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Permit D17-0307 - KFC / TACO BELL - ILLUMINATED DRIVE-THRU CANOPIES
KFC/TACO BELL 15036 TUKWILA INTERNATIONAL BLVD EXPIRED 06/09/18 D17-0307 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 0041000525 15036 TUKWILA INTL BLVD Project Name: KFC/TACO BELL Permit Number: D17-0307 Issue Date: 12/11/2017 ' Permit Expires On: 6/9/2018 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: MCNAMARA FLORINE 5245 BELL CT , CHINO, WA, 91710 HANS VISSER 5209 122ND ST E , TACOMA, WA, 98446 CULBERTSON SIGN SERVICE LLC (CONST) 5209 122ND ST E , TACOMA, WA, 98446 CULBESS842N6 N/A UNDER $5000 Phone: (253) 538-0752 Phone: (253) 538-0752 Expiration Date: 8/26/2018 DESCRIPTION OF WORK: INSTALL TWO ILLUMINATED DRIVE-THRU CANOPIES ON THE NORTH EXTERIOR ELEVATION Project Valuation: $4,500.00 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: Electrical Service Provided by: TUKWILA Fees Collected: $331.00 Occupancy per IBC: Water District: 125 Sewer District: VALLEY VIEW Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code:. WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 Permit Center Authorized Signature: Date: I hearby certify that I have read and examined this permit and know the s. e to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature:eiV Print Name:.fUS' 7--- S� .12. �14 This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 5: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 6: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 7: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0409 FRAMING CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. DM OW1 Project No. Date Application Accepted: ' 1 14 1 Date Application Expires: 1 411 (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION King Co Assessor's Tax No.: 0041000525 Site Address: 15036 Tukwila International Blvd. (Pac. Hwy S) Suite Number: Tenant Name: KFC/Taco Bell New Tenant: PROPERTY OWNER Name: Hans Visser Name: MCNAMARA FLORINE Address: 5209 122nd St E Address: 5245 BELL CT City: Tacoma State: WA Cit': Chico State: CA Zip: 91710 CONTACT PERSON — person receiving all project communication Name: Hans Visser Address: 5209 122nd St E Address: 5209 122nd St E Phone: (253) 538-0752 Fax: (253) 538-0778 City: Tacoma State: WA Zip: 98446 Phone: (253) 538-0752 Fax: (253) 538-0778 Email: csspermits@gmail.com GENERAL CONTRACTOR INFORMATION Company Name: Culbertson Sign Service Address: 5209 122nd St E City: Tacoma State: WA Zip: 98446 Phone: (253) 538-0752 Fax: (253) 538-0778 Contr Reg No.: CULBESS842N6 Exp Date: 08/26/2018 Tukwila Business License No.: BUS -0993893 H:Wpplications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Floor: ❑ Yes ® ..No ARCHITECT OF RECORD Name: Address: Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Name: Address: Company Name: Engineer Name: Address: City: State: Zip: Phone: Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 4,500 Describe the scope of work (please provide detailed information): Install two illuminated drive-thru canopies on the north exterior elevation. Will there be new rack storage? ❑ Yes Existing Building Valuation: $ ❑.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If"yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 Applications\Fermit Application Revised - 8-9-1 l.docx Revised: August 2011 bh Page 2 of 4 C Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1° Floor 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If"yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 Applications\Fermit Application Revised - 8-9-1 l.docx Revised: August 2011 bh Page 2 of 4 C PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): Install two illuminated drive-thru canopies on the north exterior elevation. Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ...Water District #]25 ❑ ... Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate ❑ .. Highline El ...Valley View ❑ .. Renton ❑ ... Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report E1 ...Traffic Impact Analysis 0 ...Bond ❑ .. Insurance 0 .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way 0 ❑ ...Total Cut 0 ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer 0 ...Cap or Remove Utilities 0 ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water 0 .. Right-of-way Use - Profit for less than 72 hours 0 .. Right-of-way Use — Potential Disturbance 0 .. Work in Flood Zone ❑ .. Storni Drainage 0 .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line ❑ ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size .. ❑ ...Water Only Meter Size 0 ...Sewer Main Extension Public 0 ❑ ...Water Main Extension Public ❑ WO # WO # WO # Private 0 Private 0 ❑ .. Grease Interceptor O .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding 0 ...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line •Number of Public Fire Hydrant(s) 0 ...Water ❑ ...Sewer Monthly Service Billing to: Name: 0 ...Sewage Treatment Day Telephone: Mailing Address: City Slate Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip H:Wpplications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT 1 HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWN/R OR AUT IORIZED AGENT: 14A_w Jin Signature: Print Name: Hans Visser Mailing Address: 5209 122nd St E H:\Applications'Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Date: . 11/14/2017 Day Telephone: (253) 538-0752 Tacoma City WA 98446 State Zip Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK PAID $331.00 D17-0307. Address: 15036 TUKWILA INTL BLVD Apn: 0041000525 $331.00 DEVELOPMENT $321.40 PERMIT FEE R000.322.100.00.00 0.00 $192.06 PLAN CHECK FEE R000.345.830.00.00 0.00 $124.84 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $9.60 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R12795 R000.322.900.04.00 0.00 4 $9.60 $331.00 Date Paid: Tuesday, November 14, 2017 Paid By: CULBERTSON SIGN SERVICE Pay Method: CHECK 13125 Printed: Tuesday, November 14, 2017 12:15 PM 1 of 1 CATIPWsysTEms oer- Kreti', co $Etl.. /sa3, -rvkwinA /*J'L ei_vf AC.GE' 4ti/P.b75-12-S Special Notes Formula : L x H of Exposed Building Face 0 - 500: EBF x .05 or 20 sq.ft., whichever is larger 501 - 1,500 : (EBF -500) x.04 + 25 sq.ft. 1501 - 3,000: (EBF - 1,500) x .03 + 65 sq.ft. 37 ( 20 Height) 93 (19 Height ) 93 (19 Height ) 37 x 20 = 740 -500= 240 240 x .04 + 25 234.6 sq.ft. 93 x 19=1767 -1500=267 267 x .03 + 65=�7 s3 s3 q.ft. 1 I& COPY permit No. 1 11 03 0 7 Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is acknowledged: By: ,deeel /Lai: Date: ',x/1/20 i 7 City of Tukwila BUILDING DIVISION PLANNING APPROVED • No changes can be madeto these plans without approval from the Planning Division of DCD Approved By: L row to Label 0 QTY. 1 Cummings Part # 300 -AS TVVR-PNL-HH Item # B1B Description Tower Panel - Half Height Sq: Ft. 0 03, 1 300-AS-TWR-DECAL-HH S1B Vinyl Logo and Graphics Half Height 31 ® 1 1 823 -2017 -MED -BELL 823 -2017 -14 -CL --WH 3x 34Medium Bell Sign ' 14Taco Bell White Letters 0 10 03, 2 823-A5-8FT--DT-CNPY Taco Bell Drive-Thru Canopy 0 ® 1 300-AS-CL30-WH-SC 30 KFC Channel Letters White 22 ® 1 300-AS-TMPL-10-4-HW S8D MADETHE HARD WAY : PaintTemplate 104 6 ® 1 823-2017-LRG-BELL 36x 4 Large Bell Sign 13 ® 1 823 -2017 -14 -CL -WH 14Taco Bell White Letters 10 3 illuminated wall signs 1 painted sign 1 wall tower graphic 2 illuminated canopies REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 6 2011 City of Tukwila BUILDING DIVISION SEPARATE PERMIT i^EQIUIRED FOR: Ele'rlechanical [llectrical aI''Iumbing Q,6as Piping City of Tukwila BUILDING DIVISION i ----REVISIONS No changes shall be made to the scope of work without prior approval of ukw"rila Building Division. I NOTE: Rev!sions will require a new plan submittal and may include additional plan review fees. RECEIVED CITY OF TUKWILA NOV 1 4 2017 PERMIT CENTER INTERNATIONAL Custo e creation throwh brand nnovation PAGE GENERAL NOTES CUMMINGS AS BUILT LEIIIEZEIHEI m=°."`°`°" vl a0. vxrer `�� a Wal ucb� WI, runW G4 1eTe �,��"` "°'LOW sA '''''''.1.7'"'""111".4,7'''''' BUM IXTESwRPaint eXenc._C ABB tO BUMC ER�e1a1 .w..>..�m A. G . TO PROVIDE VERIFICATION OF EXISTING STRUCTURAL ATTACHMENTS FOR NEW BUILDING ELEMENTS. If REQUIRED PROVIDE PER NO DRIVE—THRU PACKAGE ON THIS SITE ADDMONAL BLOCKING VENDORS RECOMMENDATION. 0. ALL SIGNAGE, GRAPHICS, AND AWNING$ARE SHOWN AS A DESIRED BEST CASE LAYOUT.A FINAL SIGNAGE SUBMITTAL SHALL BE DEVELOPED BY THE SIGNAGE VENDOR PND, DEVELOPED BY THE SIGNVENDORUNDERA SEPARATE PERMIT FROM THE BUILDING 1 51•-3' .. .. `^�., REVIEWED FOR CODE COMPLIANCE n .Acnes NCO, NCO, m tHusT C 45,B-,1 er cam,-><..-1e�e Era �,., � REtx.5¢[R WED.' . vNn WED.'. l RRCB .vasa PERMIT. 10-2 12.1• 10'-7' APPROVED i r� tF*Eruon a -..n_ aar.ee6-tuw rrtm�.asar aa1i�uBisin,ic E..mucn LENCRC HORCONXIERCR eanl rr�wwm+ LOW ....MB 11 II • 131 ® ^nj�.�� 11131 0 ® Y 4§1 Y O+r ( I 11 ,a E:. J{-� r ��I�t..L�T .�TY�.�t NiPa•� I�aIt4" �Ef , ��[.Y ([1�_ 1.1i C 0 VMil irit �O iV I EX,P1O. KTAI BEAN W .,.«� a 1.a °`� i Ua ew, a, l,:rE DO NO pL "' ; i ' I ', I� TACO BELL' -- -----I - I 1 City of Tukwila mo �► .Fl Mw MOB- K n cl:eegmuae ,-a.�.a'+.'�. +.mwu.w�l a-7+1O«�K 00 CK rro.vOnM+� om I I I I (I I BUILDING DIVIaIOI— II ® I 11.■(�,Im�. ..� I I I m EXIeAcI MEiAt BE 4„,„.„ URTM¢ ELLNM 00Va itlt ,..2 aW�N'm,e. POLYMER _ 24e6'0IE. UREHWE 2:1:::e%Otc 0. h�SJ \r i, .... i I 1 , \ FINISH NOTES = _ I4 i I. I — .. Ol TlY 7b a-iLIMCO LIC 3 CC e:000 (BICTALLC AO vE WcnN_G -- - a _'. c > �..-: 0 I_ Q � 6 O :I _ .j1.._ - t- B O I' /� u� , � © 11" .'I. , ©© O PAINT WALL SURFACE BEHIND NEW AWNINGS O3 PAINT 4• WIDE BORDER WINDOW SURROUND AS INDICATEDCD EXISTING PARAPET COPING TO BE REPAIRED. SEALED AND MED � 4.� .. .... // 0 ,, ,• I . .. _ ,... .>�.- QO OO ©STENCIL PAINTED GRAPHIC ELEMENT O NEW EXTERIOR PAN TREATMENT OO EXISTING WINDOWS cp EXISTING BOLLARD 1O NEW EXTERIOR LIGHT FUCTURE CENTERED ON WINDOW AND/OR GRAPHIC. OTHERWISE AS INDICATED IN ELEVATION. PATC/� i1 REPAIR ROOF MEMBRANE AT FI(TUREATTACHMENT POINTV�T ELECTRICAL CONTRACTOR TO VERIFY CAPACITY ON EXISTING CIRCUITS FOR UGH73 CD REINSTALL ADDRESS NUMBERS AFTER PAINTING 12 NEW SIGNAGE E ACCENT LIGHT FIXTURE. REFER TO LIGHT CAPACITY SCHEDULE. ELECTRICAL. CONTRACTOR TO VERIFY CAPACOY ON EXISTING CIRCUITS FOR LIGHTS t3 ORSTOTVWEEOMNEID ERTERS) (" D AWNINGS (AWNINGS E0 CD NEW DRNEMIRU CANOPY 15 NEW STAND OFF METAL PANEL SYSTEM VV/ VINYL GRAPHICS 16 NEW KFC MOMOUAL LETTER FACES AND CABINET CANS 1 T. TOW RE TTOP OF VE. YNTTO ALIGN WITH BOTTOM OF EXIS1ING"2 TOWER COPING.. 18 PAINT EXISTING ETRIOR DOOR AND FRAME 19 NEW EXTERIOR WALL LIGHT. M-3 ®IXLST AC STOREFRONT' 21 NEW TACO BELL SIGNAGE 22 NEW TACO BELL EXTERIOR WADY PLANK -' CEE O� O� O 21-9' m O 4 - DRIVE-THRU ELEVATION D NORTH 24'-0' 11 6'-0' T.0° 0-0' -•3'-0° 03-0 �I�1imi� +3-0' -3'-0' +3.0• -.3'-0' .3'-0' +'3'-0° 1 11 11 ° GI ® Y Ea Y E1 11 .item Yr r Y i 2 �� 0 0 0 0 i C MEO 420 ;� I al ®Q'O = I ©O II .. ....... ...... .... i ,... ,.. .. .,... ..va 2 2-4' I= - �■®■. IIII■�6, 11111■ �■: ��"., T1. 1 ® �iII`� iill()• (.''., :�■, _ 'AN ©® ©® ©® ©® MWD E BY ® ® © © MINI it F 7 KFC IMAGE COMPONENTS SCHEDULE IF i© _. / #© ,,,f/ s ■ 12=1:111C> iiia : OB LIMN mumiliiiiii , ism "` -' ' . ,,.. a .. ■if ommun*��■■■ ■•innism � ,�, .:. w ,.. 3� Sib 1 VINYL LOGO/GRAPHICS HT. ICS FOR TOWER PANEL. HALF HT. � BBB © A m 0 ® ©� €3.9)© 0� �2 EElk 3 - ENTRY 2.0 ELEVATION SOUTH 26. IMEMME121=1=111111111111111 SBd 1ARD WAV' PANT TEMPLATE • 14-4" BUILDING EXTERIOR ELEMENTS 111112111111= Btb 1 TOWER PANEL WITH LOGO AND GRAPHICS - HT _ 111, S•.P ® El/ 0 11 ® Y® 1/ Y a 430 �© SHUTTERED WNINGS-6-0•WID E — �0 a EMEMEME �� ��� ` 0 _ MP �� ..Q L B6a RAIN SCREENS FOR SHUTTERED AWNINGS 642 � .... .. SAO Ill iifi �� A,I)/___ 66b 1 RAIN SCREENS FOR SHUTTERED AWNINGS 6.4' > II V r1 1 A CiD TACO BELL !NONAGE/EXTERIOR ELEMENTS V-930 1 210 TACO BELL 3'-eX 4 -Cr LOGO BELL - FACE LR ^ m0 J 11 ®Q TACO I I 211 ® ED V-931 1 TACO BELL S' -0'X 3'-0• LOGO BELL- FACE LR V.940 2 TACOBELLI4'CHANNEL LETTER WHITE s' BELL I I 771 V-9XX 2 DRIVETHRU CANOPY TB,1 SHUTTERED AWNINGS 6'-0' WIDE BLACK'MATCH P3) SR • TBSg SHUTTERED AWNINGS -9{Y- WIDE - BLACK (MATCH P3) - __-: =-:v -, ■ III ��I I esE(j ,\i TACO BELL PANEL- SEE EXTERIOR SCHEDULE IN SCHD-1 FOO DETAILS EILTEAIOR FlILTURES © ® © ® mAAIDTLU( B6a IB TWAU.OP WALL WAFIJ3MBLK LXWAMELD AMLTIW%:WAF14CKE nwr/9ucaa+LBR^LKET) Se.GI£amrLF9 MADEFINISHoc G.R0x.ti•6n Wnn c.wmn ,t2O R.5n/..CD 24 WATTS/ VOLTS O �' O ���. iii j _ .ware iiw® E'2 3 BANNER PANH. IA•M3veA Tlastom 0000091 -tea YM�1111 "au.>R.. 3..e`alA ee aw ew=nT.A.- AL BE SBO 5r 120CL3MEit■M IMRE �ABOVBA.eL . 111 1■■� I■■■ . - Om Om Om 22 - REAR ELEVATION © pM 1 - FRONT ELEVATION WEST M3 3 WALL SCONCE RAB:WRED2JY EXTEn.RAL A4Brws,,H001201, 014 BBLr_n aad nu 20 WATTS/ 20 VOLTS PRELIMINARY NOT FOR CONSTRUCTION This document's partially comdel0. The information contained is not necessarily m«Cuat�« \\ cored This4raeig is Wr review purposes only. / far. 401 KFC ECEIVED OF TUKWILA OV 1 4 2017 IT CENTER GPD GROUP Professional Corporation 520 South Main SL, Suite 2531 Akron, OH 44311 330.572 2100 330.572.2101 DRAWING SUBMITTALS 06Cet, PAS BBB BE REVISION: Mark Dale By PROJECT TITLE "K-50 SERIES 6000 TO AMERICAN SHOWMAN° TEMPLATE VERSION RELEASE 2.0 JAN. 2016 INCENTIVE SCOPE 15036 TUKWILA INTERNATIONAL BLVD. TUKW ILA, WA 98186 COMMISSION NO. E720401 GPO JOB NO 2017392.08 SHEET TITLE EXTERIOR ELEVATIONS SHEET N0. A2.0 r Brands® 41-0" 1 1 TOP VIEW I•� •1 • • I• • • •1 3'-7" SCUPPER 8" 8'-O" DRIVE VEMO WINDOW CANOPY SIGN SPECIFICATIONS • ALUMINUM CANOPY, STEEL TURNBUCKLES & WALL PLATES PAINTED BLACK HORIZON. • LED DOWNLIGHTING. TURNBUCKLE ASSEMBLY NOTE: 2"X 8" BLOCKING AT CANOPY & INSTALL PLATE INSTALLATION POINTS. BLOCKING BY OTHERS. REVIEWED FOR CODE COMPLIANCE APPROVED DEC 062017 City of Tukwila BUILDING DIVISION TURNBUCKLE WALL PLATE 4'-0 1 /2" DOWN LIGHT 3'-4 1 /2" 3/8" LAG SCREW CONDUIT TO PRIMARY HANGING BRACKET RECEIVED CITY OF TUKWILA NOV 1 'i 2017 PERMIT CENTER TURNBUCKLE DETAIL PART #823-AS-8FT-DT-CNPY CM!, illaibles Customer creation through brand innovation. THIS DESIGN REMAINS OUR EXCLUSIVE PROPERTY AND CANNOT At DUPLICATED WITHOUT WRITTEN CONSENT THIS IS AN ORIGINAL UNPUBUSHED DRAWING CREATED FOR YOUR PERSONAL USE IN CONNECTION WITH A PROJECT PLANNED FOR YOU BY CUMMINGS SIGNS. IT IS NOT TO BE SHOWN OUTSIDE YOUR ORGANIZATION NOR USED, REPRODUCED, COPIES, OR EXHIBITED IN ANY FASHION UNLESS AUTHORIZED IN WRITING BY AN OFFICER OF CUMMINGS SIGNS. CUSTOMER APPROVAL DATE DATE BY Rev.#1 4-27-2017 S.H. Rev. #2 Rev. #3 Rev. #4 Rev. #5 Rev. #6 DATE BY DRAWING NO: 88503.00 DATE: 4-10-2017 5. Hawke BUILDING CANOPY STRUCTURAL NOTES: GENERAL THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND CORRELATION OF ALL ITEMS AND WORK NECESSARY FOR COMPLETION OF THE PROJECT AS INDICATED BY THE CONTRACT DOCUMENTS. SHOULD ANY QUESTION ARISE REGARDING THE CONTRACT DOCUMENTS OR SITE CONDITIONS, THE CONTRACTOR SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM THE ENGINEER BEFORE BEGINNING THE PROJECT. THE ABSENCE OF SUCH REQUEST SHALL SIGNIFY THAT THE CONTRACTOR HAS REVIEWED AND FAMILIARIZED HIMSELF WITH ALL ASPECTS OF THE PROJECT AND HAS COMPLETE COMPREHENSION THEREOF. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS DURING CONSTRUCTION. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. UNLESS OTHERWISE SPECIFICALLY NOTED, THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION OR CONSTRUCTION LOADS. ONLY THE CONTRACTOR SHALL PROVIDE ALL METHODS, DIRECTION AND RELATED EQUIPMENT NECESSARY TO PROTECT THE STRUCTURE, WORKMEN AND OTHER PERSONS AND PROPERTY DURING CONSTRUCTION. THE CONTRACTOR SHALL, AT HIS OWN EXPENSE, ENGAGE PROPERLY QUALIFIED PERSONS TO DETERMINE WHERE AND HOW TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED AND INSPECT SAME IN THE FIELD. ANY MATERIAL NOT AS SPECIFIED OR IMPROPER MATERIAL INSTALLATION OR WORKMANSHIP SHALL BE REMOVED AND REPLACED WITH SPECIFIED MATERIAL IN A WORKMANLIKE MANNER AT THE CONTRACTOR'S EXPENSE. THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR THE PROJECT SPECIFIED HEREIN. MILLER CONSULTING ENGINEERS DISCLAIMS ALL LIABILITY IF THESE PLANS AND SPECIFICATIONS OR THE DESIGN, ADVICE AND INSTRUCTIONS ATTENDANT THERETO ARE USED ON ANY PROJECT OR AT ANY LOCATION OTHER THAN THE PROJECT AND LOCATION SPECIFIED HEREIN. OBSERVATION VISITS TO THE JOB SITE AND SPECIAL INSPECTIONS ARE NOT PART OF THE STRUCTURAL ENGINEER'S RESPONSIBILITY UNLESS THE CONTRACT DOCUMENTS SPECIFY OTHERWISE. NON STRUCTURAL PORTIONS OF PROJECT, INCLUDING BUT NOT LIMITED TO PLUMBING, FIRE PROTECTION, LAND USE, SITE PLANNING, EROSION CONTROL, ELECTRICAL, MECHANICAL, FLASHING AND WATER -PROOFING ARE BEYOND THE SCOPE OF THESE DRAWINGS AND ARE PROVIDED BY OTHERS. EXISTING STRUCTURAL ELEMENTS ARE DESIGNED BY OTHERS. SPECIAL INSPECTION OF WELDS AND POST INSTALLED ANCHORS ARE TO BE PROVIDED BY A SPECIAL . INSPECTION AGENCY AS REQUIRED BY THE BUILDING OFFICIAL FOR ELEMENTS OF THE PROJECT THAT DO NOT MEET THE APPROVAL OF CONSTRUCTION OF A MINOR NATURE OR AS WARRANTED BY CONDITIONS IN THE JURISDICTION (SECTION 1704.2, EXCEPTION 1). CONTRACTOR TO VERIFY ALL CONDITIONS PRIOR TO FABRICATION OR INSTALLATION. ENGINEER OF RECORD FOR THE PROJECT IS TO BE NOTIFIED IF CONDITIONS DIFFER FROM WHAT IS SHOWN ON THE DRAWINGS. BUILDING CODE ALL PHASES OF THE WORK SHALL CONFORM TO THE 2015 INTERNATIONAL BUILDING CODE, INCLUDING ALL REFERENCE STANDARDS, UNLESS NOTED OTHERWISE. DESIGN LOADS THE FOLLOWING ARE THE DESIGN REQUIREMENTS: STRUCTURAL DESIGN CRITERIA: RISK CATEGORY II WIND DESIGN DATA: BASIC WIND SPEED (3 SEC GUST)=135 MPH EXPOSURE: C SNOW LOAD: 30 PSF FOOTINGS FOUNDATION CRITERIA CONTRACTOR SHALL VERIFY SOIL CONDITIONS AT THE FOOTINGS AND MAKE ANY NECESSARY CORRECTIONS TO PLACE THEM ON FIRM NATIVE SOIL OR STRUCTURAL FILL COMPACTED TO 95% OF MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT PER AMERICAN SOCIETY FOR TESTING AND MATERIALS, ASTM D698 (STANDARD PROCTOR), OR ASTM D1557 (MODIFIED PROCTOR). THE COMPACTION SHALL BE VERIFIED BY A QUALIFIED INSPECTOR APPROVED BY THE BUILDING OFFICIAL. COMPACTED STRUCTURAL FILL FOR DEPTHS GREATER THAN 12 INCHES SHALL COMPLY WITH PROVISIONS OF AN APPROVED GEOTECHNICAL REPORT. ASSUMED SOIL BEARING PRESSURE 1500 POUNDS PER SQUARE FOOT (PSF). CONCRETE CONCRETE MIXING, PLACING AND CURING OF CONCRETE SHALL BE IN ACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE, ACI 318 AND IBC CHAPTER 19. CONCRETE SHALL BE 2500 POUNDS PER SQUARE INCH (PSI) MINIMUM AT 28 DAYS. ALL CONCRETE WITH REINFORCEMENT SHALL HAVE NO CHLORINE OR CHLORIDES. WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE SURFACE SHALL BE CLEANED AND ROUGHENED TO A MINIMUM 1/4" AMPLITUDE PER ACI 318 11.6.9. SET ALL ANCHOR BOLTS AND DOWELS BEFORE POURING CONCRETE. REINFORCING STEEL ALL REINFORCING STEEL SHALL BE DEFORMED BARS PER ASTM A615 OR A706 GRADE 60. ALL REINFORCING STEEL TO BE WELDED SHALL BE ASTM 4706. ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. UNLESS NOTED OTHERWISE, SET MAIN REINFORCING STEEL 3" FROM EARTH AND 2" FROM FORMED SURFACES. BAR LENGTHS DETAILED ARE OUT TO OUT AND DO NOT INCLUDE ALLOWANCE FOR HOOKS OR BENDS. USE MINIMUM 30" LAP FOR 44 BAR AND SMALLER UNLESS NOTED OTHERWISE (UNO). USE MINIMUM 36' LAP FOR 45 BAR UNO. ALL REINFORCING STEEL SHALL BE SUPPORTED ON WELL -CURED CONCRETE BLOCKS OR APPROVED METAL CHAIRS, AS SPECIFIED BY THE CRSI MANUAL OF STANDARD PRACTICE, MSP -1, AND SHALL BE SECURELY TIED IN PLACE WITH #16 ANNEALED IRON WIRE. REINFORCING STEEL SHALL BE DETAILED IN ACCORDANCE WITH THE "ACI MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES," ACI 315. NON -SHRINK GROUT ALL NON -SHRINK GROUT SHALL BE NON-METALLIC GROUT CONFORMING TO ASTM C1107, AND SHALL HAVE A SPECIFIED MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 5000 PSI. PRE -GROUTING OF BASE PLATES IS NOT PERMITTED. CONCRETE/CMU ACCESSORIES ANCHORS SHALL BE AS SPECIFIED ON THE DRAWINGS. ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S INSTALLATION CRITERIA AND PER THE CURRENT ICC EVALUATION REPORT FOR THE ANCHOR. ANCHORS ARE NOT TO CUT THROUGH ANY EXISTING STEEL REINFORCING. STRUCTURAL STEEL STRUCTURAL STEEL ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE ASTM A992 FOR W -SECTIONS AND ASTM A36 FOR ALL OTHER SECTIONS, PLATES AND BARS. ALL RECTANGULAR HSS SECTIONS SHALL BE ASTM A500, GRADE B, FY= 46000 PSI AND ALL ROUND 855 SECTIONS SHALL BE ASTM A500, GRADE B, FY = 42000 PSI. ALL STRUCTURAL STEEL PIPE SHALL BE ASTM A53, GRADE B, TYPE E OR 5, FY= 35000 PSI. ALL STEEL IN CONTACT WITH ALUMINUM TO BE STAINLESS OR HAVE A PROTECTIVE BARRIER TO PREVENT CORROSION. UNLESS NOTED OTHERWISE, ALL BOLTS TO BE ASTM 4307 AND ALL ANCHOR RODS TO BE ASTM F1554 GRADE 36, WITH MATCHING NUTS. ALL FASTENERS IN CONTACT WITH ALUMNIUM TO BE TYPE 304 STAINLESS STEEL WITH MATCHING NUTS OR HAVE A PROTECTIVE BARRIER TO PREVENT CORROSION. NUTS SHALL BE TIGHTENED TO A SNUG TIGHT CONDITION PER RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (RCSC) SPECIFICATION FOR STRUCTURAL JOINTS. SECTION 8.1. ALL STRUCTURAL STEEL SHALL HAVE ONE COAT OF PRIMER, EXCEPT SURFACES TO BE EMBEDDED IN CONCRETE OR MASONRY. EMBEDDED SURFACES SHALL BE FREE OF CONTAMINANTS. ALL ZINC (GALV.) COATINGS ON IRON AND STEEL PRODUCTS SHALL CONFORM TO ASTM A123. REPAIRS OF GALVANIZED COATINGS ARE TO CONFORM TO ASTM A780. ALL EXPOSED STRUCTURAL STEEL TO HAVE ONE FINISH COAT OF RUST INHIBITING PAINT, COLOR BY OWNER. ALL WELDING SHALL CONFORM TO AMERICAN WELDING SOCIETY (AWS) D1.1 USING E70XX ELECTRODES. WELD LENGTHS SHOWN ARE EFFECTIVE AS SPECIFIED PER THE SPECIFICATIONS OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC). WELDING SHALL BE PERFORMED BY AWS CERTIFIED WELDERS FOR WELD TYPES SPECIFIED. WHERE WELD LENGTHS ARE NOT SHOWN, THE WELD SHALL BE FULL LENGTH OF MEMBERS BEING JOINED. ALL BUTT WELDS SHALL BE FULL PENETRATION WELDS UNLESS NOTED OTHERWISE ON STRUCTURAL DRAWINGS. ALL WELDS SHALL RECEIVE THE SAME FINISH COAT AS THE MEMBER BEING WELDED. ALUMINUM ALL STRUCTURAL ALUMINUM SHAPES AND PLATES TO BE 6061-76. ALL WELDS TO USE 4043 ALUMINUM FILLER ALLOY. A PROTECTIVE BARRIER SHALL BE PROVIDED BETWEEN ALL STEEL AND ALUMINUM TO PREVENT CORROSION. ALL WELDING TO CONFORM TO AMERICAN WELDING SOCIETY (AWS) D1.2. WELD LENGTHS SHOWN ARE EFFECTIVE AS SPECIFIED PER THE ALUMINUM DESIGN MANUAL. WELDING SHALL BE BY AWS CERTIFIED WELDERS FOR WELD TYPES SPECIFIED. WHERE WELD LENGTHS ARE NOT SHOWN, THE WELD SHALL BE FULL LENGTH OF MEMBERS BEING JOINED. ALL BUTT WELDS SHALL BE FULL PENETRATION WELDS UNLESS NOTED OTHERWISE ON STRUCTURAL DRAWINGS. ALL WELDS TO RECEIVE THE SAME FINISH COAT AS THE MEMBER BEING WELDED. ALL FASTENERS IN CONTACT WITH ALUMINUM TO BE TYPE 304 STAINLESS STEEL WITH MATCHING NUTS OR HAVE A PROTECTIVE BARRIER TO PREVENT CORROSION. NUTS SHALL BE TIGHTENED TO A SNUG TIGHT CONDITION. li 2x2x1/4 x 6' LONG 6063-T5 ALUM. 0.125" THICK BENT ALUMINUM ANGLE AT EACH END OF TUBE NOSE MEMBER W/(4) 410 S.S. SELF DRILLINGS SCREWS TO NOSE AND LEDGER MEMBERS, TYP. CANOPY NOTES: 1. SCOPE OF WORK IS FOR THE THE DESIGN OF THE CANOPY FRAMING AND ITS CONNECTION TO THE EXISTING STRUCTURE. THE EXISTING STRUCTURE IS DESIGNED BY OTHERS. SEE REACTION TABLE FOR CANOPY LOADING TO THE EXISTING BUILDING 2. ALL FRAMING IS PREMANUFACTURED OFF SITE. 3. SEE MANUFACTURER SHOP DRAWINGS FOR FINISHES, INSTALLATION INSTRUCTIONS AND MINOR COMPONENT DIMENSIONING AND DETAILING INFORMATION. 4. ALTERNATE CONNECTION: 3/8" DIA. TAPCON+ANCHORS INTO SOLID GROUTED CMU WALL WITH 3" EMBED. MOUNT REACTIONS L• x, LB I. J z, IN -LB _J R2 612 492 984 ` 0.09" THICK BENT ALUMINUM LEDGER MEMBER 344 191 0 BRACKETS SPACED AT 2'-0" O.C. N- 2x241/4 6063-75 ALUM. TUBE, TYP. ` 0.09" THICK ALUM. HAT CHANNEL, TYP. r •1 li 2x2x1/4 x 6' LONG 6063-T5 ALUM. 0.125" THICK BENT ALUMINUM ANGLE AT EACH END OF TUBE NOSE MEMBER W/(4) 410 S.S. SELF DRILLINGS SCREWS TO NOSE AND LEDGER MEMBERS, TYP. CANOPY NOTES: 1. SCOPE OF WORK IS FOR THE THE DESIGN OF THE CANOPY FRAMING AND ITS CONNECTION TO THE EXISTING STRUCTURE. THE EXISTING STRUCTURE IS DESIGNED BY OTHERS. SEE REACTION TABLE FOR CANOPY LOADING TO THE EXISTING BUILDING 2. ALL FRAMING IS PREMANUFACTURED OFF SITE. 3. SEE MANUFACTURER SHOP DRAWINGS FOR FINISHES, INSTALLATION INSTRUCTIONS AND MINOR COMPONENT DIMENSIONING AND DETAILING INFORMATION. 4. ALTERNATE CONNECTION: 3/8" DIA. TAPCON+ANCHORS INTO SOLID GROUTED CMU WALL WITH 3" EMBED. MOUNT REACTIONS x, LB y, LB z, IN -LB R2 612 492 984 R1 344 191 0 BRACKETS SPACED AT 2'-0" O.C. 1' DIA. ROD WITH 1/4" PLATE AT EACH END 9' 9" 8'-0" MAX CANOPY ELEVATIONS 3/ 1/4" ALUM. PLATE, TYP. UPPER MOUNT 1 1/2"=1'-0" 6010 BLOCKING WITH SI MPSON 435 AT TOP AND BOTTOM AT EACH END 3/8' DIA. S.S. LAG WITH 31/2" MIN. EMBED INTO BLOCKING, TYP. 1/4" THICK STEEL PLATE WELDED TO ROD 7 1/2" 41/2' PLATE TAB 1/4" THICK ALUM. PLATE 3'=1'-0' 0.063" THICK ROOF PANELS WITH RIBS AT 12" O.C. 1/8" THICK ALUM. BRACKETS SPACED AT 2'-0" O.C. (2) #12 S.S. SELF DRILLING SCREWS, TYP. HAT CHANNEL PER PLAN, TOP FLANGE OF CHANNEL TO BE CONTINUOUS OVER TUBE SUPPORT #12 S.S. SELF DRILLING SCREW FROM ROOF PANEL TO HAT CHANNEL AT 15" O.C., TYP. ROOF PANEL PER ELEVATION HAT CHANNEL 3"=1'-0" 773 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 0 6 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 1 4 2017 PERMIT CENTER ALUM. WALL BRACKET PER ELEVATION 6" 3/8' DIA. LAG WITH 31/2" MIN. EMBED INTO SOLID FRAMING, TYP. WALL BRACKET 3'=1'-0" MILLER CONSULTING ENGINEERS 9570 SW Barbur Blvd Suite One Hundred Portland, OR 97219 Phone 503.246.1250 Fax 503.246.1395 www.miller-se.com KFC ELEMENTS CUMMINGS RESOURCES LLC DRAWN BY: CHECKED BY: JM PROJECT NO: 170225 ISSUE DATE: 02-28-17 O 0 O w K SHEET CONTENT SHEET S1 of 1 REVIEWED FOR 'CODE COMPLIANCE APPROVED DEC 0 6 2_017 • City of Tukwila at MILLER CONSULTING ENGINEERS STRUCTURAL CALCULATIONS KFC Elements 17514 Meridian E, Puyallup, Washington Cummings Resources February 28, 2017 Project No. 170225 7 pages Principal Checked: *** LIMITATIONS *** RECEIVED CITY OF TUKWILA NOV 1 2017 PERMIT CENTER 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 shown on these sheets. Engineering Practical, Diverse Structural Solution YSince 1978 9570 S W Barbur Blvd., Suite 100, Portland, Oregon 97219-5412 Phone: (503) 246-1250 Fax: (503) 246-1395 www.miller-se.com 4' Deep Canopy Scope of work is for the design of the canopy framing shown and its connection to the existing stucture. The existing structure and other elements are designed by others. Canopy Geometry: Depth = 4.00 ft Canopy Length, L = 8 ft Area = 32 ft2 a = 0.63 ft b = 3.38 ft d = 3.00 ft e = 4.12 ft +/- (max) = 0.678 radians (38.8 deg.) Number of Tie Rods = Tie -Rod Triburary = Upper conn. trib. = Lower conn. trib. = Canopy Loading: ASCE7-10 Wind Loading 2.00 4.00 4.00 4.00 ft (max) ft (max) ft (max) Ultimate Wind Speed: 110 mph Exposure: K1 = 0.00 (ASCE 7-10 Figure 26.8-1) K2 = 1.00 (ASCE 7-10 Figure 26.8-1) K3 = 1.00 (ASCE 7-10 Figure 26.8-1) Kzt = 1.00 (ASCE Eqn. 26.8-1) Kd = 0.85 (ASCE 7-10 Table 26.6-1) Kz = qz = 25.8 psf (P = qz * GCp) Building Height = 30 ft (max) (e) building roof angle = < 3 deg. Uplift (GCp) = Downward (GCp) = Uplift = -42.1 psf = 25.8* -1.63 R2 Downforce = 7.2 psf = 25.8*0.28 R1 C = 4'*8' 0.98 -1.63 0.28 MOUNT REACTIONS x, LB Assumed Dead Load = 10 psf Ground Snow Load = 30 psf w/ drift = 42 psf Combination: Loading: psf = 10+42 psf = 0.6*10+0.6*-42.1 psf = 10+0.75*(0.6*7.2+42) (1)-D+S (2) - 0.60 + 0.6Wup (3) - D + 0.75(0.6W + S) Summary Table, plf along canopy Load Combination: (1) (2) R2y = R2x = R1y = Rix = T= Rod Check: 52.0 -19.3 44.7 Rod dia. = Lb = Compression = Pc = Mrod = Mc = Comb. Cap. = 123 -153 85 153 196 (3) -46 57 -31 -57 -73 106 -132 73 132 169 1.00 4.12 292 3037 73 3386 (upper connection) (upper connection) (lower connection) (lower connection) (load in rod) in ft Ib = 73p1f*4' Ib (axial capacity of 1" dia. rod) in -Ib = 292*(0.25"), (assumed deflection of rod) in -Ib (moment capacity of 1" dia. rod) 0.07 < 1.0 OK Use 1" dia. rods y ,LB z, IN -LB 612 492 984 306 170 0 (BRACKETS SPACED AT 2') MILLER CONSULTING ENGINEERS 9570 SW Barbur Blvd Suite One Hundred Portland, OR 97219 Phone 503.246.1250 Fax 503.246.1395 www.miller-se.com Project Name KFC Elements Project # 170225 Location 17514 Meridian E, Puyallup, Washington Client Cummings Resources CJM fJ 2/28/17 1 of 7 By Ck'd Date Page Fastener Check: Number of fasteners = 4 per mount x1 = 2 in x2 = 5.25 in Ttotei = 612 Ib per connection = 153p1f *4' Vtetei = 492 Ib per connection = 123plf *4' Tact = 247 Ib = ((153*(5.25"/2)+123`2")/5.25"*4')/(4/2) Vact = 123 Ib = 123'4'/(4) = 63.5 Result = 276 Ib = SQRT(247^2+123^2) W= 305 Ib/in Z = 180 Ib Cd = Upper Mount Plate Check: 1.6 W = 488 Ib/in p = 2.28 in Z' = 288 Ib Z'a = 709 Ib = 488*2.28*288/((488*2.28)*(COS(RADIANS(63.5)))^2+288*(SIN(RADIANS(63.5)))^2) 709 > 276 OK xl Use 3/8" dia. lag bolts (min) to wood framing, 3 1/2" min embed T = 247 Ib x3 = 2.25 in Mr = 556 in -Ib = 247 Ib *2.25" b = 4 in t = 0.25 in Z = 0.063 in3 = 4*0.25^2/4 Mc = 1358 in -Ib = 0.063*3600/1.67 1358 > 556 OK Use 0.25" thick plate Upper Wall Blocking Connection: Try Simpson Horiz. capacity = Vert. capacity = Vhodzontai = Vveboai = Comb. Cap. = Lower Rod Tab Check: A35 695 670 153 246 clips Ib Ib Ib = 612/(4 clips) Ib = 492/(2 clips) 0.59<1.000K Use Simpson A35 clips (min.) Trod = 784 Ib = 196'4' = 38.8 deg. Vx = 611 Ib = 784*COS(38.8) yl = 2.5 in Vy = 491 Ib = 784*SIN(38.8) x1 = 1.5 in t = 0.25 in thick M = 1528 in -Ib = 611"2.5" T = 491 Ib S = 0.375 in3 = 0.25*3^2/6 Mc = 2438 in -Ib = 6500'0.375 1528 < 2438 OK Weld Couple = 3 in VW,eid = 509 Ib Awed = 0.35 int VCwetd = 1994 Ib = 5641'0.3535 509 < 1994 OK Use 0.25" plate with 0.25" fillet welds MILLER CONSULTING ENGINEERS 9570 SW Barbur Blvd Suite One Hundred Portland, OR 97219 Phone 503.246.1250 Fax 503.246.1395 www.miller-se.com Project Name KFC Elements Project # 170225 Location 17514 Meridian E, Puyallup, Washington Client Cummings Resources CJM 2/28/17 2 of 7 By Ck'd Date Page Check Roof Panels: Load = 52.0 psf Panel Width = 12 in (between ribs) w = 52 plf = 52*12"/12 M = 78 ft -Ib = 52*(12/12)^2/8*12 t = 0.063 in (min.) b= 12 in S = 0.0079 in3 = 12"*0.063^2/6 Mc = 99 in -Ib = 12500*0.0079 78 <99OK Use 6063-T5 0.063" aluminum for roof panels Roof Beam Check: (hat channel) Actual Dead Load = 1 psf Down Load = 43.0 psf Trib. = w= Span = M= 2 86 4.00 172 ft plf = 43*2 ft ft -Ib = 86*4^2/8 Reactions: Uplift Load = 24.7 psf Use 6063-T5 1x3 aluminum channel See page after next for calculation Trib. = 2 ft w = 49.4 plf - = 24.7*2 Span = 4.00 ft M = 99 ft -Ib = 49.4*4^2/8 Hat channel reactions at cross tube: Trib. To support (span) = 4.00 ft Trib. To support = 4.00 ft Reaction = 344 Ib = 86*4 (downward) Reaction = 198 Ib = 49.4*4' (uplift) Cross Member Check: (at center tie -rod Axial Compression = 612 Ib = 153*4' Span = 3.63 ft Tab connection location = 3.19 ft (from wall) # of screws = T = 99 Ib = 197.6/(2 screws) Tc = 251 Ib per screw 99 < 251 OK 2 Use (2) #12 screws Load from roof hat channel = 344 Ib (at midspan) M = 522 ft -lb = 611*(3.5")/12/3.625'*(0.4375')+491*3.1875'*(0.4375')/3.625' Check Nose Support: Trib. = 1 ft w = 52 plf = 52*1' Layers of Material = t = 0.125 in span = 4.5 in (from roof panel to face of canopy) M = 234 in -Ib = 52*4.5" S = 0.03125 in3 = 0.125^2*12"/6*(1) Mc = 391 in -Ib = 0.03125*12500 234 < 391 OK (conservative moment) Use 6063-T5 2x2x0.25 aluminum tube at tie rods See page following roof beam check for calculation 1 Span = M= Use (1) layers of 0.125" thick alum. plate for roof support ft (between rods) ft -Ib = 52*6.5'^2/8 6.50 275 Use 6063-T5 2x8 aluminum channel at nose See page after cross member check for calculation as MILLER CONSULTING ENGINEERS 9570 SW Barbur Blvd Suite One Hundred Portland, OR 97219 Phone 503.246.1250 Fax 503.246.1395 www.miller-se.com Project Name KFC Elements Project # 170225 Location 17514 Meridian E, Puyallup, Washington Client Cummings Resources By CJM2/28/17 3 of 7 Ck'd Date Page Check Ledger Connection Along Wall Ledger: Trib. = 1 ft w = 52 plf = 52psf*1 Bracket Spacing = 2 ft o.c. V = 104 Ib = 52*2' bearing offset = 2 in M = 208 in -Ib = 104"2" t = 0.09 in b = 12 in (effictive width of ledger member) S = 0.016 in' = 12"*0.09^2/6 Mc = 203 in -Ib = 12500*0.0162 208 within 5% of 203, OK Use 0.09" thick ledger member Vertical Load at Wall Bracket: V = 104 Ib = 52*2' offset = 0.5 in M = 52 in -Ib = 104*0.5" t = 0.125 in b = 6 in S = 0.016 in' = 6"*0.125^2/6 Mc = 195 in -Ib = 12500*0.0156 52 <195OK Use 0.125" thick x 6" wide bracket Out of plane Load at Wa I Bracket: (due to wind uplift) Tension (from cross member) = 76 Ib = 57p1f*4'(2 brackets) vertical offset = 1.00 in M = 76 in -Ib t = 0.125 in b= 6 in S = 0.016 in' = 6"*0.125^2/6 Mc = 195 in -Ib = 12500*0.0156 76 <195OK Use 0.125" thick x 6" wide bracket Bracket Fastener Check Tact = Vact = a= Result = 129 Ib = SQRT(76^2+104^2) W= 305 Ib/in Z = 180 Ib Cd = W= p= = Z'a = 76 104 36.2 Ib Ib 1.6 488 2.28 288 388 Ib/in in Ib Ib = 488*2.28*288/((488*2.28)*(COS(RADIANS(36.2)))^2+288*(SIN(RADIANS(36.2)))^2) 388 > 129 OK Use 318" dia. lag bolts (min) to (e) wood framing, 3 1/2" min embed as MILLER CONSULTING ENGINEERS 9570 SW Barbur Blvd Suite One Hundred Portland, OR 97219 Phone 503.246.1250 Fax 503.246.1395 www.miller-se.com Project Name KFC Elements Project # 170225 Location 17514 Meridian E, Puyallup, Washington Client Cummings Resources By CJM Ck'd- Date 2/28/17 Page 4 of 7 Hat Channel Design ROOF BEAM Section Properties: b = in d = 3 in tree = 0.09 in tna,: = 0.09 in y bar = 1.50 in x bar= 0.23 in Scx = 0.366 in3 St, = 0.366 int Scy = 0.048 in< Sty = 0.158 in< A = 0.43 in< aey = 0.27 in =3'0.09 ae,= 0.18 in =1'0.09'2 rx = 1.13 in< = SORT(0.549/0.43) ry= 0.293 in< = SORT(0.037/0.43) Ix = 0.549 in° ly = 0.037 in' Material Properties: Aluminum Grade: 6063-T5 Weld Filler Alloy: 4043 reaction does not occur within 1" from welded area E= Fcy = Fty = Ftu = Weld shear cap. = ny = nu = Cb = kt = k2 = kt= 10100 16 16 22 5897 1.65 1.95 0.35 2.27 ksi ksi ksi ksi psi (based on weld alloy strength) Bbr= Dbr= Cbr= 28.29 ksi 0.18 102.86 Bs = 11.32 ksi Ds = 0.04 Cs= 122.46 Bc = 17.35 ksi Dc = 0.07 Cc = 98.92 Bp = 19.54 ksi Dp = 0.09 Cp = 93.22 Bending: Compression in Beams, extreme fiber (3.4.11) Slenderness Limitations: Strong Axis: M„= Lb, = Slendemess, S = leg length, b = Slenderness, btt = Fb, = fb„ = 86 18.00 61 0.82 8284 2820 ft -Ib = 172/(2 halves) in = 18/(0.293*SORT(1)) in psi psi = 86'12/0.366 34.04% Tension Element Check: F = 12606 psi r = 2820 psi 22.37% Weak Axis: Tip of channel eg in compression. My= ft -Ib (weak axis) co = 0.234 in cc = -0.766 in co/cc = m= Fby= psi psi = 0.12/0.048 -0.31 b = 12606 0.00% Tension Element Check: F = 9697 psi f= psi 0.00% Lb limit, (n) = S1 S2 23 119 7 35 St esses,r S<S1 01<0<02 02<5 N/A 8284 N/A Compression in Beams Elements, (3.4.15) Slenderness Limitations: S1 S2 -17 16 Stresses r btt<S1 S1<bft<S2 S2<bi N/A 9421 13152 Compression in Beams Elements: (3.4.17) Tip of channel leg in compression. Slenderness Limitations: 01 S2 12 29 Stresses, psi: bft<S1 01<bft<S2 S2<btt 12606 N/A N/A Compression in Beams Elements: (3.4.18) Tp of channel leg in tension. Slenderness Limitations: S1 S2 41 54 St resses,I: bft<S1 S1<bft<S2 S2<btt 12606 N/A N/A Tension: (3.4.4) F= F= 12606 9697 psi, stong axis si, weak axis Shear: Strong Axis: Vy = h= Slenderness, hft = Fvy = fvy= Weak Axis: V„ _ h= Slenderness, h/t = Fv„ = 2.82 31.3 11094 0.00% 0.82 9.1 11094 0.00% Ib Shear in Elements: (3.4.20) in = 3-2'0.09 Slenderness Limitations: (h0) psi 01 S2 44 98 psi = 0/0.27 Strong Axis: Ib in = 1-2'0.09 psi psi = 0/0.18 Stresses, psi: hit<S1 S1<hf<S2 S2<htt 11094 N/A N/A Weak Axis: Stresses, psi: hn<s1 I S1<hft<S2 I 02<hft 1 11094 N/A 1 N/A Combined Forces: 0.34 <1.00 OK 'Use 6063-T5 103 aluminum channel MILLER CONSULTING ENGINEERS 9570 SW Barbur Blvd Suite One Hundred Portland, OR 97219 Phone 503.246.1250 Fax 503.246.1395 www.miller-se.com KFC Elements Project Name Project # 170225 Location 17514 Meridian E, Puyallup, Washington Client Cummings Resources CJM EP-) 2/28/17 5 of 7 By Ck'd Date Page 11094 N/A 1 N/A Combined Forces: 0.34 <1.00 OK 'Use 6063-T5 103 aluminum channel MILLER CONSULTING ENGINEERS 9570 SW Barbur Blvd Suite One Hundred Portland, OR 97219 Phone 503.246.1250 Fax 503.246.1395 www.miller-se.com KFC Elements Project Name Project # 170225 Location 17514 Meridian E, Puyallup, Washington Client Cummings Resources CJM EP-) 2/28/17 5 of 7 By Ck'd Date Page Aluminum Tube Design: Cross Member Check at Tie -Rod Section Properties: b = 2 in d = 2 in t= 0.25 in Sex = 0.911 in' Scy = 0.911 in' A = 1.75 aey = in = 2'0.25'2 sex= in = 2'0.25'2 rx = 0.722 in = SQRT(0.911/1.75) Ty = 0.722 in' = SQRT(0.911/1.75) Ix = 0.911 inc ly = 0.911 in" J = 1.822 in° Material Properties: Aluminum Grade: 6063-T5 Weld Filler Alloy: 4043 reaction does not occur within 1" from welded area E = 10100 ksi Fcy= 16 ksi Fly = 16 ksi Weld shear cap. = 5641 psi (based on base metal strength) ny = nu = Cb = kI = k2 = 1.65 1.95 0.35 2.27 Bs = 11.32 ksi Ds = 0.04 Cs = 122.46 Bo = 17.35 ksi Dc = 0.07 Cc = 98.92 Bp = 19.54 ksi Dp = 0.09 Bending: Mx = Lb, = Slenderness, S = Fbx = Po,= My= Lby = Slendemess, S = Fby = thy= 522 44.00 62 9697 6876 70.91% 44.00 62 9697 0.00% ft -lb in =(44'0.911)/(0.5'SQRT(0.911'1.822)) psi psi = 522'12/0.911 Lb limit, (in) = ft -Ib in = (44'0.9l 1)/(0.5'SQRT(0.911'I.822)) psi psi =0'12/0.911 Compression in Beams, extreme fiber (3.4.14) Slendemess Limitations: S1 S2 138 3823 98 2703 Strong Axis: Stresses, psi: S<S1 S1<S<S2 S208 9697 N/A N/A Weak Axis: Stresses, psi: SCSI Sl<S<S2 S2<0 9697 N/A N/A Compression: P= Lb = k= Slendemess, kir = Fc = b= Slendemess, bit = Fc = 612 43.50 60.2 6675 1.50 6 9596 4.7.4, effect of local bucklin Fcr = Fcr/nu = Frc = Fc = fc = 1081630 Ib Compression in Columns: (3.4.7) in Slendemess Limitations: (kUr) psi, from 3.4.7 in psi, from 3.4.9 on column strength: psi = 3.14"2.10100/(1.6'6)"2'1000 psi > 9596, does not control psi psi, controlling capacity psi = 612/1.75 554682 163115 6675 350 5.24% 01 S2 99 Stresses, sc kL/r<S1 1 Sl<kUr<S2 N/A 6675 S2<kL/r N/A Compression in Column Elements: (3.4.9) Slendemess Limitations: (bit) S1 S2 4.6 49.7 Stresses, si: bA<S1 61<bh<S2 S2<b/t N/A 9596 N/A Shear: Vy = h= Slenderness, htt = Fvy= ft'y = V,= h= Slendemess, hit = Fv, _ fv, _ Torsion = Am = iv, = Fv = 183 1.5 6 11094 183 1.65% 1.5 6 11094 0.00% 3 11094 0.00% b Shear in Elements: (3.4.20) n = 2-2'0.25 Slendemess Limitations (htt) psi psi = 183/1 n = 2-2'0.25 psi psi = 0/1 ft -lb int = (2-0.25)'(2-0.25) psi = 0'12/(2'0.2512-0.25)'(2-0.25)) psi SI S2 44 98 Strong Axis: Stresses, sn h/t<S1 1 Sl<h/t<S2 11094 N/A s2<hit N/A Weak Axis: Stresses, psi: h/t<S1 SI<hn<s2 S2<hit 11094 N/A N/A Combined Forces: 0.76 < 1.00 OK Use 6063-T5 2x2x0.25 aluminum tube MILLER CONSULTING ENGINEERS 9570 SW Barbur Blvd Suite One Hundred Portland, OR 97219 Phone 503.246.1250 Fax 503.246.1395 www.miller-se.com KFC Elements 170225 Project Name Project # Location 17514 Meridian E, Puyallup, Washington Client Cummings Resources CJM -u✓ 2/28/17 6 of 7 By Ck'd Date Page Nose Member Check Section Properties: h 2 in in two = 0.09 in tr,n = 0.09 in y bar = 4.00 in x bar = 0,37 in Sex = 2.305 in' Stx = 2.305 in' Scy = 0.207 in' Sty = 0.918 in' A= 1.06 in' aey = 0.72 in =8'0.09 ae, = 0.36 in =2'0.09'2 rx = 2.949 in' = SQRT(9.218/1.06) ry= 0.565 in' = SORT(0.338/1.06) Ix = 9.218 in° ly = 0.338 in° • Material Properties: Aluminum Grade: 6063-T5 Weld Filler Alloy: 4043 reaction does not occur within 1" from welded area E_ Fcy = Fty = Ftu = Weld shear cap. = ny = nu = Cb = k1 = k2= kt = 10100 16 16 22 5897 1.65 1.95 0.35 2.27 ksi ksi ksi ksi psi (based on weld alloy strength) Bbr= Dbr= Cbr = 28.29 ksi 0.18 102.86 Bs = 11.32 ksi Ds = 0.04 Cs= 122.46 Bc = 17.35 ksi Dc = 0.07 Cc = 98.92 Bp = 19.54 ksi Op = 0.09 Cp = 93.22 Bending: Strong Axis: Mx = Lb, = Slendemess, S = leg length, b = Slenderness, bit= Fb, = fbx = 275 78.00 138 1.82 20 4565 1430 ft -lb (strong axis) in = 78/(0.565'SQRT(1)) in Lb limit, (in) = Compression in Beams, extreme fiber (3.4.11) Slenderness Limitations: 01 S2 23 119 13 67 Stresses S<St S1<S<S2 S2<0 N/A N/A 4565 psi Compression in Beams Elements, (3.4.15) psi = 274.625'122.305 31.33% Tension Element Check: F = 12606 psi f= 1430 psi 11.34% Weak Axis: Tip of channel eg in compression. ft -/b (weak axis) in in My = co = cc = co/cc = m= Fby= lb = 0.368 -1.632 -0.23 1.06 9279 0.00% Tension Element Check: F= f= 9697 0.00% psi psi = W12/0.207 Slenderness Limitations: 01 S2 -17 16 Stresses, psi: b/t<S1 S1<bft<S2 S2<bit N/A N/A 5926 Compression in Beams Elements: (3.4.17) Tp of channel leg in compression. Slenderness Limitations: S1 S2 12 29 Stresses, psi: bit<S1 S1<bit<S2 S2<b/t N/A 9279 N/A Compression in Beams Elements (3.4.18) Tip of channel leg in tension. psi Slenderness Limitations: psi S1 S2 39 51 Stresses, r bft<S1 S1<bit<S2 S2<bit 12606 N/A N/A Tension: (3.4.4 F= F= 12606 9697 psi, stong axis si, weak axis Shear: Strong Axis: vv= h= Slenderness, hit = Fvy = fvy = 7.82 86.9 4366 0.00% n = 8-2'0.09 psi psi = 0/0.72 Shear in Elements: (3.4.20) Slenderness Limitations: (h/t) 01 S2 44 98 Strong Axis: Weak Axis: Stresses, psi: h= Slenderness, hit = Fv, _ 1<, = 1.82 20.2 11094 0.00% n = 2-2'0.09 psi psi = 0/0.36 hit<S1 S1<hlt<S2 S2<hit N/A 4366 N/A Weak Axis: Stresses, psi: hit<S1 101<h/t<S2I 02<hit 1 11094 I N/A I N/A Combined Forces: 0.31 <1.000K lUse 6063-T5 2x8 aluminum channel at MILLER CONSULTING ENGINEERS 9570 SW Barbur Blvd Suite One Hundred Portland, OR 97219 Phone 503.246.1250 Fax 503.246.1395 www.miller-se.com KFC Elements Project Name Project # 170225 Location 17514 Meridian E, Puyallup, Washington Client Cummings Resources CJM 2/28/17 7 of 7 By Ck'd Date Page 11094 I N/A I N/A Combined Forces: 0.31 <1.000K lUse 6063-T5 2x8 aluminum channel at MILLER CONSULTING ENGINEERS 9570 SW Barbur Blvd Suite One Hundred Portland, OR 97219 Phone 503.246.1250 Fax 503.246.1395 www.miller-se.com KFC Elements Project Name Project # 170225 Location 17514 Meridian E, Puyallup, Washington Client Cummings Resources CJM 2/28/17 7 of 7 By Ck'd Date Page 5/1/2018 City of Tukwila Department of Community Development HANS VISSER 5209 122ND ST E TACOMA, WA 98446 RE: Permit No. D17-0307 KFC/TACO BELL 15036 TUKWILA INT'L BLVD Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 6/9/2018. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 6/9/2018, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D17-0307 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 ti PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0307 DATE: 11/17/17 PROJECT NAME: KFC/TACO BELL SITE ADDRESS: 15036 TUKWILA INToll BLVD X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: A -r ht4L L()0 -I Building Division Public Works Ale P=11-11 Fire Prevention Planning Division Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWERcS INITIALS: DATE: 11/21/17 Structural Review Required DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12/19/17 Approved Corrections Required ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWERQS INITIALS: DATE: 'Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 CULBERTSON SIGN SERVICE C Home I sp fiol Contact Safety & Health Claims & Insurance Washington State Department of Labor & Industries Page 1 of 2 Search L&I A -Z Index Help My I.&1 Workplace Rights Trades & Licensing CULBERTSON SIGN SERVICE LLC Owner or tradesperson Principals CULBERTSON, PAUL EDWARD JR, PARTNER/MEMBER CULBERTSON, KERI JEAN, PARTNER/MEMBER CULBERTSON, PAUL EDWARD, PARTNER/MEMBER Doing business as CULBERTSON SIGN SERVICE LLC WA UBI No. 602 043 276 5209 122ND ST E TACOMA, WA 98446 253-538-0752 PIERCE County Business type Limited Liability Company Governing persons PAUL E JR CULBERTSON PAUL E SR CULBERTSON; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties Signs License no. CULBESS842N6 Effective — expiration 08/26/2016— 08/26/2018 Bond Ironshore Indemnity Inc Bond account no. SUR40011110 Active. Meets current requirements. $6,000.00 Received by L&I Effective date 08/26/2016 08/22/2016 Expiration date Until Canceled Insurance American Fire & Casualty Co $1,000,000.00 Policy no. BKA54862652 Received by L&I Effective date 07/21/2017 07125/2017 Expiration date 07/25/2018 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602043276&LIC=CULBESS842N6&SAW= 12/8/2017