x 1 x0.09 aluminum tube 9570 SW Barbur Blvd Project Name Awning Design Project# 151461_ . Project Name Awning Design Proj�-# 151461 9570 SW Barbur Blvd Suite One Hundred Suite One Hundred MAN Portland,OR 97219 20100 71 st Avenue NE, Arlington,Washington Portland'OR 97219 Location 20100 71 st Avenue NE, Arlington,Washington _ Location - - q&i -- Client Northwest Awning 8� Fabric Client Northwest Awning & Fabric M i L L E R Phone 503.246.1250 -- - ----- - MILLER Phone 503.246.1250 ��� 1 Fax 503.246.1395 CJM � 12/4/15 2 of 14 Fax 503.246.1395 CJM E-9-"' 1214/15 3 of 14 CONSULTING www miller-se aom By -_ Ck'd Date Page -_ CONSULTING w,w,w miller-se.com BY Ck'd Date Page - ENGINEERS I I ENGINEERS P Aluminum Tube Design: Typ. taming Ratter t� o Section Properties: ° b= 2 in n d= 4 In Span= 7.75 It t= 0,125 in Tdb.= 2 It ' 3 SCx= 1-488 in M= 558 ft-Ib/it(from WinBeam analysis) SCy= 0,992 in' V at nose= 256 Ibl it(from WinBeam analysis) 1 A= 1.44 in' V at wall= 302 Ib]it(from WinBeam analysis) aey= 0.5 in =2'0.125'2 see next page for WinBeam output aex= 1 in =4"0.125'2 Mw„= 1116 ft-lb =558'2' S nc= 1.438 in' =SQRT(2.97611.44) Vww at nose= 612 Ib =256'2' a g ry= 0.83 in' =SQRT(0-99211.44) vtM,at wall= 604 lb =302*2' s Ix= 2.976 In` ly= 0,992 in J= 3.968 in" Material Properties: i Aluminum Grade: 608148 ! Weld Filter Alloy: 4043 reaction does occur within V from welled area i Y E= 10100 ksi Bs= 10.57 ksi f Fry= 15 ksi Ds= 0.03 tl Fty= 15 ksi Cs= 126.72 i Weld shear cap. = 5897 psi(based on weld alloy strength) Bc= 16,22 ksi f Dc= 0.07 j ny= 1.65 Cc= 102.30 nu= 1.95 Bp= 18.25 ksi Cb= 1 D = OAS k1= 0.35 w k2= 2.27 o sti Bending: m My= 1116 ft-lb Compression In Beams,extreme fiber(3.4.14) Lbx= 98.00 in Slenderness Limitations: I e c Slenderness,S= 144 =(96`1.488y/(0.5"SQRT(0.992"3.968)) S1 S2 �'— - e o x FbK= 9076 psi 139 4088 e 11 41 lb.= 9000 psi =1116*12/1.488 Lb limit,(in)= 93 2725 QQ m 1 99.16% Strong Axis. d m a m a MY= 0 ft-lb Stresses,psi: -- Lby= 96.00 in S<SI S1<S<S2 S2<S it Slenderness,S= 96 =(96'0.992)1(0.5'SQRT(0.992.3.968)) NIA 9076 NIA a Fby= 9091 psi Weak Axis: lby= 0 psi Stresses,psi: ' 0.00% S<S1 S1<S<S2 S2<S I °V 9091 NIA NIA a Shear. ° Vy= 6W lb Shear in Elements:13.4.20) 3 h= 3.75 in=4-2'0.125 Slenderness Limitations:(hft) M Slenderness,hft= 30 51 S2 Fvy= 10400 psi 45 101 a fvy= 1208 psi =60410.5 Strong Axis: 11.62% Stresses si: Vx= 0 lb h/KS1_ S1<h&S2 S2<h/t $ 7 h= 1.715 in=2-2'0.125 10400 WA NIA Slenderness,hA= 14 Weak Axis: ro Fvx= 10400 psi Stresses,psi: I N fvx= 0 psi hlt<51 S1<hR<S2 S2<h/t N •ai x „ 0.00% 10400 WA NIA H rL N ° w C •A w a a Torsion= 0 ft-Ib ° x a a c 100 o 41 Am= 7 In' _(2-0-125)'(4-0.125) tv,= 0 psi Fv= 10400 psi u y o o Combined Forces: pp A N A U O W 1.00 <1.00 OK rim u m x w i i Use 6061-T6 2x4x0.125 aluminum tube ° 110, „ 957o sw Barbur Blvd Awning Design 151461 W Project Name Project# . 1 a 1° H a M. - C� Pl N m m �i W a M.woo]m SA14 Suite One Hundred c I w o Ul � m a W a Portland,OR 97219 ff4i Location _ 20100 71 st Avenue NE, Arlington,Washington 11 W o e w m 0.. g o � Ooo O 1 %C.1 tl.a Northwest Awning & Fabric M ! L L E R Client -- -- w m o m Phone 503.248.1250 a a + m +-A x a m 5 of 14 °� a mW d oo m a° 1 a CONSULTING Fax 503.246,1395 CJM ffp.V) 12/4/15 4 of 14 � I w o N o m .9 W www.miller-se.com By Ck d Date Page __ U N m 1 g 1 1 W ENGINEERS n a M Nxx w or ember Aluminum Tube Design: Noe._ Aluminum Tube Design: Framing Rafter at Brace . Section Properties: Section Properties. b= 1 in b= 2 in d= 4 in t= 0.158 in d= 4 in Span= 6.00 A Scx= L428 In' t= 0.13 In Trib.=1 4 ft Sty= 0.619 in' SCx= 1.488 in' A= 1.73 in' SCy= 0.992 in' Rafter Spatting= 2 ft O.C. aey= 0.38 In =1'0.1875'2 Mom= 904 ft-lb(from WriBeam anMY%":) z seer= t.5 in =4'0.1875*2 V„.= 380 Ib(from VWnBeam analysts) A= 1.44 in P, of= 612 lb(from typical rafter) rx= 1 284 in' -SORT(2.a52f1.73) see next i*ssw for wmBeam output. aet,= 0.5 In =2.0.125*2 ry= 0.386 In' =SORT(026/1.73) P= 3015 lb(total at brace) Ix= 2.&52 in' aex= 1 in =4.0.125*2 ty= ago in rx= 1.438 in' =SQRT(2.976/1.44) M= 1024 ft-lb =512.2' J= 3 112 n ry= 0.83 in' =SQRT(0.992/1.44) V=J 512 1 lb(due to snow load case) Materist e'mpenies Ix= 2.976 in" ChedL Wind Uplift Case: Weld Filler AOo r 4043 ly= 0.992 in" Wind Uplift= 26.6 1psf reaction does occur within 1'from welded area J= 3.968 in" Dead Loading= 4 psf E= ,0100 ksi as= 10.57 tw Material Properties: M= 330 ft-lb Fq= 15 ksi Ds= 26.7 lie =(26.6•o.s+aro.6)-a•6^2rs Fir= ,5 w c5= ,2e.7z Aluminum Grade: 6061-T6 v= 220 lb =(25.W0.6+4.0.6r4-W2 weld shear sap.= 5897 psi(based on weld al strmVIII) sc= 16,22 ksi Weld Filler Alloy: 4043 snow load case controls the design OW reaction does occur within V from welded area Dc= ny= 185 Cc= 10202.30 E= 10100 ksi Bs= 10.57 ksi b` 1.95 Bp= ks = t 0.08 C - 0.08 Fly= 15 ksi Ds= 0.03 111= 035 Fty= 15 ksi Cs= 126.72 k2= z! Wield shear cap. = 5697 psi(based on weld alloy strength) Bc= 16.22 ksi Banding: DC= 0.07 M,= 904 ft-lb Compression In Beams,etrdreriM mbar(3A.14) Lb,= 88.00 in Slenderness Limitations: ny= 1.65 Cc= 102.30 Slenderness,S= 3 M =(96'1.426y(0.5'SQRT(o26-3.112)) St S2 nu= 1.95 Bp= 18.25 kst Fb,= 6733 pe 139 4058 Cb= 1 D = 0.08 ro.= 7607 psi =904'12/1 A26 Lb limn(In)= 44 1289 k1= 0.35 87.11% Song Axis. k2= 2.27 M,= 0 n-ro Stresses,psi- Bending: Lb,= 98-00 In 5<51 S1<S<S'L S2cS Mx= 1024 ft4b compression In Beams,extreme fiber(3.4.14) Slenderness.S= 1 t/ _(9W0.519y(0.6•SQRT(0 26'3.112)) wA a733 wA Lbx= 24.00 in Slenderness Lim_ifations: Flo,= , psi Weak". my= o pet stresses,psi Slenderness,S= 36 =(24.1.488Y(0.5•SQRT(0.992.3.968)) S1 I_ S2 I _S<S1 I S1<S<s2 s2<s-I Fbx= 9091 psi 139 4088 r 9091 N/AWA Compression: fbx= 8258 psi =1024*1211,488 Lb limit,(in)_ 93 2725 P=Mu. to =301542 Members) compression In Columns:(3A.7) 90.84% Lb In Sbeoderrws5 Limitations. Wo Strong Axls. k- si s2 My= 0 ft-lb Stresses,psi Slenderness,Wr= D 102 L by= 24.00 in S<Sa 1 S1<S<S2 S2<S Fc= pat,from 3.4.7 Stresses is Slenderness,S= 24 = 24.0.992/0.5•SQRT 0.992`3.W8 fa097 WA NIA kur<st St<t Uy<sz s2<kur ( )( ( )) I b= 3.63 In WA 6258 WA Fby= 9091 psi Weak Axis: Standen.,bt= IT9 3 Compression In Column Eleni(3.4.9) Fc a 8728 psi,from 3.4.9 Sarwemmss Limitations(M) tby= 0 psi Stresses,psi- � S1 s2 0.00% S<S1 Sl<S<S2 S2<$ 4.7.4,effect of local berekli n eokmtn sbwVth: SI 5 2 9091 WA NIA Fx= �04536 psi =3.14Ar10100r(1.8 19.3)Ar1000 Stresses. s Shear: Fcr/nu= 38(k) psi>8128,does not control bd<St SI<WA S2 B2<bt Frc= 33720 psi WA 1 8120 1 WA Vy= 512 lb Shear In Elements:(3.4.20) Fe ic 0258 psi.exntroilktg capacity17 h= 3.75 in=4-2.0-125 Slenderness Limitations:(hit) rc= 67t psi =t50&1 73 Slenderness,h/t= 30 S1 S2 13,92% Fvy,= 10400 psi 45 101 shear: v fvy= 1024 psi =512/0.5 Strong Aids: Vr= 3� ib sheards:(3.In F�emer4.20) h= 3.63 In=4-r0.1875 Sk xten Less Letltatlons:(rot) 9.85% Stresses, Si' Sbndeness,M= %4 �St 1 S2 Vx= 0 lb h/t<Sl S1<h/t<S2 S2<hk Fvy= 10400 ps+ 45 101 h= 1.75 in=2-2.0.125 10400 N/A N/A N,= 1000 psi =3ad0.38 Strang Ads Slenderness,hill:= 14 Weak Axis. 9,82% presses, t Fvx= 10400 psi Stresses,psL. V,= o to IV161 St<M<W WWI h= O.6:S In-1-2'0.1875 1 1o400 1 WA WA fvx= 0 psi hR<S1 Sl rM--S2 S2<h/t Slendemsss.htt=1 3.4 1 Weak Ads. 0.00% 10400 N/A N/A Fv,= 10400 psi Stresses,pat Torsion= 0 ft-lb Iv,= 0 pet M431 S14M-S2 S2<M Am= 7 in' =(2-0.125p(4 0.125) OM% I 10400 I wa WA Torsion= D n-tb fVt= 0 psi Am= 3 in' _(1-0.1875)'(4-0.1875) Fv= 10400 psf ty,= 0 psi 0.00% Fv= f 0400 ply D.00% Combined Forces: Combined Forces: 0.91 <1.00 OK 1.D1 within 595 OK Use 6061-T6 2x4x0.125 aluminum tube Uw 6MI-76 1x4x0 1875 alurnbrum tube 9570 SW Barbur Blvd Project Name Awning Design _ v project 151461 STAR Project Name AwningDesign project-0 151461 9570 SW Barbur BW g Suite One Hundred Suite One Hundred Portland,OR 97219 20100 71st Avenue NE, Arlington, Portland,OR 9721s - Location g Washington � Location 20100 71st Avenue NE,Arlington,Washington Client Northwest Awning & Fabric Client - Northwest Awning & Fabric MILLER MILLER ----�- ---- -�- Phone 503.246.1250 Phone 503.246.1250 Fax 503.246.1395 CJM '" 12/4/15 6 of 14 Fax 503.246.1395 CJM '" 12/4/15 7 of 14 C O N S U LT i N G www,miller-se.com By Ck'd Date Page CONSULTING ww miller-se.tam By Ck'd. Date Page ENGINEERS ENGINEERS b Aluminum Tuba Design: Brace M aSection Pr as; S b= 2 In Reaction from nose members. IL of c d= 2 in Snow Case= 512. Ib t= 0.125 n VlArld Uplrft Case= 226 Ib Sac= 0.552 in Number of rafters= 3 (raftors loading brew) t 8 Scy= 0.552 In' Snow Rsactlons: A- 0.94 In' Brace load(vertical reaction)= 1536 lb =512.3 o aer= 0.5 In =2.0.125*2 brace angle= 27 deg. ee= 0.6 in =2'0-125'2 T= 3383 lb =1538/SIN(27deg,) I rx= 0.7m 0 =SORT(0.552I0.94) Horizontal Load= 3015 lb(total) =1536/TAN(27 dog.) j P m ry= 0.788 inn' =SORT(0.552/0.94) 1Ahd Reactions: o N= 0.552 ins Brace load(vlerticel reaction)= 86D to =220'3 j o I= 0.552 Ins brew angle= 27 dog o' J= 1.104 ire P= 1454 lb =660/SIN(27deg.) $ Material Propertles: Horizontal Load= 1295 lb(total) =6601TAN(27 deg.) f Aluminum Grade: 6061-T8 1 { Weld I'Mer Alloy: 4043 11! reaction does not occur w(tfan V from welded area E= 10100 ksi Bs= 26.13 ksi Fay= 35 kal 05= 0.13 Fty= 35 ksi Cs= 80.61 Weld shear cap = 5897 psi(based on weld alloy strength) Sc- 309.b7 ksi V 1 ! nY= 1.65 Cc- 85.67 f nu= 1.95 Bp- 45.04 KM Cb= 1 D = 0.30 kl= 0-36 i k2= 227 Compression: I P= 1454 lb Compression in Column s:(3A7) 1 ( Lb= 110.16 In Slenderness Limitations (kL/r) w k= 1 St S2 1 m Slenderness,kFc_ 2472 psi,from 3.4.7 Stresses al. x o a m1 kUr4 S1 I S1:gM<S21 S241.h b- 1.75 in NIA NIA 1 2472 Slenderness,bA= 14 Compression In Coiumn Elmnonta:(3.4.9) ee x � Fc= 19844 pal,from 3.4 9 Slertdemess Llmlletkxls:(b/t) m a u 1 'fi a awe r a St I S2 a x , a .a 43A,affect of local buddina on column strength: 1 7.6 1 32.8 I M u 11 For= 198887 psi =3.14^2'10100/(1.6-114)"2'1006 Stresses is o a ° ay Fcr/nu= 101880 psi>19644,does not control brt<S7 St<fut<S2 S2<blt n Ih" Ito $ Frc= 29495 psi WA 19844 WA _—� - --�—- -- - Fc=J 2472 psi,contro g capac" fc=l 1547 1psi =14540.94 d 62.58% m Tendon:(5.4.1) a T= 33tK1 lb ° Ag= 0.94 IF? 0 � Ft= 21212 pal,assumes that all element of the member are connected for tension y ft- 16.99 psi 'i Combined Forces: $ 0.63 <1.00 OK Was 6061•T6 2x2x0.126 aluminum tubs a� a A W w A a W 11 a c o X Oo 0 •� a.m yas� o 1 i a a 41 s a O UI N fQ V e\ .ap a N pm D a O{ C a i N a iQ O. N s N fe Y1 m o 0 \ .1• O 1 1 �•1 Qg x ■ yO day m m U a O T tl b A i �\ " AwningDesign 151461 N g m S a m 9570 SW Barbur Blvd Project Name g Project-*__ 1 " w o it Suite One Hundred Pf0 _ ____ e e N w Portland,OR 97219 fl a�W�aJN m Location 20100 71 st Avenue NE, Arlington, Washington .3 C Client Northwest Awning & Fabric 8 of 14 i +A i_Vl L C R .. �'+\ Phone 503.246.1250 x u �m a '�,o 2 Fax 503.246.1395 CJM 12/4/15 9 Of 14 CONSULTING 8" " " H www.miller-se.com By Ck d Date Page a .a x artx w -I a x ENGINEERS u�i a°x v Connection of brsce to nose member, r Offset= 3 In 4R 0 8 s $ Mplate= 4523 In4b =3015'3"/(2 plates) E(gi $ g T= 15r)8 ID dd=3015/(2 plates) 2'xx £ $O -2g 2s e k u 5= 256 lb =512/(2 plates) 5 co y Plate Check n i t= 0.26 to d= 3 In d gg � wgffi S= 0,375 In' =0.25'312/6 e Mc= 4500 In-lb =12000.0.375 Ill y�1 m 3 46M vAthln 5%OK $ ° Q F a. Use V4" ales � --� — � „ - F LINE(weld on one side) V= low 10 =4523l3"+2581(2 lines of weld) y S S S M= 0 ftdb A $ Weld size,w= OA875 in = 3/16"weld Effective Throat E= 0.13 in =0.707.0.1875" S C EE £ g g Length of weld,d= 4 in Im S o A- 0,52 In' =0-13`4 �j s jp 1= 0.69 in, =0.13'4^3/12 f ry 23 a S= 0.35 in' =0-8944t2) �° $ o i V F= 5897 psi Vc= J088 lb =5897.0.52 $ $ a a) !!b Mc= 172 ft-lb =5897`0 35/12 = g fi i Capacity= 0,53 <1.000K c R 'a ]Use Use 0.1876"fillet weld F Y 0 04 & C a 9 UpperCOn n: C Brace g P ' Brace Reactions: Tension=M3840 lb t71 s x R g Shear= lb C U. Offset- In ro co 8 4 Moment= in-tb =1636`2,5" &e g` s? a Knife Plate Check: 4 b M= 1920 In-lb =38401(2 plates) t= 0.25 Ins - F d= 4 In o �7o� S= 0.667 In' =0.25.4^2B _ o L£ tf Mc- 8004 in-lb =12000'0.667 8004>1920 OK ` C Uset/4^ latsa � ,• � � §p�14 y SQUAREIRECTANGLE PLATE weld all around) cav Vy= 768 lb s a Mx= 1920 n-lb ly Tension= Ism lb ✓� I Weld size,w= 0.3125 In = 5/16"weld Effective Throat,E= 022 In =0.707'0.3126' Width,bl= 025 In Width of plate Depth,d1= 4 in Depth of plate Outer width of weld= 0.69 in =0.26"+(2.0.22") Outer depth of weld= 444 M =4-g2'022' A= 2.08 In' =4.44'0.69-4•025 IY a Ix= 3.70 in` =(0-69''4.44^3-0.25-4"3y12 0 Sz= 1.67 in' =3.7/(4.4472) ly= 0.12 0 =(4.44.0.6913r*025^3)[12 Sy= 0.35 In' =0.121(0.B9/2 9 F= 21000 ) I/ r IL Vc= 4326o lb =21000.2 06 III Mcx- 292J ft-lb =2100011.67/12 Capacity= 0.7t <1.00 OK G Uee 0.3126"fillet weld Mount Plate Check: couple dlst,= 4 In Tanchor= 1988 lb =(3840/4"+3015)/(2 anchors) arm= 1-25 In 25 M= 2485 in-lb =1988.125 t= 0.5 In 5 c L a b= a in d3 S= 0.250 In' =0.5^2`6/6 d K g $ o N1 Mc= 3000 In-Ib =12000'025 3000>2485 OK '-- 'ssS Y - - -41 --- t�}- - --• dds Uss U2" lets m S $ 4.924 \\ff it n Anchorage Tu= 4824 b =3015`1.6 a g Vu= 2A58 b =1536.1.E Mu= 6144 In-Ib =3840'1.6 $ m 25 Use 6/8"dla.Will KBTZ anchors,see next page for calculation u a x xw . � wg $ S 9570 SW Barbur Blvd Project Name Awning Design v _.. Project# 151461 _ a . , F*4 Suite One Hundred it MAN Portland,OR 97219 Location 20100 71st Avenue NE, Arlington,Washington g ! Northwest Awning&Fabric MILLER Client g Phone 503.246.1250 _ CONSULTING Fax 503.246.1395 cJM fP-0 12t4/15 10 of 14 11 of 14 www.miller-se.com By Ck d Date Page _ µ, ENGINEERS Steel Fastener Design-AISC 13th Audition Bolt Design At Ends Of Bract, Aluminum Tube Design: Wall Ledger Type: Bolt Grade: SS304-A Section Properties: b= 1 in Threads are included in the shear plane d= 4 in Span= R t= 0.125 in Reaction from Rafter=[VIb Ib Diameter: 0.5 in Scx= 1.019 in' M= ft-lb =604*3'/4 Loading: ASD Scy= 0,403 in' V= T= k,tension A= 1.19 in' V= 1.54 k,shear =3072/(2 shear planes)/1000 aey= 0.25 in =1"0.125*2 Reaction at anchor= 1208 Ib(at brace anchor) A= 0.196 in ae;= 1 in =4*0.126*2 dr= 0.417 in rx= 1.308 in' =SQRT(2.037/1 A 9) Vu= 1933 Ib =1208*1.6 ry= 0,411 in' =SQRT(0.201/1.19) Use 1/2"dia.S.S.KBTZ anchor ft= 0 ksi =0 10.196 Ix= 2.037 in° see next pa a for cetcuiadon fv= 7.8 ksi=1.54/0.196 ly= 0.201 in'' S� J= 2.238 in'= 0.5 Material Properties: Fastener Capacity Summary: Aluminum Grade: 6061-T6 Fnt= 56.25 ksi,Table J3.2 Weld Filter Alloy: 4043 reaction does occur within 1"from welded area Fnv= 30 ksi, Table J3.2 E= 1010o ksl Bs= 10.57 ksi Tc= 5.51 k=56.25*0.196*0.5 Fcy= 15 ksi Ds= 0.03 VC= 2.94 k=30*0.196*0.5 Fty= 1 s ksi Cs= 126.72 Weld shear cap. = 5897 psi(based on weld alloy strength) Bc= 16.22 ksi ft/(Fnt*0.5)= 0.00 <20%, effects of combined stresses need not be investigated De= 0.07 - fV/ Fnv*0.5 = 0.52 < 1.0 OK ny= 1.65 Cc= 102.30 Combined effects are not applicable. nu= 1.95 Bp= 18.25 ksi Cb= 1 D = OM F'nt= N/A ksi, Eq. J3-3, page 16.1-109 k1= 0.35 Tic= N/A k, reduced tension capacity Bending: Q=!!2 Mk= 453 ft4b Compression in Beams,extreme fiber(3.4.14) Lbx= 96.00 in Slenderness Limrotions: Use 0.5"diameter SS304-A bolt Slenderness,S= 292 =(96*1.019)/(0.5*SQRT(0.201*2.238)) S1 t1d FN= 6756 psi 139 fb = 5335 psi =453*12/1.019 Lb limit,(in)= 46 60,93% Strong Axis: My= 0 ft4b Stresses,psi: Lby= 96.00 in S<S1 S1<S<S2 S2<S Slenderness,S= 115 =(96*0.403)/(0.5*SQRT(0.201*2.238)) WA 1 8756 N/A Fby= 9091 psi Weak Axis: fby= 0 psi Stresses,psi: 0.00% S<S1 St<S<S2 S2<S 9091 WA NIA Shear. Vy= 302 Ib Shear in Elements:(3.4.20) h= 3.75 in=4-2*0.125 Slenderness Limitations-(h/t) Slenderness,h/t= 30 S1 S2 Fvy= 10400 psi 45 101 fvy= 1208 psi =30210.25 Strong Axis: 11.62% Stresses V"= 0 Ib Aft<S1 S1<tVt<S2 S2<h/t h= 0.75 in=1-2*0.125 10400 WA WA Slenderness,tdt= 6 Weak Axis: Fvx= 10400 psi Stresses,psi: fv = 0 psi htt<S1 S1<tVt<S2 S2<tVt 0.00% 10400 WA N!A Torsion= 0 It-lb Am= 3 in _(1-0.125)*(4-0.125) fv,= 0 psi Fv= 10400 psi 0.00% Combined Forces: 0.61 <1,000K Use 6061-T6 1x4x0.125 aluminum tube 9570 SW Barbur Brad Awning Design 151461 AwningDesign 151461 Project Name _ Project#_ 9570 SW Barbur Blvd Project Name g -_ Project ed An Suite One Portland,OR 97 Hundred � PuorUand,OR 9ite One 7219 Location 20100 71st Avenue NE, Arlington,Washington Location 20100 71st Avenue NE, Arlington,Washington Northwest Awning&Fabric Northwest Awning & Fabric MILLER Client -- MILLER Client g Phone 503.246.1250 Phone 503,246.1250 CONSULTING Fax 503.246.1395 CJM �"J 1214/15 12 of 14 CON 5 U LT I N G Fax 503,246.1395 CJM >� 12/4/15 13 Of 14 www.miller-se.com By Ckd Date Page- www.miller-se.com By __ Ckd Date Page ENGINEERS ENGINEERS OEM p s � 5 cm IL e C. l g a FIE, N � b b M � d ?� x 1 O V g � wg 1p • LL mh 1 14 of 14 Contour Corrugated 7/8" Section Properties CUSTOM-SILT wft S+ 1+ S- 1- .AiMLS Gauge tlbam9 Wilt) W/ft) lfn'RU M'M LAST-TIME-jVjn:i 26 1.00 0.062 0.029 0.062 0.029 24 124 0.076 0.035 0.076 0.035 L �� 22 1.55 0.0932 0.042 0.0932 0.042 Allowable Distributed Load (psfl span(ft-in.) ....... Gauge Span Basis 2-0 3-0 4-0 5-0 6-0 SS�- f 310 138 78 50 34 -—-- ` ,�I U180 310 94 40 20 12 • 1 3 26 DS f 310 138 78 50 34 Y =f388 138 78 49 28 •' TS 172 97 6.? 43 172 75 38 22 .NsSS 169 95 61 42 14 4 U180 380 113 48 24 14 24 DS f 380 169 95 61 42 - U180 380 169 95 59 34 TS f 475 211 119 76 53 U180 475 211 90 46 27 SS If 466 207 117 75 52 U180 459 136 57 29 17 t.a• f 466 207 117 75 52 i. 22 OS U180 466 207 117 71 41 l:txr IC18t11Gt nlglal rClf2f at1,9 "�$I?i1i1i 1S u1fE �i c1PSi,1.. ?'611let it t1lat L-01 erg allce 1 V,30etY 01 81C:40,31.1(al ItS kx)k- TS f 583 259 146 93 65 r;�'i t"•';ft.ln!hi?i[Ulirc'iI or YE15tlC de-wj"i3 R-1 i'1a1L11'e"11 or i14£x'1t11ar6t.1 fYiF.t:3i_S i0 an t4)K4 1?G11Terrlr.Kwa!1 b:iM If o()a1i1tEr1 C.fMXS. U180 583 257 108 55 32 Allowable Span (ft-in.) Allowable Load(psf) Gauge Span Basis 20 30 40 50 SS f 7-10 6.5 5-6 5-0 V180 5-0 4-4 4-0 3-8 ice' i r 26 DS 1 7-10 6-5 5.8 5-0 rI U180 6-8 5-10 5-4 4-11 r_I r TS f 8-9 7-2 6-2 U180 6-2 5-4 4-11 4-6 y f 8-8 7-1 a-2 5-6 dr/Alk �Aff, SS r 2.67" U180 5-4 4-8 4-3 3-11 r 24 DS 1 8 8 7-1 8-2 5 8 _ f U180 7-2 6 3 5-8 5-3 7/8" COVERAGE 34.67"(ROOF)--� f 9-9 7-11 B-10 6-2 ' COVERAGE37.33"(WALL) TS v180 6-7 69 5-2 4-10 ' ' SS f 9-8 7-10 6-10 8-1 U180 5-8 4-11 4-6 4-2 MATERIAL AND FINWW& f 9-8 7-10 6-10 6-122 • • 26,24,22 gauge available in: DS U180 7-7 6-7 6-0 5-6 ' -!r•:7 - All of our Standard and Premium Colors with a 70 percent PDVF(PoWnyiidine Fluoride)resin-based coating system f 10-9 8-9 7-7 6-10 iu p supplied as Coated Kynar 5000 material with TltanO Cool Roof TS U180 7-0 6-1 5-6 5-1 - Bare Zincalume Plus • 16 oz.and 20 oz.Copper For more than 35 years,Custom-Bill Metals has offered imbstment grade roofing prodWts that • 22 gauge Weathering Steel set the standard for quality,style and dtf'abil4.For availability in your area,please contact your Custom-Bift Metals representative.To learn more about any of our LAST TIME`' All Custom-Bilt Metals Contour corrugated roof and wall panels use ULTRA-Coop technology by PPG-'Industries that brand products,visit www.CustomBiNtAotals.com or ca11800.828.7813. €ATOM-l3ll<' reflects more heat than virtually any other coating and will not fade.Our metal roof and wall panels help earn _- credits towards LEED certification. LAST-Ma . . COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BY A COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project:s_?� I�1 - 1=Q- Oke-C Valuation: Zy f 7 s e Project Address: 2c71 U 0 7 1 Sr a� -1_!�1(-L'j C�t�1 8 z 2-3 Parcel ID#: Legal Description Owner: Phone Number: Address: City: State: Zip Code: Engineer: MILL�� L -, l Phone Number: (sp3) Zt{(p Cell Phone: 6Z E-mail: � hAlL_Lr_ (Z -Sr.: . C� � Address: Ct57 SUL 6 C&Uf- &vD City:? State: Zip Code: -t Z tot `vTE I t3U General Contractor: /��\ftS �,�-Q�� Phone Number. Cell Phone: E-mail: 416_y\S(9 Ono Address: 2 4kX1:C City: S L&, kt _ State: WA Zip Code: qF 19y Contractor's License Number: Expiration: Contact Person: v S —(L Phone Number: Cell Phone: E-mail: Address: City: State: Zip Code: Proposed Scope of Work: t &-r ALL JE1.3 (7, ArT �) "A&f- Alk{Z-R-c6S'PAX E Received JAN 0 8 201E Lb 8g I Page 6 of 9 i i COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community 6 Economk Development City of Arlington• 18204 59th Ave NE•Arlington,WA 98223• Phone(360)403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections.No concrete shall be poured or other work covered unfit approved by the City Inspector. Building Dlviclon: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City lnspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required,and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained,prior to work shown on the revisions being performed. Owner: The project owner,or the architect or engineer acting as the owners agent: shall employ the special inspector or agency ENFORCEMENT: A failure of the special Inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector.In such case a new special inspector andfor firm would need to be proposed for approval.A failure of the design andior construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project,until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read ancf a ee to comply with the terms and conditions of this agreement. Date: Owner. I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above- described property will he in accordance with the laws,rules and regulation of the State of Washington. Applicants Signature Print Applicants Name Dale FOR STAFF USE ONLY Received, _left 0 A mig Permit ft Accepted Amount Received Receipt 4 Date Receive il Page 9of9 CITY OF ARLINGTON 1•n,. ,i 238 N. OLYMPIC AVE -ARLINGTON WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT _ Address:20100 71st Avenue NE _ Permit#•877 Parcel#:31051400202000 Valuation:25000.00 OWNER APPLICANT CONTRACTOR Name:AEROSPACE MANUFACTURING Name:Northwest Awning Name:Northwes Awning&Fabric,Inc. TECHNOLOGIES Address:20100 71ST AVENUE NE Address:4448 27th Avenue W Address:4448 27th Avenue W City,State Zip:ARLINGTON,WA 98223-7447 City,State Zip:Seattle,WA 98199 City,State Zip:Seattle,WA 98199 Phone: Phone:206-285-2941 Phone:206-285-2941 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION _ PERMIT TYPE: Commercial Alteration CODE YEAR: 2012 STORIES: 0 CONST.TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: 1 OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION 14AS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC I10/IRCI10. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded lin ton#3101. Print Name Date Released By Da CONDITIONS See red line plans for additional requirements. Adhere to approved plans. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 1/14/2016 Building Permit Fee $542.19 1/14/2016 Building Plan Review Fee $352.42 Total Due: $894.61 Total Payment: $0.00 v ,_ Balance Due: $894.61 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon Permit#: 877 Permit Date: 01/11/16 Permit Type: COMMERCIAL ALTERATION Project Name: Senior Aerospace Applicant Name: Northwest Awning Applicant Address: 4448 27th Avenue W Applicant, City, State, Zip: Seattle,WA 98199 Contact: Travis Dever Phone: 206-285-2941 Email: travis@northwestawning.com Scope of Work: Metal Awning Addition Valuation: 25000.00 Square Feet: 0 Number of Stories: 0 Construction Type: Occupancy Group: ID Code: Permit Issued: 02/22/2016 Permit Expires: Form Permit Type: Status: COMPLETE Assigned To: Launa Black Property Parcel# Address Legal Description Owner Name Owner Phone Zoning AEROSPACE 31051400202000 20100 71 ST AVENUE NE MANUFACTURING 344 Transportation TECHNOLOGIES Equipment Contractors Contractor Primary Contact Phone Address Contractor Type License License# Northwes Awning& Travis Dever 206-285-2941 4448 27thAvenue CONSTRUCTION Labor&Industries NORTHAF141PC Fabric,Inc. w CONTRACTOR Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status C20.BUILDING Metal awning approved no 03/O1/2016 03/01/2016 z.Rick Karns Completed FINAL issues Plan Reviews Date Review Type Description Assigned To Review Status COMMERCIAL Contractor need to pay for business license. O1/11/2016 z.Rick Karns ADDITION Site verify sprinkler head locations to new walls. Fees Fee Description Notes Amount Building Permit Table 4-1 $542.19 Building Plan Review Table 4-2 $352.42 Total $894.61 Attached Letters Date Letter Description O1/14/2016 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 02/22/2016 Travis Dever 58376003 cc $894.61 Outstanding Balance $0.00 Notes Date Note Created By: O1/11/2016 Launa Black Uploaded Files Date File Name 02/23/2016 1488233-877 Signed Permit.pdf O1/11/2016 1420434-877 Application.pdf Date: 03/12/2026 Permit#: 877 Permit Date: 01/11/2016 Review Date: 01/11/2016 Permit Type: COMMERCIAL ALTERATION Review Type: COMMERCIAL ADDITION Target Date: 01/19/2016 Scheduled Time: 00:00 Completed Date: 01/13/2016 Description: Contractor need to pay for business license. Site verify sprinkler head locations to new walls. Review Status: Assigned To: z.Rick Karns Time In: 00:00 Time Out: 00:00 Hours: 0.0 Property Information Parcel#: 31051400202000 AEROSPACE MANUFACTURING TECHNOLOGIES AEROSPACE MANUFACTURING 20100 71 ST AVENUE NE TECHNOLOGIES 20100 71 ST AVENUE NE ARLINGTON, WA 98223-7447 Zoning: 344 Transportation EquipmentLot: Block: