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HomeMy WebLinkAboutPermit D2000-379 - RED DOT CORPORATION - PALLET RACKSRED DOT CORPORATION 745 ANDOVER PK E D2000-379 1 City of Tukwila Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 DEVELOPMENT PERMIT Parcel No: Address: Suite No: Location: Category: Type: Zoning: Const Type: Gas /Elec.: Units: Setbacks: Water: Wetlands: OCCUPANT OWNER CONTACT CONTRACTOR Signature:_ Print Name: WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES. APPLICANT IS PROCEEDING AT THEIR OWN RISK. 262304 -9115 745 ANDOVER PK E AWSE DEVPERM TUC 001 North: N/A Contractor License No: RED DOT CORPORATION Phone: 745 ANDOVER PK E, TUKWILA WA 98188 745 BUILDING Phone: (206) 575 -8525 C/O METROMARK INVESTMENT MGM, 1005 ANDOVER PARK E, TUKWILA WA 98 GREG THORESON Phone: 206- 696 -0999 495 ANDOVERK PK E, TUKWILA WA 98188 AFFIDAVIT IN LIEU OF CONTR 1 ***************************************************** * ** * * * * * * * * * * ** ** * * * * * * * * * * * * ** Permit Description: INSTALL PALLET RACK STORAGE. ****************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Construction Valuation: $ .00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No: Size(in): .00 Flood Control Zone: N Hauling: N Start Time End Time Land Altering: N Cut: Fill: Landscape Irrigation: N Moving Oversized. Load: N Start Time: End Time: Sanitary Side Sewer: N No: Sewer Main Extension: N Private: N Public: N Storm Drainage: N Street Use: N Water Main Extension: N Private: N Public: N ****************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *: TOTAL DEVELOPMENT PERMIT FEES: $ 733.39 ****************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *' Permit Center Authorized Signature: Date: I hereby certify that I have read and examined this permit and know the to be true and correct. All provisions of law and ordinances governing work will be complied with, whether specified herein or not. The granting of this permit cancel the provision of any or the perform ce of work. development p it. Occupancy: UBC: Fire Protection: .0 South: .0 East: .0 West: Sewer: N/A Slopes: N Streams: does not presume to give authority to violate or other state or local laws regulating construction I am authorized to sign for and obtain this This permit shall become null and void 180 days from the date of issuance, or for a period of 180 days from the last if the work if the work inspection. Permit No: Status: Issued: Expires: Date: (206) 431 -3670 D2000 -379 ISSUED 11/29/2000 05/28/2001 WAREHOUSE 1997 SPRINKLERS /AFA .0 11 1_ 2 1/YD is not commenced within is suspended or abandoned same this z H W 0 0 N 0 ' Nw W =; u ~� LL w 1 Q !; Y2 O = w' z I UJ Lit O N o1- W O ' LLB Z ; on 0 Et z H ►„j.i'r Gh 1iir..is1LA Permit Conditions: 1. :No changes will be made to the plans unless approved by the Engineer and the Tukwila Bul iding'.Division. A i 1 construction to be ;bone i n conformance with approved .plans and requirements' of the. Uniform bu i 1 d i ng, Code (1997 Edition) as amended: Unitorm Mechanical Code (1997 Edition). and Washington:. State Energy Code (1997 Edition): ,Validity of P ermit: , Tine issuance of °a permit or approval of plans:: soecif icati;onst and . computat ions shall, not strued to be •a' permit for or an approval of'. any violation of any ,of, " the• ;prov i si ons of . the building code or of any :other :'ordinance. of,; the iu No permit presuming to ;give r to violate'. ors cancel the provisions of this: ,code sha 1 1 be va l firs A l der m,i ts` .; inspection records. and approved plans shall avai fable at the lob s:ite pr i °or .to : the start of any ran_ ,s.truction These documents are to be- maintained and avai ab,l+e{ ;unti final i aspect i.orl app/ ova 1 i,s gr . :A IRE DEPAR' :TMENT CONDITIONS * *A The ettached set of pla reviewed, have been ev.iewed by The' Prevention Bureau and are a acceptabl,e with the following concerns Storage may not be closer than. 36 i•nches„,in all directions to ei 1 ing hu "Space " 'or� Unit ` heaters. (UFC 1109.2) Storage m not be closer than `18 inches below sprinkler Address: 74'• ANDOvEf 1 L. Suite: Ienant: l vpe DEVPEI'M Marcel # 262304 -911 *** k **•k•A•k•k•k k*•k•k•kk *•k•k•k•k A*•k k k ** k•A k k A Akkk A kk k k k A k•A k*kA k k k Ak kk k A Ak A k A Permit No: 02000-3)9 :Status: ISSUED Applied: 11/29/2000 Issued: 11/29/2000 heads. t:NFPA 13, .4 -2.5> In do;rb l e;,;row r acks with he i ghts' of storage 'up to and including , 25 an,. average nominal 6" transverse f l u e space 'between;:loads,`or at rack uprights shall ;; be. (NFPA 1;) Maintain minimum; :C" longitudinal flue space between back rack (NFPA 13) 11. Where storage;;.height exceeds 15 feet, and ceiling sprinklers only are instal, led, fire protection by one of the : following methods 'pis re'qui "for steel building columns located within racks: (a) 'on,e -,hour fire .(b) sidewall sprinklers at the 15 foot :elevation of the column. (c) ceiling sprinkler density minimums :as . determined by the Tukwila Fire Prevention Bureau. (NFPA 13) 12. Aisles leading to required exits shall be provided from all Portions of buildings. Aisles located within an accessible route of travel shall also comply with the Building Code requirements for accessibility. (UFC 1204.1) Depending on the classification of the commodity being stored and the size of the storage area smoke vents, small hose stations and curtain boards may be required by Table 81 -A of the Uniform Fire Code. Contact the Tukwila Fire Prevention Bureau for further information. mo w' 00 rn o` W W, J i N u- WO u Q = I- W. z �. U O w z O .: iti : ., 0 z . 14. An approved hose station requires plans review. (Plans must be submitted to the Fire Marshal for approval prior to installation.) (City Ordinance #1901) , 15. Racks designed for high-piled storage must comply with section 2207 of the Uniform Building Code. Please contact the Tukwila Building Department for details pertaining to design and installation standards. 16. from blocking sprinkler coverage with shelving NFPA standard #13 states that any shelving or decks in excess of 4 feet in width will require installation of I esprinklers thereunder. . 17. High-piled combustible storage is combustible materials in 'closely packed piles more than 12 feet in height or combustible materials on pallets or in racks more than 12, feet in height. For certain special-hazard commodities such as rubber tires, plastics, some flammable liquids, idle pallets, etc.:, ,the - critical pile height may be as low as 6feet. (UFC article 2, sec. 209-H) 18. Contact the TUkWiia Fire Prevention Bureau to Witness all required inspections and tests. (UFC 10.503) (City' Ordinanca and #1901) 19. This review limited to speculative tenant space only ,special„%fire-permrts may be,necesserY depending on deta)led descrIPlon of 'intended use. , - ' 20. Any overlooked haz.ardous:Condition,andior violation of the 1 . adop t ed Fire or 6 4ildint4 Codes does not imply approyal,of suchcondition_or violation.; The plans were reviewed by Inspector 510. If you have , any . :/1 w c: r v aseceiii the'1 Prevention BureaU at -4407. 1 herebv certify that 1 have .read these conditions and will'd with them as outlined. d Of law and dri n a nce„.gpver9ng this wOrkiwij1 beJ,coMplied'With, whether :specified herein or not The Orahting=of3his permit 'does not prespine:to give authority to violate •Air cancel the provisions of any other work ,or local laws regmlatln9Lconstruction or the Performance of work. Signature: , Date:, rint Name: /1 Project Name/Tenant: , tcs f1-� C of �or0. kcr Existing use: ❑ Retail use: Retail ❑ Restaurant ❑ Multi- family lairrarehouse Hospital ❑ Church tlfanufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Value of Construction: 30 Imo ( Y Qv Site Address: /� c City State / y Tax Parcel N Jumber: U Property Owner: Area of Construction: (sq. ft.) -,- y 0 O 00 Phone: Street Address: ,r A A n �Qs� vwaw 1'0. r (L ...19 Statec /Zi t U I�w J I F : �/ Fax #: 2--° Cv - S S - 8 ? i.7 Contractor: Sa I Phone: Street Address: City State /Zip: Fax #: Architect: Saw-o Phone: Street Address: City State /Zip: Fax #: Engineer: () t ac:11 w 1 Z I evl. se Phone: 20 - 2-$3^ 0 35 - 7 Street Address: 2 20 e 04/1 A,.►e s+ t S S City State Zip: 3vta-t ►3 9 ► h G t2 Fax #: 1 2-06: L83- 0 5'1 7 Phone: z0 6- 6.9 6 -- 0 9 g q Contact Person: q 1-44-121 o re s o, - la ct L � r tE s Street Address: n City,State /Zip: Fax #: - r ^ ►Os`e�.v-vi - l o . i E • 'fiu icw, ( t G 4 3 et, to(' - s - s` - $ 2 6'7 Description of work _ to be done: C L ` O C 1 - co ._ k--s .r,. -. o) 16.,,k w0.C. t L t -N i Tv 'T o -1,(.. 9 1 1 Vk Existing use: ❑ Retail use: Retail ❑ Restaurant ❑ Multi- family lairrarehouse Hospital ❑ Church tlfanufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family 0 Warehouse Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Will there be a change of use? ❑ yes ©no if yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? 0 yes ❑ no Existing fire protection features: �rinklers ❑ automatic fire alarm ❑ none ❑ other (specify) eci (P Y) Building Square Feet: 1 0C9 0 0 o existing Area of Construction: (sq. ft.) -,- y 0 O 00 1 Will there be storage of flammabl /combustible hazardous material in the building? ❑ yes pi no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets Commercial / Multi - Family Tenant Improvement / Alteration Permit Application APPLICANT. REQUEST FOR PUBLIC WORKSSITE/CIVIL PLAN REVIEW OF THE FOLLOW (Additional rauiaw�.r i,-h determined by the Public Works Depa (206) 575 -3840 ext. 3356 Fax: (206) 575 -8267 495 Andover Park E. GREG THORESON C e ( Facilities Mana CTPERMIT.DOC 1/29/97 CITY OF TUf'` "VILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile gregthoreson @reddotcorp.com Mobile: (206) 696-0999 P.O.Box 58270 Seattle, WA 98138 /Sidewalk Size(s): is. 0 Fill cubic yds. ❑ Sewer Main Extension ❑ Water Main Extension 0 Deduct Est. quantity: ❑ Flood Control Zone ❑ Hauling ❑ Landscape Irrigation O Private 0 Public O Private 0 Public 0 Water Only gal Schedule: - - --- value or 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 extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: 1 -oo Date application expires: - Z • t - off Appllr.,at/on taken by: (Initials) PLEASE SIGN BACK OF APPLICATION FORM a.... sxs :�iifi•,r.wz.t':a+r'�aAi�3:l. SMn%:Yraatnk *Ash ,�d ' ' u,7,y8 „r.�,' v'r . •z.:ilta.Wti . 9x:L� - = * -. > A?I t� ; riiAfe re6 a w+x '33g. 2 ~ • w L tr O 0 CO • H � W W O 2 u-? � = • W Z I- w 1- U • D O l- ilt • 0 L I O W Z - • I O ~ Z Commercial / Multi - Family Tenant Improvement / Alteration Permit Application Application and plans must be complete In order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. CITY OF 'TUrVILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 Project Name/Tenant: � 10 CO J ()or0.A 4w Site Address: City State /Zip: Property Owner: 'l� rl l� `Is�l3: a ecx h o-\-- Co v r �-- Street Address: 41 c- p City State /Zi A v eXO tivl �o.r ( C 2sf- ?ulCu„ / /�• Contractor: Sam Street Address: City State /Zip: Architect: S o „vv..4 Street Address: City State /Zip: Engineer: () 7 c_A-ov- 1't ►rise Street Address: q l City State Zip: 1 20 Se u v �,,,. e s t SZ S-4 ,e4- 3v1 6 • Contact Person: q 981 Ct > �a reSu, - - t �4�4 TiES ►nCt2 Street Address: City,state /Zip: k-4 ea � - E . - tu I� ( , e C 103 d Value of Construction: 30, /17)0 ( ,�� Tax Parcel Number: Phone: 206 3 ,sya Fax #: Lo 6 ' ' )5 - 82.4.7 Phone: Fax #: Phone: Fax #: Phone: 20 - 283 03s7 Fax II: 206: u3-- osv Phone: 2.06- (.96- -099°i Fax #: S ' S' - $ 2 6''7 Description of work to be done: (2.-LA.0 Q)%;' IC k vcif,.. L (7 - 1 - 0 't' k.)-v„ ..7 ■ L YA%-- Existing use: CI Retail CI Restaurant CI Multi-family O' ��V�arehouse ❑Hospital ❑ Church Th rr anufacturing ❑ Motel /Hotel ❑ Office El School /College /University ❑ Other Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family 0 Warehouse ❑ Church In Manufacturing ❑Hospital g ❑Motel /Hotel CI Cl School /College /University ❑ Other Will there be a change of use? ❑ yes Milo Will there be rack storage? 0 yes ❑ no Existing fire protection features: 0 spri nklers ® a utomatic fire alarm ❑ none ❑ other s ecif (P Y) Building Square Feet: t Od e 0 0 0 existing I Area of Construction: (sq. ft.) go, 00 Will there be storage of flammable /combustible hazardous material in the building? ❑ yes p no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets APPLICANT;REQUEST FOR PUBLIC. WORKS SITE /CIVIL..L'AN REVIEW'OF THE FOLLOWIN (Additional reviews maybe determined the Public Works Department) ”: ` t ' � ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Flood Control Zone ❑ Fire Loop /Hydrant (main to vault )#: ❑Hauling ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic ds. Y CI Landscape Irrigation ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use Cl Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent # Size(s): I ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous 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 extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined In Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. I Date application accepted: i i - Zq--Do Date application expires: - 2q -0 lApp ton taken by: (initials) fVh�l^�J I PLEASE SIGN BACK OF APPLICATION FORM CTPERMIT.DOC 1/29/97 If yes, extent of change: (Attach additional sheet if necessary) 739. Z ~ • W O 0 to J = U) u_ W u_ I d I Z � W U • O O — O I- WW 1 111 U = P. Z rn BUILDING OW EIR OR THORIZED AGENT: / Signature: �/ Date: ` �`t 1 ov Print name: q l�,e 0 - Phone: _S ?s- 3 W0 - 61 ` Fax II: Address L{ si- City /Stato /Zi� j(0.' u■ ) a 5136 ALL COMMERCIAL/MULTI -F ilLY TENANT IMPROVEMENT /A •ATION PERMIT APPLICATIONS M ► :E SUBMITTED WITH THE FOL • WING: • ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER D. ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN ) BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ Complete Legal Description ❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Four (4) sets of working drawings (five(5) sets for structural work), which include : ❑ ❑ Site Plan (including existing fire hydrant location(s) 1. North arrow and scale 2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements 3. Parking Analysis of existing and proposed capacity; proposed stalls with dim=nsions 4. Location of driveways, parking, loading & service areas 5. Recycle collection location and area calculations (change of use only) 6. Location and screening of outdoor storage (change of use only) 7. Limits of clearing /grading with existing and proposed topography at 2' intervals extending 5' beyond property's boundaries 8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of use only) 9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 18.45.040), of those, identify by size and species which are to be removed and saved 10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change of use only) 11. Location and gross floor area of existing structure with dimensions and setback 12. Lowest finished floor elevation (if in flood control zone) 13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H- 9). ❑ ❑ Floor plan: show location of tenant space with proposed use of each room labeled ❑ ❑ ❑ ❑ ❑ ❑ CI ❑ CI CI ❑ Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of any hazardous materials; dimensions of proposed tenant space. Vicinity Map showing location of site Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of rack. Structural calculations are required for rack storage eight feet and over. Indicate proposed construction of tenant space or addition and walls being demolished Construction details Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. Washington State Non - Residential Energy Code Data shall be noted on the construction drawings. SEPA Checklist - if intensification of use (check with Planning Department for thresholds). Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions. Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Public Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) Copy of Washington State Department of Labor and Industries Valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant is other than the owner, registered architect /engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal I HEREBY CERTIFY THAT I 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. 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NC.; rlf:11'lF:E 4 it J. a t)t)I)/ 31.1*, ti 3u. 01_1414 t:I4ELt; 00Nitt:S 2. t.;l.14 ti t3 U , ,i'cf tt ti l "- :f.I ATE. . B U ].1. t' ) ; ti l t, I l rl li t E 4 . •: t ta rat` 4 r'" Project / / �� !�/ Type of Insssp ion: /� Address: — - 7cAtr Date call d: Speci I instructs ns: Date wa nt d:/....— � �may, a.m. fr P.m. Requester: Phone: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: Inspecto(: € r. i�.. �2�; z��r':.' ��ti .�3�tl:irlf`�.ui;t;;:•:v:5ar k,. r: � .wz.ci5vr,Ytit:tl�aF:,.ca......c Corrections required prior to approval. /) PERMIT NO. (206)431 -3670 Date / ❑ $47.00 REINSPECTION E REQUth ED. 'Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ..._....t� ti ..w ,e i.11,4;1th4!Ll d2 �;:u.ccu.Y tYl aXe:.w.tA wX ^atla+�Y..C�eKa #:n4nsM . alt: U. ?ULaA ...ar"ar:9:?..,ri4h,d:,cW.li�ld Pxu ]. .G UJ U : UO to O W W; J F N W?. W O 2 g J. tlQ d i H LLI O; Z 2 U 0 ; w W ' F U Z, U If 0 •Z INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Address: Special instructions: Approved per applicable codes. COMMENTS: 0 It G, f 4%4 r 4a 0 $47.00 REINSPECT! FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Su)te 100. Call to schedule reinspection. I Receipt No: Date: Corrections required prior to approval. K CiltsrA$ :ii ..M1.14 i ;ii r..�ltrewa:a. ,. .r.s. <.Y,J...is. t..r -a! lat. 3lM�vrrratw .46...eLt'::3iii;bw�li rt W, ■ O ; ' Co G J Fes; N lL w O J u. Q (n I— Ill Z Z I- LLI o I- u j = 01 • O ti Z . O Z' TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Retain:: current ;inspection_ schedul Needs shift inspection Approved without correction notice ■ . Approved with correction notice issued Sprinklers: X - 11 Fire Alarm Hood & Duct - Halon: Monitor: Pre -Fire: Permits: Permit N Steven M. Mullet, Mayor Thomas P. Keefe, Fire Chief 000 - 3n Suite L2D(0 Date Rev. 2/19/98 T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206-575-4404 • Fax: 206-575-4439 City of Tukwila Fire Department Nov -29 -00 06:24A VICTOR H. KIMSEY • VICTOR H KIMSEY CONSULTING STRUCTURAL ENGINEERS 2120 SOUTHWEST 152nd STREET SUITE B SEATTLE, WA 98166 PH: 206.283.0357 FX: 206.283.0517 0 TO: ATTN: FAX: PROJECT: FROM: NUMBER OF PAGES (EXCLUDING COVER SHEET): CC: RECEIVED CITY OF TUKWILA r ef • PERMIT CENTER FAX COVER SHEET RED DOT CORP Mr. Gregg Thoreson (206) 575.8267 Fax Building 745 Storage Rack Review Victor Kimsey (206) 283 -0517 P.01 DATE: November 28, 2000 JOB NO: 20 -K067 Twenty -one CITY OF TUKWILA APPROVED NOV 2 9 2000 g abAS NO' 5JiU DUG MESSAGE: Gregg, enclosed is a faxed copy of Kimsey Engineer's Structural Calculations along with Details XQ1.0 and XQ1.1 which are stamped and signed. Please make two copies for your submittal to the Tukwila Building Department. I will follow up with a wet stamped and .signed mailed copy as well. Please call me if you have any questions. Thanks. E i uriderstarid . . Y-7; Check: approvals are ?Gt to i:,!.1•0!';77 •ar 'tFtpp•rC\'J'l of 2 ; 0O u o° 9 w o'; 2 g u. a 3 _ I- W z O Rot ". ,o-! w _ Vi w Z, c.� Nov -29 -00 06:24A VICTOR H. KIMSEY 171111 SI • t r I • i - 1 - 1 h 1 r I 'I 1 I I I I ' • L i i i 11 A ira • MAINTENANCE A rvomrc • .ULV 10. 20011 I 1 ; 1 I I I II III It I I I 7 I I 1. 1 I I 1 I .I J' lit I•I i I 1 r 1, 1 . ,1 • e I ; ' / t - I • • (206) 283 -0517 a 1. • I SWEET TITLE STORAGE RACK REVIEW • • I - 1_ 1 I I 1 e I Mop 1110 J a PROJECT NAME RED DOT CORPORATION 745 ANDOVER PARK EAST. SEATTLE WA VICTOR H. KIMSEY CONSULTING STRUCTURAL ENGINEERS 2120 SOUTHWEST 152nd, SUITE 9, SEATTLE, WASHINGTON 08188 TELEPHONE 208 283 -0357 FAX 208 283-0517 ?.Ct vq'fA_r7q�}' te;Yt."."m Y .P.0 a`att(Mw 1ja= ,ttl eawn Tarmyse∎YV Yer,.r. rarxtrrrx 1,0,— 7 1 1 1 I e1 I 1 h P.02 SHEET NO. XQ1.0 DATE So Ilk 11 -28 -00 PROJECT O. 20 -K067 ^t + rVgirr!A 0tVe4r!t'.tan3 .r4V4I et 0O ' ILI = W U. Q _ . Z I•—O Z F — 11J uj U � O - 0 I-. W w , O I w Z r co F- _ O z Nov -29 -00 06:25A VICTOR H. KIMSEY S AND BASE PLATE " ∎.w.www la 14 Sr ORR9 SECTION (206) 283 -0517 SHEET TITLE STORAGE RACK REVIEW "0 WILTI KWIK BOLT II AT ONE PREDRILLED HOLE 4" DEEP EXTEND EXPANSION BELT 3 W' INTO HOLE PER MFR'S RECOMMENDATIONS 61MP60N BPli BEARING PLATE AT BOLT Q Q Q Q PROJECT NAME RED DOT CORPORATION 745 ANDOVER PARK EAST. SEATTLE. WA VICTOR H. KIMSEY CONSULTING STRUCTURAL ENGINEERS 2120 SOUTHWEST 152nd, SUITE B. SEATTLE, WASHINGTON 98188 TELEPHONE 208 283 -0357 FAX 208 283 -0517 P.03 SWEET NO. XQ1.1 DATE I1 -2S -ms's PROJECT NO. 20 -K067 Nov -29 -00 06:25A VICTOR H. KIMSEY VICTOR H KIMSEY CONSULTING STRUCTURAL ENGINEERS 2120 SOUTHWEST 152n0 STREET • SUITE B • SEATTLE, WA 98166 • 206/283.0357 • Fax: 206/283-0517 g���Q7r�r Storage Rack Review for RED DOT BUILDING 745 Andover Park East Tukwila, Washington Kimsey Job #: 20 -K067 November 28, 2000 Prepared by: Victor Kimsey I. K /ONAL EN n EXPIRES : JULY 10. 2002 (206) 283 -0517 P.04 f 1�1r1. l� Tila w i 0 00 co 0 cow, co la 0: g d � w Z I. 10 Z1-", w w` 0 ;0 H` w w ; a. � w NS 0 �� Z Nov -29 -00 06:26A VICTOR H. KIMSEY UDR et- 0 Sri *rt.. N ❑n 1 -. icck cewM Ns . 1.16j p 10004 1 ISSoo e 1000 10 56 1058 L s 1 000 5.66 S66 4 1� 01 750 I VY 9+ 6,00 EW 4714* 3e54-2 (206) 283 -0517 W , ='SW A - MKr WtIGf 2Co ol14rIZ5 (S00)(2) .Wc. P LOAD DISTRIBUTION o 27z4r 0 1435 I, oaa) P.05 1000* 40 00#- Nov -29 -00 O6:26A VICTOR H. KIMSEY (206) 283 -0517 E15r11G STr TI c Cp C, �. W (T =CT 6' (o o3sYi5e 0,273# 11 1tom= 2,5Ca W ►,00 wsoabW b) V MtN 0,11 COI w _ 100•34)(1,04W = 0 , 04- W use V = 0,25 W = �p,z5X4�94 .3 3(024) 47. X 1554,15 0 ` f4 17 S,cC 0,01n 23 0,75 0,1639 � 9�O S,00 Cho ..1.— IW0 M Mrrsr - 0714)03)40 =-71q1 r5. or : a. 0.47 1 45 00 EP .1W40 AN P.06 IA s'12x7W' g $537 1 1 138 15 MI* Nov -29 -00 06:26A VICTOR H. KIMSEY SIMPSON RtrrmRT 30 BP RFB • 1 • CNW allows fast visual cheek for correct all thread rod installation The BP%S Is used when sill bolt holes are overdrllled Typical BPs Installed with a Noldown and SSTB Anchor Bolt Modal ; L No. 1 1 RFBr4X5 5 RFB14X6 6 RFB'4X7 , 7 Rf8 !RfB15X5 I RF015X8 8 RFB 05X10 10 RFB 05X16' 16 Rr8 10 10 Typical CNW Rim Joist Installation % 7 . 12 6% Ma*imum ancho load is 4040 lbs LOPS • 7 .' MINIMUM EMBEDMENT . BP e . ! 44 • REBAR 0 . : 0 Typical BP Installed with a Mudslll Anchor Bolt BP (LOP similar) Steil Em Min. Min. _ Compatible • OW oepu r Eno Edge Products Dist D y , 3y 1y. Iv 11844 46.66.4 A8A44 44R: ABE44. 44R y, 4% 1% 1y� FA6. B: HFA6. E; FAP; FJA: ESA Y 4y 3y. 3 }; L11208.UFPIO y j 4y 3y 1% v" Ola, mudsill anchor bulls S % j 3K 2 1% A BR466 6 �. 66R; A8E46,66, _.. -- - . 3y — . . 7 1% y,' Ola. mudsill anchor bolts 5 1% 110211. 5A; 111122, PH02. P1105 5 3'i, ; LT 119. MTT288 2 Embedment is based on 2000 psi concrete (206) 283 -0517 P.0, CNW COUPLER All - thread rod Is correctly installed when visible through CNW's "witness" holes. CNW's dimple provides a positive stop to allow even bolt threading top and bottom. CNW's ale tested and load -rated coupler nuts. They can be used for extending anchor bolts, for example. through floor training. CNW's meet and exceed the capacity ol corresponding ASTM A307, A36, SAE1018 and Grade 2 bolts and threaded rod. CODES: Submitted to ICAO 10/99 Modal : Rod No. ; Dia. CNyy,, J 0.625 . CN} W 0.75 op W 0.875 H Min 14 - 2 2X. Allowable Tension Loads 5870 8455 11510 1 Allowable loads based no 1986 AISI Sec (3.4 boll allowable loads. 2. CNW coupler nuts are tested to a minimum ol 2.3 lector of safety on the allowable A3011oad BP/LBP P LATES` The WIZ uses SOS'% x 114 screws to provide lateral resistance when sill holes are overdrilled (screws are provided). The SOS shear capacity is 1160 lbs. Bearing Plates give greater bearing surface than standard cut washers, and help distribute the load at these critical connections. BP Bearing Plates are designed to meet City of Los Angeles requirements for sill plate anchors and holdown stud anchors. MATERIAL: See table FINISH: OP—galvanized: BP —none INSTALLATION: See General Notes. CODE: City of L.A. RR 25293 (BP). Model � Thick- OlmenNons No. r nen i W L � toy, toy, 3f,, 2 2 LBPA . X.. 2 2.... LBPSy,• Ti. 3 - 3 LBPS% 14. 3 3 BPY N. j 2 2 BP i•2 X. 1 2 2 HPI ,� 5031'; 3 ga ! 4 2 BP% 3i • 2Y BP y, Ff, 2T'. BP, X. i 3 BP1 Tf. 1 3% 2 city ur 1 4 wilmet . ^ry ln'aiInn for +t" 1.41 11111; rropumc 7" -ore. RFB RETROFIT BOLTS INSTALLATION: • Each rod must be threaded hallway through CNW. • Each rod must meet at the center. • Tighten the two rods against each other in the coupler nut. Bolt Die. ,1406 .18 RFBs are pre -cut threaded rod, supplied with nut and washer. May be ordered in bulk. Bulk does not come with nut and washer. Otters a complete engineered anchoring system when used with the Epoxy -Tie. Inspection is easy; the head is stamped with rod length and "No Equal' symbol for idenlilication alter installation. MATERIAL 11307, Grade A. FINISH. Zhu...•plated INSTALLATION: • Request T•HO for installation information. W � 0 0 0 ; rn N W ` W =! J F— LL W O g -J N a � Z I— 0 Z H; UJ 2 0� i0 H: W L I O lit Z C I 0 ~: Z Anchor Diameter In. (nun) Embedment Depth In. (nun) - 2000 psi (13.8 Tension lb IkN) MPa) Sheer lb (kN) - 3000 psi (20.7 Tension lb (kN) MPa) Shear lb (kN) _4000 psi (27 Tension lb (kN) MPa) Shear lb (kN) _5000 psi (41.4 Tension lb (kN) MPa) Shear lb (kN) 11/4 270 430 330 430 380 430 470 430 (29) (1.2) (1,9) (1.5) (1.9) (1.l) (1,9) (2.1) (1.9) 'I. 560 590 -- - - 630 2' (6 151) (2.5) 530 _ _ (2.6) 530 (2. 530 670 530 3' /•' _ -_ _ - 670 (2. 4) 670 (2.4) 670 (2. (3.0) (2.4) 1 (3.0) 13 0) (3.0) . 11/4 (41) 530 (2.4) 990 (4.4) 650 (2.9) 1040 (4.6) 750 (3.3) 1100 (4.9) 850 (3.8) 1100 (4.9) '/w - ..• - -. 2' /�• . .- 1200 ._._._._ .__.1290.- - - - - -- -1370 (9 5) (6.11 - -- 4'/•• _ (5.3) _ 1330 1410 (6.5) (5.7) w 1390 1470 ( ( 1440 1470 (6.5) 1550 • (6.9) 1470 (6.5) (1081 (5.9) (6.2) (6.4) 21/4 - 1170 1910 1310 1970 1450 1970 1730 1970 151) (5. (8.6) (5.8) (8 8) (6.4) (8.8) (7.7) (8.8) lb � _.. _ 1870 _ " 2130 - _ -- -2400 - -- (12.7) � . (8 3) 2450 19.5) 2450 _110.71 2450 2800 2450 ( 6,7) 2080 (10.9) 2310 (109) 2530 (10.9) (12.5) (10.9) 21/4 1600 3070 1870 3070 2130 3070 2670 3070 (70) (7.1) (13.7) (8 3) (13.7) (9.5) (13.7) (11.9) (13.7) Vi ----- 4• ...._ -•- - -' 2400 - -� -- 2850 3290 11591 01171 (10.7) 3840 (12.7)__ 3840 3840 4190 3840 •• 7. 3200 - * 3200 (17.1) 3470 (17.1) _1 _ 3730 (17.1) (18.6) (17.1) (178) (14.2) (15 4) (16.6) 37. 1970 4140 2320 4140 2670 4140 3200 4140 183) (8.8) 118.4) (10 3) (18.4) (11.9) (18.4) (14.2) (18.4) '/b 4 /,• • 2930 4130 ....... .._. -' 4800 .. ... .. • 5870 -• -- 119.1) (1711 - - -• 8•' - • (130) •- -4000 5120 (22.8) (18.4) 5120 _( 5870 5120 (22.8) (26.1) 6320 5120 (22.8) 4930~ 122 8) (2031 (17.8) (21.9) (26.1) (28.1) • 47, 3330 7070 4050 7600 4670 8140 5070 1114) (14.8) (31.4) (18.0) (338) (208) (36.2) - .. --- (22.6) .•- 1 _ 6 .. 4930 - -- _.._..... _.. 6000 .__. . • - - 7076 - 8400 9200 175.4) (152) (21,9) 9200 (26.1) 9200 (31.4) 9200 (31.4) - - 10670 (40.9) 9 - 6670 (40.9) 7610 (409) 8670 (40.9) (229) (29.7) ( 34.1) (38.6) _ 147.5) Nov -29 -00 O6:27A VICTOR H. KIMSEY Anchoring Systems Kwik Bolt II Expansion Anchor I Kwik Bolt 11 Allowable Loads In Concrete • Values shown are for a shear plane acting Ihrough the anchor boll body. When the shear plane is acting thrnngh the anchor hell threads, reduce the shear values by 20", Shear Through The Threads f1 (206) 283 -0517 Values shown are for a shear plane acting through the anchor bolt body. When the sin.ar plane Is acting through the anchor hell threads, reduce the shear value by 12 ° %. P.O8 4.3.3 AU ..114n..,n6,nc chnwn :.,n Ln shear niano aclina throurlh either body or threads. ' N'S fttaonem. plCC ? $$+t'etr'a" ,.. yA9RR » /,ytotr4'iorettr'1svomro ? Bt,.. . z W' 6 J U, U w = 1- ! Q u. W O ! g -J d F 1-0 Z F- U a O N o I- W --U I O '. Z ' - = 0 1 Z Nov -29 -00 06:28A VICTOR H. KIMSEY Anchoring Systems Kwik Bolt II Expansion Anchor 4.3.3.1 PRODUCT DESCRIPTION The Kwik Bolt II Is a sled type expansion anchor with a single piece wedge that performs as three Independent wedges if necessary to provide cnnsistent performance In a wide variety of nrndirnn•rl npplir•.alinne Applicable base materials include concrete, lightweight concrete and grout-filled block. Product Features • Loads can be npplied Immediately • All bolts have tempt' Irlentilication • Can he installed In bottomless hole • Very suitable for selling t i .place fixtures • Tamper - resistant nut $HTN) avnilable (sold separately) • Gond performance in matched InIornnce diamond crime Ihnles • Dimples on wedges prevent anchor spinning during installation • Impact section prevents thread damage during installation • Seismic qualified under ICBO ES ACO1 Guide Specifications Expansion Anchors Expansinn anchors shall be stud type with a single piece three section wedge. and ?inc plated in accordance with AS1M 8633. The anchors must meet the description in Federal Specification FF -S -325, Group II. Type 4. Class I for cn ncrete expansion anchors. Anchors shall be Hilti Kwik Boll 1I as supplied by Milli Fastening Systems. P.O. Box 21148, Tulsa. OK 74121. Installation Anchors to be Installed in holes drilled with Hilli carbide tipped drill bits or matched tolerance diamond core bits. Anchors shall be installed per manufacturer's recommendations. Listings /Approvals • Underwriters Laboratory No. 203 "Pipe Hangers (3/8' -3/4" diameters) • International Conference of Building Officials (ICBO): Evaluation Report No. 4627 • Southern Building Code Congress (SBCCI): Report No. 0913 • City of Los Angeles (COI.A): Research Report No. P4940 • Cr to the rinsr:.nptinn in Federal Specifrcatinn Fr-S -325, Group II,1ypo 4, Class 1 • Factory Mutual (F M) KB II 3/8" x 2 1/4' w /Rod Coupler • Metro -Dade County Approval 93.0224.04 4.3.3.2 MATERIAL SPECIFICATIONS Nut Impact Section (Dog Point) Carbon Sleet KB II starts conform to ASTM A510 with chemical compmsition of AISI 1038 except countersunk KB II, KB 3/4" x 12', KB II 1' x 6". KB II 1" x 9" and KB II 1" x 12" which conform to AST M A108 with chrnrnical composition of AISI 11L41 Wedges are manufacth► red from AISI 1010 carbon steel. except KB II 3/4" x 12 ". KC I) 1' x KB II 1" x 9" and KB II 1" x 12" wedges which conform to chemical composition of AISI 304 are carbon steel conforming to ASTM A563 Grade A and meet dimensional requirements of ANSI B18.2.2 (206) 283 -0517 1111=5M3 I Washer Collar Wedge Dimple Washers are carbon steel conforming to SAE 1005.1033 and meet dimensional requirements of ANSI 18.22.1 Type. A 1'Iairr All carbon steel parts are zinc plated in accordance with AS I M (3633, Type 111 Fe /Zn 5 Stainless Steel KB II studs conform to ASTM A276 or ASI M A493 with chemical composition of either AISI 304 or 316 1/4" Ihru 9/16" over 9/16" _. . - -- - - -_... .. Stainless sleel are of the same ate ds mrial grae as twits or superior. - Nuts are stainless steel conforming in ASTM F594 with chemical composition of either AISI 304 or 316 - arid mooting dimensional requirements of ANSI 13182.2 k► conform with stud material Washers are AISI 30.1 in 316 stainless steel conforming to AS 1 M A240 to conlnmt with stud material Note: Slim:rat Ordter Kt? Ws, ►n and washers may vary front standard nhatetrals. P.09 4.3.3 / / / Anchor Body Wedges Expansion Cone MECHANICAL I" ksi (MPa) 41 (282) 75 (517) N/A N/A N/A N/A 76 64 (441) mint. f„ ksi (MPa) 90 (620) — N/A - N /A _ .._. 90 (620) 76 (5241 PROPERTIES Nov -29 -00 06:28A VICTOR H. KIMSEY POI 11161T 4.3.3 4.3.3.3 TECHNICAL DATA Kwik Bolt II Specification Table (206) 283 -0517 'h (9 5) Anchoring Systems Kwik Bolt II Expansion Anchor Walls Boll Site In. (vim) d,,,,: nominal bit diameter' h,, "1 h,,,,,,: minimum / slandatd depth of embedment minimum/standard _ _ hole depth __... _.. t: anchor length min. /max. other length available -_ 4.,: thread length/ extra thread length d,: wedge clearance hole hi plate TM..: RecrltninCntled hr ;lallatwls tourine Guide Values 11Ib INm) Normal weight Concrete lightweight Concrete Growl Filled Block In. in. (nun) In. (m In. (runt) in. (nun) in. (turn) Stainless hm• Sleet Car bun h ,,,. Steel h „,,, farbrxl h '"" Steel h,,.", Carlwn Steel h,,.,, 1i. • n1in.lase uiatcrial thickness 'I. (6.4) ( ( '/4 (35) (44) 2 (51) (57) - - 4'h (114) 3 (76) '!N (7.9) _4_45.4) 7 (9.5) 7 (9.5) 4 (5.4) _4 4 'h 1' /. (41) 2 (5t) 2'!. (57) 'h 11'h (22/28) th 20 ^ (27.0) 30 (40 "Sr _ 20 (27.0) 25 (338) 15 (20.3) 20 (27.0) 15 20 (21.0) _ .. • Y01 21. (64) 2'h (73) 7 (178) 4 (102) 2'h (57) 2'!. (70)- 7 (70) (178) 17. 4 (32) 1102) '/r. (14 3) 40 (54.1) 75 (101)_ 40(5.1.1) 65_(81 - 2613i 8) _ 30 (40 5) _ _ 25 (33 8) 30 • (40.5) -- um) ori3h,,.vi (15.9) S i' 2h 4 , (70) (102) (86) (118) 10 (254) 3'M 4'!' (89/1141 (17.5) 85 (115) _ 110 (149) 85 ( 115) - _110 (149) 65 (87.8) 75 hit Never nunumber is 3'h (95) 1'h (38) 'l4 3 /a 41/ (83) (121) _ . - 5�/r (102) (140) 4'/, 12 (108) (305) 11/4 3'04'/, (38) (89/114) oh. (20.6) 150 (203) 200 _ - 150 _ (203) _ 235 (318)_ - 135 821 150 (203) _ 120 (1612) - 130 4176) greater 1 (25.4) (114) (140) 6 (152) 2'h (5 1 8 (152) 7 (178) (305) 4'/, (114) 1'h (28.6) 235 (318) - 6 -- 59 - 16011-) - 50 (608) 250_1338) 450 (608) 1.1 iilli r::nbitto• tipped drill bit or matched tolerance 1•IILTI on 13 diamond cute tills (available in diameters Horn 1 /2" to 1 "). 2. On not apply any type of lubricant to threads prior to torquing anchor. Countersunk, Rod Coupling and HCKB Specification Table Wk Details Boll Sire In. (nun) d.,,: nominal hit diameter in. h.,,„I h,,,,,: minimum/standard in. depth of embedment - (mm) h _ ,: minimum /standard in. hole depth (Iran) t: anchor length , ni11. /Imax. In. Whet lengths available (um) ____________ 1,,: thread length/ _.•• in. extra thread length (nun) d,,: wedge clearance in. _ - hole in plate._ (11110) h„,„, h h„,, h ,,.,,, h '•p . h,,,,. h „,,, T„„1: Recommended Installation Torque Guide Values Normal weight Concrete Lightweight Concrete Grout Filled Block 11 lb (Nil) h• min. base material thickness Stainless Steel Cartons Steel Carbon Sleet Carhon Steel '/4 Countersunk (6.4) ( '/. (35) (44) '/. (19.1) 2 (51) 2'/. (57) 5 (127) 3 (76) 'be (7.9) 4 (5.4) 7 (9 .5) 4 (5.4) • 7 (9.5) 4 (5.4) 3' (761 'I,Countersunk (9.5) (51) 'hl 1'!• (22/28) 'h 2'h (64) 2'h (73) (127) 4 (102) 'h• (11.1) 20 (27.0) 30 (40 5►- 20 (21.0) 2S (33.8) -_ 15 - (29.3) 20 (21.0) 15 (20.3) 20 (27.0) rills) or 1.3 h wl '/, Rod Coupling (9 5) 20 (27.0) _2 0 ( • 20 (27.0) iichever number is greater '/. HCKB (6.4) 1'1: (38) 2 (127) N.A. 'h. (7.9) Combined Shear and Tension Loading r Nd V ''!a N ruc / ; \ V roc 5 (Ref. Section 4.1.3) P.10 1.0 • •• • 1 • I Milli Prn•UM•1 T1 1 f,ifid Irrnn Altai • • • • - Kwik Bolt II (Stud Version) Installation Instructions f *• -' ► r e •• • 1. Hamner drill a hole the sale nominal diameter as the IldIi Kwik Bolt 11, with or without the fixture In place —the Kwik Boll II works in a "bottom- less" hole. • 1. Hammer drill a hole the same nominal diameter as the 1l li Kwik Bolt II with or W11110111 the fixture in place. Clean tale with blow out bulb. .n • • 2. Clean hole will; blow out bulb. Hilti Tamper Proof Nut (HTN) Installation Instructions • • 1 2. Put protective sleeve and tamper prowl not on Kwik Bull II so impact section (dog point) is exposed. Drive anchor far enough into the hute so That at least six 3. Dove the IIIIIi Kwik Bolt 11 far enough into the hole so that at least six threads are below the top surface o1 the fixture, using a t1illi 2 Ib. hammer. 3. Tighten the torque head with mibnary wrench until nil breaks away, leaving only the lice spinning sleeve and tam- per proof fastener. 101 • 4. lighten to the tecommended torque value with a torque wrench, or it longue wrench is not available, 2 or 3 turns horn the finger tight position to achieve proper anchor setting. 4. Free turning protective sleeve and tamper proof fastener u:nraim r StamponAnclior .... - — - • • • Length of Anchor in. .. . . From - - • • • - - Up to But Not _ Including A 8 COIF ... .. .._ Vit 2 27: - - — • — • • 2 2'h 3 ._ 3 _. 37: ... _... 4 4'f: GUI 4 5 . . _.. 5 - • 57: 511 • • 6 J _ 8 — — 6'/: K LMNOPOR ... .. 6 7 • — • - • • • • • • • 7 7'/: Pk • 8 ... .. 8 Illa — - - — 872 9 S . _. . . _ .... .. 9 97, 10 11 — • • — - - • • 9'/: 10 11 12 TUVWXY 12 13 1 13141515 • — - • — • • • — - • • — - • • • - - 14 15 16 17 18 19 3'f: 4 _ S_ I a_ni p G .____.... Length of Anchor in. in. n A .. e h a r From U p In But Nut Including _ A _ 11 C A 'C 19 :9 2 ..7 20 21 22 _72_ 2 0 2 E 3 F ....... C .... H 2 F 2 0 2 H _ .. . .... 25 26 27 2 I 11 1 28 ___. 28 29 1 K L 3 0 11...._1.2 11 32 3 29 3 0 31 3 ...._ ._. ......._ 30 31 32 33 34 _ P 0 5 3 11 6 _ 37 S 3 8 . _.. 38 T 3 7 0 39 U 3 U 9 40 V W X V 1 4 W X Y 1 11 40 3 P0 5 4 3 _ 23 24 35 36 41 Nov-29-00 06 : 32A VICTOR H. KIMSEY 4.3.3 I N 4.3.3.4 INSTALLATION INSTRUCTIONS ( • 111•1111.- Kwik Bolt II Length Identification System Kwik Bolt II (Stud Version) Installation instructions 1. Hammer drill a hole the same nominal diameter as the Ihni Kwik Boll II, with or W1111011t the fixture in place—the Kwik Doll II works in a "bottom- less" hole. Hilti Tamper Proof Nut (HTN) Installation Instructions • 1. Hammer drill a ale the same nominal diame ir as the 111111 Kwik Bolt I! wit or without the fixture in place. Clean bole with blow out bulb. 2. Clean hole with blow out bulb. • • . • 2, Put protective sleeve and tamper moot nut on Kwik Bull II so impact section (dog point) is exposed. Drive anchor far mot) into the hole so that at least six threads are below the top surface of lire Wine. (206) 283-0517 Anchoring Systems Kwik Bolt II Expansion Anchor 3. Drive the Ililli Kwik Boll II far enough into the hole so that at least six threads are below the top surface of the fixture, using a WO 2 lb. hammer. 3. Tighten the torque head with ordinary wrench until nut breaks away, leaving only the lice spinning sleeve and tam- per proof fastener. - - - - - - • 4. lighten to the recommended torque value with a torque wrench, or if torque wrench is not available, 2 or 3 loons from the finger tight position to achieve proper anchor setting. P . 0 1 4. Free turning protective sleeve and tamper proof fastener remain. z w 6 5 00 (0 0 W WUJ u. < P.„ z o z D Ca I— Ill L a u. 6 . z t- o 1- z Nov-29-00 06 : 32A VICTOR H. KIMSEY Anchoring Systems Kwik Bolt II Expansion Anchor Countersunk Kwik Bolt H Installation Instructions . Loosen bu ns screw 2 PI `•-•••4L lull 1. Will . . • • • 1.0611 •*". ri.; • • : .•• • • r• • • :li• :s • •: •:,•• , '; • , •a. 1.A ■:•: t.• 4 • • . • ! •P• IL • e • ' ' I 2. Trap.In " '7' •. 1 s• ' ..• t..:f.. 2. Clean ( Kwik Bolt II Rod Coupling Installation Instructions Hilti Ceiling Kwik Bolt (HCKB) Installation Instructions ••••rrr•■• ., .; •:•• • • • • •••••••••::•:•,•--; • •• .: ... . • .. I ,:te • . ,t•„ •• • • • i •■•! . :j ••• • ..*. f 6 .•• • I :. .. 1.• • , 4•,r, ; i '9'• . 4 i' . 1 ' N.' f• .• , f 0 .. • :"....• ■•• •.. " .• • ....— 1" . ' .."2. J •• . • 1 ; • • ...... ••• L . " ,., • • 3. Tap-In I I 3. Pry down- ward (206) 283-0517 " I • 1 • • 3. Thread Post Nut completely onto anchor. uI • • • , , I , ti , , • • ' . • . 1 4. Secure I 4.3.3 P . 02 w.v...• ••••••..•••.•,. u) LL w 0 2 g • < u) 3 z 1- z 1- W ui O Ca • CO 0 — 0 I— u i 11. -- CU 0) C.) p: 35' • 1- z Nov-29-00 06:33A VICTOR H. KIMSEY 111•41116111 4.3.3 '4 4 11) 4.3.3.5 ORDERING INFORMATION CK 11".....IMMIONIMMIPOV.I. • t.• Hilti Tamper Proof Nuts (HTN) HTN Removal Tool Rod Coupling HCKB Description item No. for 11tH Site 11IN Removal loot 38 0(1070973 V• .. . ............._ .. ..__ _.... _ nth Removal Tool 1258 00260212 'b& 5 /d (206) 283-0517 P . 03 Anchoring Systems Kwik Bolt II Expansion Anchor Stud Version Countersunk Vorsion tEl Standard Stud Version—Extra Thread Conical Description 38 11TH 12111N-A4 ____.... . . 12 IITN-SD 12 MN-GSM 58 III N-S0 Fits Dolt Site In. Embedment All a kim k 1 1 .1 „ 1. Item No. 00071689 00011690 00071691 0024B311 00011699 Bon Quantity 50 50 50 50 _— 25 Use With All 3/8 NKB11 112'110111 1/2 IIK011 1/2" IIKfill 5/8 IlKtill Torque 11.1b 23 40 65 65 . . . 110 Nov -29 -00 06:33A VICTOR H. KIMSEY 1997 UNIFORM BUILDING CODE 2222.1 Scope. This division shalt apply to pallet racks, movable shelf racks and stacker -racks made of cold - formed or hot - rolled steel structural members. It shall not apply to other types of racks, such as cantilever racks, drive -in and drive- through racks and rack buildings. The design of racks not covered by this standard shall he in ac- , cortlance with the provisions of Section 1632 using the loads as defined in this division. EXCEPTION: the building official may waive the design re- quirements fur storage racks less than or equal to I feet (2438 non) in height. 2222.2 Definitions. For the purpose of this division, certain terms are defined as follows: FRAMES are the rigid - connection frames composed of posts and pallet beams in pallet racks, and the upright (trussed) frames. MOVABLE-SHELF RACKS arc a type of rack where the shelves are removable and replaceable in multiple locations in the section opening. I'AI.I.ET is a portable platform un which goods are placed for storage or transportation. Based on the Specification for the Design, Tasting and Utilization of Industrial Steel Storage Racks, 1990 Edition, by the Rack Manufacturers institute SECTION 2222 — GENERAL PROVISIONS Division X— DESIGN STANDARD FOR STEEL STORAGE RACKS • PALLET GUIDE is a device to prevent a pallet from sliding off its support beam or rail. PALLET RACK (also Standard Pallet Rack) is a rack which utilizes horizontal beams connected to prefabricated upright frames to provide independent, multiple -level storage (usually on either side of an aisle). The horizontal beams support pallets. PALLET RACK BEAMS (also Shelf Beams) are horizontal structural members used to support pallets in a rack. STACKER RACKS (also Stacker Crane Racks) arc a rack arrangement, usually higher than other types of racks, where floor-running storage and retrieval machines are used to shuttle loads. These machines are generally rail mounted and often fully automated and computer controlled. STACKER -RACK BEAMS are horizontal structural mem- bers used to support pallets in a stacker rack. STEEI. STORAGE RACK is a single or multilevel storage system in single or multi-bays consisting of vertical col or posts and horizontal beams. Diagonal and horizontal trussed brac- ing is often used to resist horizontal loads. The beams generally support pallets. and the system may be one of a number of differ- ent types (Standard Pallet Rack, Stacker Rack, etc.); sec dclini- tiuns of each type. UNIT LOAD is a standardized load, meaning, for example, pullet load if pallets are used. Also refers to other standardized loads such as barrels which may be stored without pallets. 2222.3 Materials. This standard contemplates the use of steel of structural quality as listed in Division I. Steels not listed in the above provisions are not excluded, pro- vided they conform to the chemical and mechanical requirements of one of the listed specifications or other published specifications (206) 283 -0517 P.04 t.unt•. �., ut.. ,. 2222 2222.5 which establish their properties and structural suitability; and pmvided they arc subjected by either the producer or the purchaser to unalyses, tests and other controls to the extent and in the manner prescribed by one of the two listed specifications, as applicable. 2222.4 Applicable Design Specifications. Except as either nut - difred or supplemented herein. Division 1, shall apply to the dc- sign of steel storage tacks. 2222.5 Integrity of Rack Installations. Individual rack compo- nents and assemblies thereof shall comply with this standard. MI rack installations and racks manufactured in conformity with this standard shall display in one or more conspicuous loca- tions a permanent plaque each not less than 50 square inches (32 2S0 tnm in area and showing the maximum permissible unit load in clear, legible print. EXCEPTION: The building official may waive plaque installation for racks not exceeding 12 feet (1658 min) in height to top shelf, cover- ing a floor area less than 300 square feet (27.87 rn with a writ toad not exceeding 2,500 pounds (II 121 N), and without double stacking on lop level. Load application and rack configuration drawings shall he fur - nished with each rack installation. The drawings shall present the pcnuissiblc configurations sir limitations as to the maximum num- her of shelves or rails, the maximum distance between there. and the maximum distance front the flour to the bottom shelf or rail. The bottom of all posts shall be furnished with hearing plates. according to Section 2227.2. Drive -in. drive - through and stacker racks shall he anchored to the floor by anchor bolts capable of re- sisting the horizontal shear ii►rccs caused by the horizontal and vertical loads on the rack. The stability of movable -shelf racks shall not he dependent upon movable shelves. Those components which provide stabil- ity, such as permanently bolted or welded top shelves and the lon- gitudinal and transverse diagonal bracing, shall he clearly identified on the rack configuration drawings. In specific mova- ble-shelf rack installations where rack height requires it. a con- spicuous warning is to be placed in the owner's utilization instruction manual of any rests ictions on shelf placement or shelf removal. Such restrictions also arc to he permanently posted in lo- cations clearly visible to forklift operators. Lower portions of posts exposed to damage by forklift trucks or oilier moving equipment shall have protective devices. 11' not so protected the rack structure may. at the option of the building offi- cial: (I) be designed to maintain its Null design load capacity at al- lowable stresses with the exposed post capacity reduced by one -half, or (2) be designed to maintain its full design load capac- ity at 50 percent increased allowable stresses with the exposed post assumed to have no carrying capacity. Where racks arc braced against the building structure, the build- ing structure shall be designed for the horizontal and vertical forces listed in Section 2226.1 imposed on the building structure. Racks shall be installed with a maximum tolerance from the vertical of 1 inch in 1(1 feet (25.4 n in 3018 mot) of height. Spe- cial conditions may require more restrictive tolerances. Support of racks by foundations. concrete floor slabs or other means shall he in conformance with Chapter IS. 2 -269 z ~ W ' 0 O 0 : . cn 0 J H" W • D g J co d: • ui z 1- 0 '. z U • O ON 0 W uj U_ . 1— Z LLI 0 1- z Nov -29 -00 06:34A VICTOR H. KIMSEY • CHAP. 22, DIV. X 2223 ' 2228.3.3 SECTION 2223 — DESIGN PROCEDURES AND DIMENSIONAL UMITATIONS 2223.1 General. All computations fur allowable loads, stresses and deflections shall he in accordance with conventional n►elhoals of structural design, and as specified in Section 2222.4. except where modified or supplemented herein. Where adequate meth- ods of design calculations are not available, justification by a test- ing program acceptable to the building official may he used. 2223.2 Dimensional limitations. The limitations on flat -width ratios and slenderness ratios in Division I and Division V shall ap- ply except for the following conditions: I. Slenderness limitations shall not he Imposed on tension members which do not resist compression forces under any load- ing condition. 2. 'Ile unbraced length of compression or tension members shall he the length between connections to other structural mem- bers disposed in the direction of the pertinent radius of gyration, or from such a connection to the nearest attachment to an external fixed structure, such as a fluor. SECTION 2224 — ALLOWABLE STRESSES AND EFFECTIVE WIDTHS 2224.1 General. Allowable stresses and effective design widths shall he as specified in Division I and Division IV except as pro- vided herein. Allowable stresses for working stress design may be increased one -third when considering wind or earthquake forces either acting alone or when combined with vertical loads. 2224.2 Perforated Compression Members. The effect of per - foratitms on the carrying capacity of compression members shall he recognized by modification of the 0-factor. 0- values for perforated compression tnenn►ers shall he determined by stub column tests acceptable to the building official. These members shall be designed in an approved manner. The effects of perforations on the capacity of members may be considered by using the section properties based on the minimum net area. 2224.3 'ltrslonal-ftexnrrtl Duckling. Sections subject to tor- sional-flexural hackling shall be designed according to Division VII. SECTION 2225 — PALLET AND STACKER -RACK BEAMS 2225.1 Allowable Loads. Where the shape of the cross section permits, allowable loads of pallet- carrying beams shall he determined in accordance with Division I or Division IV. 2225.2 Deflections. At working load the deflections, including p ossible deformations in the end connections, shall not exceed /(rut of the span measured with respect to the beam ends. 2225.3 Determination by , flsI. Where the configuration (tithe cross section precludes calculation of allowable loads and deflec- tions, detcrntinatikm may be made with a testing program accept- able to the building official. SECTION 2226 — FRAME DESIGN 2226.1 General. Frames shall he designed for the critical conn- bivati of vertical loads in the most unfavorable positions, boa.. /moat bents as specified in Secti 222/1.3, and the additional el feels of horizontal sway caused by looseness, if ally, of the lop tie beam to post connections. (206) 283 -0517 P.05 1997 UNIFORM BUILDING CODE 2226.2 Effective Lengths. Effective lengths based on valid en- gineering principles shall be used in the design of posts and up- tight frames. SECTION 2221 — CONNECTIONS AND BEARING PLATES 2227.1 Connections. Adequate strength of connections to with- stand calculated resultant forces and moments, and adequate ri- gidity where such is required, shall he demonstrated by calculation or by testing in an approved manner. Ileums shall have support uutncctions capable of withstanding; an upward force of 1,00 pounds (4448 N) per connection within allowable design values of this code. For movable -shelf racks, the top shelf and other fixed shelves arc to include support connections capable of withstanding an upward force of 1,001 pounds (4448 N) per connection within the allowable resign values of this code. The movable shelves are generally constructed of a set of front and rear longitudinal beams connected to each other rigidly by transverse members. The movable shelves ate to be connected in such a way In prevent forward displacement when lifting out the front beam Of the shelf. '2227.2 Dearing Plates. Pnwision shall he made to transfer post loath and moments into the Moor. Said f and moments shall be consistent in magnitude, sense and direction with the rack anal- ysis. Allowable hearing stresses on the h of base plates shall be dete in accordance with ( lo►. SECTION 2228 — LOADS 222N.1 Gravity Loads. Racks shall be designed for dead loads, live loads and unit loads as posted on the rack installation under Section 2222.5. 22211.2 Vertical Impact. Unit load- carrying beams, supporting arms, if any, and end connections shall be designed for an addi- tiomutl vertical impact load of 25 percent of one unit load located to produce maximum moments and shears. Impact stresses shall nut exceed stresses referenced in Section 2224, nor shall they cause detrimental permanent deformations in connections. When allow- able loads are detennincd by tests. due allowance shall be made for the additional impact load. Impact loads may be omitted when checking heart deflections and designing upright frames, posts and other vertical components. 2228.3 'horizontal Loads. 2226.3.1 General. All racks shall he designed for the horizontal forces and allowable stresses specified in this standard. These forces shall not cause permanent distortions of connections when subject to test, or permanent residual sway deflections (of the en- tire rack when subject to full -scale rack tests) larger than 20 per- cent of the sway deflections measured under the simultaneous action of horizontal and vertical loads. 2221.3.2 Horizontal stability. !horizontal stability shall he de- termined by applying horizontal forces simultaneously at all heart -to -!Host connections equal to 13 percent of the maximum live load plus dead load at the connection. The forces shall be applied separately in each of the two principal directions of the rack and in conjunction with full dead and live loads. 2228.3.3 Stacker racks or racks wholly or partially support- ing moving equipment. Racks shall be designed f maximum forces and their Iocations, Iransmined front moving equipment In rucks, mull applicable longitudinal and transverse impact Pastas due to moving equipment. Z W re 0 0 to 0 W =, J I- U) W 0 I L 0 I— . w` H U U. 111 Z co 1= I `. O I— Z Nov -29 -00 06:35A VICTOR H. KIMSEY 1987 UNIFORM BUILDING CODE • Devices acting as hiunpers to stop moving equipment shall be considered in the design. Forces described in this section need not act concurrently with those described in Sections 2228.3,2 and 2228.5.1. 2228.4 Wind Loads. Outdoor racks exposed to wind shall be de- signed for the wind loads prescribed by Chapter 16 acting on the horizontal projection of rack plus contents. For stability, consider- ation shall he given to loading conditions that produce large wind forces combined with small stabilizing gravity forces, such as racks fully loaded. but with unit loads of much smaller weight than the maximum posted unit load. Forces described in Sections 2228.3.2 and 2228.5.1 need not act concurrently with wind loads. Forces described in Section 2228.3.3 shall act concurrently with wind forces for design pur- poses. 2228.5 Earthquake Loads. 2228.5.1 General. Steel storage racks which are not connected to buildings or other structures shall be designed to resist seismic forces in conformance with this standard. 2228.5.2 Minimum earthquake forces. The total minimum lateral force at strength design levels shall be determined in ac- cordance with Section 1630.2.1: WHERE.: R = 4.4 for racks or portions thereof where lateral stability is dependent on diagonal or x- bracing. Connections for bracing menthes shall be capable of developing the re- quired strength of the members. R is 5.6 for racks where the lateral stability is wholly depen- dent on moment- resisting frame action. W = weight of rack structure plus contents. Where a number of storage rack units are interconnected so there arc a minimum of four columns in any direction on each col- umn line designed to resist horizontal forces, W may he equal to the total dead load plus 50 percent of the rack - } rated capacity. In Seismic Zones 3 and 4, wholesale and retail areas, the Sol percent may only be used whcn com- bined with C;, /R•I' taken equal to 0.70C„ in Formula (30 -4) and with 2.51R taken equal to 0.70 in Formula (30 -5). Total seismic force shall be assumed to act nonconcurrently in the direction of each of the main axes of the rack. For racks having more than two storage levels, the total lateral force, V, shall be dis- tributed over the height of the rack in accordance with VIVA, FI e E w,t 1.1 in which F; is the lateral force applied at Level I; Wj is the portion of the total weight; W, which is assigned to Level i; hi is the height (206) 283 -0517 P.06 CHAP. 21, UIV. X 2224.3.3 2229.3 of travel i above the base of the rack; and n is the total number of storage levels. The lateral force, V, shall be distributed in propor- tion to the total weight, W. Other R values may be considered based on submission of substantiating data. 2228.6 Storage Racks In Buildings. Storage racks located in buildings at levels above the ground level, rack buildings or racks that depend on attachments to buildings or other structures at other than the floor level for their lateral stability, shall be designed to resist earthquake forces that consider the responses of the building and storage rack to earthquake ground motions as specified in Chapter 16, Division III. 2228.7 Other Considerations. 2228.7.1 Overturning. In determining overturning moments, the total weight shall be assumed to act at a height equal to 1.15 •'3C times the distance front the floor to the actual center of gravity of all the horizontal forces. Equal safety against an overturning moment shall be provided when only the top level of the rack is loaded, in which case it is to he assumed that the force acts through the center of gravity of die top load. 2228.7.2 Torsional forces. Torsional forces shall be considered based on the critical combination of loaded and unloaded storage spaces. 2228.7.3 Concurrent forces. Forces described in Sections 2228.3.2, 2228.3.3 and 2228.4 need not he assumed to act concur - remly with earthquake loads. SECTION 2229 — SPECIAL RACK DESIGN PROVISIONS 2229.1 Stability of Truss•hraced Upright Frames. The maxi- mum allowable compression stress in the posts of truss - braced up- right frames shall be determined from Divisions 1 and IV. 2229.2 Overturning and lleight - lu - depth Ratio. Overturning shall be based on the critical combination of vertical and horizon- tal loads. Stabilizing forces provided by anchor bolts to the floor shall not be considered to resist overturning unless the anchors arc specifically designed and installed to resist the uplift forces. Un- less all columns are so anchored, the minimum ratio between righting moment and overturning moment shall he 1.5. Sections r , '• 2228.4 and 2228.7 shall be considered in the design. The height -to -depth ratio of a storage rack shall not exceed 6 to 1 measuring to the top of the topmost load unless the rack is an- , chored or braced externally. • • ' 2229.3 Connections to Buildings. Connections of racks to • buildings, if any, shall be designed and installed to prevent reac- tions or displacements of the buildings or racks from damaging one another. Section 2228.5 shall be considered. 2 -271 Nov -29 -00 06:35A VICTOR H. KIMSEY (206) 283 -0517 P.07 CIIAV 22, DIV. X1 2230. 1997 UNIFORM BUILDING CODE Division X1 DESIGN STANDARD FOR STRUCTURAL APPLICATIONS OF STEEL CABLES FOR BUILDINGS This standard is based on the American Society of Civil Engineers Standard 17.95, Structural Applications of Steel Cables for 'Stahl- lags (ASCE 17 -95) available from the American Society of Civil Engineers, 1801 Alexander bell Drive, Reston, Virginia 20191 - 44110. SECTION 2230 — ADOPTION I •'' ' •+ The American Society of Civil Engineers standard adopted by this division provides requirements for the structural design, fabrica- tiunanol the installation of steel cables for use as primary structural elements for the support of roofs find floors of buildings. Where other conks, stanibrds or specifications ate referred to in this divi- si. they arc to be considered as only an indication of an accept- agile method of material that can he used with the approval of the budding official. 2 -272 4110 • V S` W w N u, ul 2 u. =el H W, Z i 2 I-; 2 D i0 fW W } = Vf Z; F- ` Nov -29 -00 06:36A VICTOR H. KIMSEY CHAP. 22, DIV. I 2205.3 2205.11 the requirements of Section 2205.2, he designed in accordance with Division IV or V. 2205.4 Cold- farmed Steel Construction. The design of cold - formed eurboat or low -alloy steel structural members shall be in accordance with the requirements of Division VI for lead and kesislunce Factor Design or Division VII for Allowable Stress Design. 2205.5 Cold formed Stainless Steel Construction. The design of cold-formed stainless steel structural members shall be in accordance with approved national standards (see Section 2202). 2205.6 Design Provisluns for Stud Wall Systems. Cold-formed steel stud wall systems that serve as part of the Iateral-fin'cc-resist- ing system shall, in addition to the requirements of Section 221)5.4 or 2205.5, be designed and constructed in accordance with Division VIII. 2205.7 Open - web Steel Joists and Joist Girders. The design, manufacture and use of steel joist. K, and KUI series and joist girders shall he in accordance with Division IX. 2205.8. Steel Storage hacks. Steel storage racks may he designed in accordance with the provisions of Division X, except that in Seismic Zones 3 and 4 wholesale and retail sales areas, the IV used in the design of racks over 8 feet (2438 mm) in height shall (206) 283 -0517 P.08 1997 UNIFORM BUILDING CODE h e equal to the weight of the rack struct and contents with no r eductions. 22115.9 Steel Cables. Structural applications of steel cables for buildings shall be in accordance with the provisions of Division XI. 2205.10 Welding. Welding procedures, welder qualification requirements and welding electrodes shall be in accordance with Division 11.111, VI or VII and approved national standards. 2205.11 Dolts. The use of high - strength A 325 and A 4911 bolts shall he in accordance with the requirements of Divisions II and 111. Anchor bolts shall be set accurately to the pattern and dimen- sions called for on the plans. The protrusion of the threaded ends through the connected material shall he sufficient to fully engage the threads of the nuts, but shall not be greater than the length of threads on the bolts. Base plate boles for anchor boils may he ewer- sized as follows: Bolt Size, inches (mm) link Size, Inches hum) 3 /4 (19.1) 5 11h (7.9) oversized ' (2 5/11, (7.9) oversized 1 c 2 (25.4 c 50.8) t/; (12.7) oversized > 2 (> 50.8) I (25.4) > bolt diameter W = W LLi W O J 0 d : ? F-. 0 ' . U 0 ` W W t) 'L t . .Z U� O i Nov -29 -00 06:36A VICTOR H. KIMSEY -•. 1S11 UNIFORM BUILDING CODE TABLE 16.O- HORIZONTAL FORCE FACTORS, + AND R tSee Section 1627 for definitions of flexible components and rigid components. 2 Suc Sections 1633.2.4 and 1633.21 fur concrete and masonry walls and Section 1632.2 fur connections for panel connectors for panels. 3 Appliea to Seismic Zones 2, 3 and 4 only. m 1 (1und supported steel storage racks may be designed using the provisions of Section 1634. Chapter 22, Division VI, may be used fur design, provided seismic ,design forces are equal to or greater than those specified in Section 1632.2 or 1634.2, as appropriate. '�'' my anchorage or restraints need be designed. • 6 Ceiling weight shall include all light fixtures and other equipment or partitions that are laterally supported by the ceiling. For purposes of determining the seismic force, a ceiling weight of out less than 4 psf (0.19 1N/m shall be used. 7 Ccili rags constructed of lath and plaster or gypsum board screw or nail attached to suspended members that suppost a ceiling at one level extending front wall to wall need not be analyzed, provided the walls are not over 50 feet (15 240 mm) span. 'Light fixtures and anechanical services installed in metal suspension systems for acoustical tile and lay -In panel ceilings shall he independently supported from the structure above as specified in WIC Standard 25.2, Pan III. Am" 9 1V 1 , 1ix access floor systems shall be the dead load of the access floor system plus 25 percent of the floor live load plus s 10•psf (0.48 kN/tn partition load allowance. lowuiputenl includes. but is not limited tit, boilers, chillers, heat exchangers, pumps, air•luuhdling units, cooling towers, control panels, moors, switchge u, trans limners and life -safety equipment. It shall include major conduit. ducting and piping. which services such machinery and equi and fire sprinkler systems. Sox Section 1632.2 her additional requirements for determining r{, fur nonrigid or flexibly mounted equipment. "Seismic restraints may be omitted (runs piping and duct supports if all the following conditions are satisfied: 11 Lateral motion of the piping or duct will not cause drunaging impact with other systems. "lie piping or duct is trade of ductile material with ductile connections. 11.3L motion of the piping or duct dues not cause impact of begile uppurtenances (e.g.. sprinkler heads) with any other equipment, piping or structural member. "Lateral motion of the piping or duct dues not cause loss of system vertical support. 113 Rud -hung supports of less than 12 inches (3 run) in length have top connections that cannot develop moments. 11 . 6 Suppun members cantilevered up form the floor are checked for stability. (CondnaeJ) (206) 283 -0517 P.09 TABLE T8-0 2 -33 Z tu 00 ' N O. to W -i i- CO (L W O g N H = Z � Z O F- O 0 1- W W' H - LL l .. z UI O ~' Z r ELEMENTS OF STRUCTURES AND NONSTRUCTURAL COMPONENTS AND EOUIPMENT 4 4 � �FOOTNOTE r 3 0 I. Elements of Structures A. Walls including the following: (I) Unhraecd (eantilcvetud) parapets. 2 (2) Exterior walls at or above the ground floor and parapets braced above their centers of 1 1.0 . 3 311 2 (3) MI interior-bearing and nonbearing walls. 1.0 3 3.0 2 2 B. Penthouse (except when fumed by an extension of the structural frame), 2 2.5 4 4.11 C. Connections for prefabricated structural elements other than walls. See also Section 1 1.0 3 3.0 3 3 2. Nonstructural Components A. Exterior and interior umsmentations and appendages. 2 2.5 3 3 U B. Chimneys. stacks and trussed towers supported on or projecting above the roof: (1) Laterally braced or anchored to the structural Inane at a point below their centers of 2 2.5 3 3.0 »" (2) Laterally braced or anchored to the structural frame at or above their centers of mass. 1 1.0 3 3 0 _ _ 31) C. Signs and billboards. 2 2.5 4 0 4 4 - ---••• 1). Storage racks (include contents) over 6 feet (1829 mm) tall. 2 2.5 4 1.0 3 E. Pemwneut fluor-supported cabinets and hook stuck more than 6 feet (1829 nun) in 1 1.0 1 10 3 3, 6, 7. N R Anchorage and lateral bracing for suspended ceilings and light lixtures. 1 G. Access floor systems. . 1.0 1 .___ 1 , 10 - ..- 4 H. Masonry or concrete fences over 6 feel 11829 mm) high. 1 - , I. Panitions. 1 3. Equipment 3 1.0 3 U B : 1.0 0 : t (1 5 5, 10. 11, 12. 13. 5, 111, 14. IS. 16 C. Any flexible equipment laterally braced or anchored to the structural frame at a point 2 2.5 3,0 5 1). Anchorage of emergency power supply systems and essential communications 1 1.0 1.0 1 17, 18 E. Temporary containers with flammable Of haaiudous materials. 1 1.0 3 0 1 19 4. Other Components 1.0 3 3.0 t t B. Rigid components with nonductile material or attachments. 1 1.0 1 5 I I I C. Flexible components with ductile material and attachments. 2 2.5 3 3.0 e, -._:u_ ........., ie twill 6 x: is nunLuctile material or uttaclwitr. 2 2.5 I 5 Nov -29 -00 06:36A VICTOR H. KIMSEY -•. 1S11 UNIFORM BUILDING CODE TABLE 16.O- HORIZONTAL FORCE FACTORS, + AND R tSee Section 1627 for definitions of flexible components and rigid components. 2 Suc Sections 1633.2.4 and 1633.21 fur concrete and masonry walls and Section 1632.2 fur connections for panel connectors for panels. 3 Appliea to Seismic Zones 2, 3 and 4 only. m 1 (1und supported steel storage racks may be designed using the provisions of Section 1634. Chapter 22, Division VI, may be used fur design, provided seismic ,design forces are equal to or greater than those specified in Section 1632.2 or 1634.2, as appropriate. '�'' my anchorage or restraints need be designed. • 6 Ceiling weight shall include all light fixtures and other equipment or partitions that are laterally supported by the ceiling. For purposes of determining the seismic force, a ceiling weight of out less than 4 psf (0.19 1N/m shall be used. 7 Ccili rags constructed of lath and plaster or gypsum board screw or nail attached to suspended members that suppost a ceiling at one level extending front wall to wall need not be analyzed, provided the walls are not over 50 feet (15 240 mm) span. 'Light fixtures and anechanical services installed in metal suspension systems for acoustical tile and lay -In panel ceilings shall he independently supported from the structure above as specified in WIC Standard 25.2, Pan III. Am" 9 1V 1 , 1ix access floor systems shall be the dead load of the access floor system plus 25 percent of the floor live load plus s 10•psf (0.48 kN/tn partition load allowance. lowuiputenl includes. but is not limited tit, boilers, chillers, heat exchangers, pumps, air•luuhdling units, cooling towers, control panels, moors, switchge u, trans limners and life -safety equipment. It shall include major conduit. ducting and piping. which services such machinery and equi and fire sprinkler systems. Sox Section 1632.2 her additional requirements for determining r{, fur nonrigid or flexibly mounted equipment. "Seismic restraints may be omitted (runs piping and duct supports if all the following conditions are satisfied: 11 Lateral motion of the piping or duct will not cause drunaging impact with other systems. "lie piping or duct is trade of ductile material with ductile connections. 11.3L motion of the piping or duct dues not cause impact of begile uppurtenances (e.g.. sprinkler heads) with any other equipment, piping or structural member. "Lateral motion of the piping or duct dues not cause loss of system vertical support. 113 Rud -hung supports of less than 12 inches (3 run) in length have top connections that cannot develop moments. 11 . 6 Suppun members cantilevered up form the floor are checked for stability. (CondnaeJ) (206) 283 -0517 P.09 TABLE T8-0 2 -33 Z tu 00 ' N O. to W -i i- CO (L W O g N H = Z � Z O F- O 0 1- W W' H - LL l .. z UI O ~' Z STRUCTURE TYPE R nL _ _ r- 2 .11 2.11 1. Vessels, including tanks and pressurized spheres, on braced or uubraccd legs. 2.- 2. Cast-in-place conceete silos and chimneys having walls continuous to the foundations. 3.6 3. Distributed mass cantilever structures such as stacks. chimneys, silos and skirt- supprted vertical vessels. 2.9 2.11 4. Trussed towers (freestanding or guyed), guyed stacks and chimneys. 2.9 2.11 2.1) 5. Cantilevered column -type structures. res. 2.2 6. Cooling towers. 3.6 2.11 7. Mira and hoppers on braced us unbowed (cgs. - ~_ 2.4 8. Storage racks. i _ 2.11 ...0 2.0 9. Signs and bill cards. 2.2 111. Amusement structures and monuments. 11. All other self-supporting structures nut otherwise covered. 2.9 2.0 Nov - 29 - 00 06:37A VICTOR H. KIMSEY (206) 283 - 0517 TABLE 16.0 TABLE 16.0 FOOTNOTES TO TABLE 16.0 - (Continued) t restraints may he °milled front electrical raceways, such as cable trays, conduit and bus ducts, if all the following conditions are satisfied: It I lateral motion of the raceway will not cause damaging hoot I with other syste 1 i• 2 141erul motion of the raceway does not cause loss of system vertical suppuu. 12 ' 3 Kod•hung supports of less than 12 inches (305 mm) in length have top c omcetions that cannot develop moments. 12 • 4 Suppurl members cantilevered up from the flour are checked for stability. "Piping, ducts and electrical raceways, which must he functional following an earthquake, spanning between different buildings air structural systems shall he sufficiently flexible to withstand relative motion of support points assuming out-of-phase motions. "Vibration isolators summating equipment shall be designed for lateral loads or restrained form displacing laterally by other means. Restraint shall also he provided, which limits vertical displacement, such that lateral restrains do not hecome disengaged. u,, and /y, fur equipment aupponted on vibration isolatrrs shall he taken as 2.5 and I.S, respectively, except that if the isolation mounting frame is supported by shallow or expansion anchors, the design linces for the anchors calculaled by Formula (32.1), (32-2) or (32.3) shall be additionally multiplied by a factor of 2.0. "Equipment anchorage shall not be designed such that lateral loads are resisted by gravity friction (e.g., friction clips). "Expansion anchors, which are required In resist seismic loads in tension, shall not he used where operational vibrating loads are present. "Movement of components within electrical cabinets, rack- aid skid - m equipment and portions of skid - mounted electromechanical equipment that may cause damage to other components by displacing, shall be restricted by attachment to anchored equipment or support frames. t can racks shall be restrained against nruvemen t in all directions due to earthquake forces. "Seismic restraints may include straps, cluins, butts, harriers or other mechanisms that prevent sliding, falling and breach of containment of flammable and tnsic materials. Friction funecs may not be used to resist lateral loads in these restraints unless positive uplift restraint is povided which ensures that the friction tutees act continuously. TABLE 164D-01 AND 0 FACTORS FOR NONBUILDING STRUCTURES SOIL PROFILE TYPE SA Sn 2-34 se 2 .0.07! 0.06 0.0$ S}) 0.12 Sk 11.19 SF TABLE 10-0-- SEISMIC COEFFICIENT C 2• O.10 11.12 1E15 11.18 11.22 11..31) SEISMIC ZONE 'ACTON, 2 2. 0.7 2.0.3 11.16 0.24 11.20 0.30 11.34 11 0.2$ 11.14 See Footnote 1997 UNIFORM BUILDING CODE 2 ■0.1 0.32N,, 0.41)8 11.4118,, 11.44N,, 11.3tON ) Site - specific gcotcehnical iuvcstigotiun and dynamic site response analysis shall be performed to determine seismic coefficients for Soil Peofilc'fyp: Sr: P.10 Op4o i sots": ;k$,t5 »Avian. : ME VUT1CALLoAO I LATERAL LOAD Wass otherwise noted) Category oeeedpNA beunae per wets tooI . 0.04711 of swop I. Construction, public access at site (live load) Walkway, see Section 3303.6 IM) Canopy, sec Section 3303.7 150 2. Grandstands, reviewing stands, bleachers, and folding and telescoping scaling (live loud) Scab and footboards 120 See Footnote 3 3. Stage accessories (live load) Catwalks 411 Followspot, projection and control rooms 50 4. Ceiling framing (live load) Over stages 211 All uses except over stages 111 S. Partitions and interior walls, see Sec. 1611.3 (live load) S 6. Elevators and dumbwaiters (dead and live loads) 2 x total Maass 7. Mechanical and ekctrical equipment (dead load) 'Mal loads N. Crones (dead and live loads) Total load including impact increase 1.25 x total loads 0.10 x total load' 9. Ilakony railings and guardrails Exit facilities serving an occupant load greater than 51) 511 Other than exit facilities 211 Components 25 111. Vehicle harriers See Section 311.2.3.3 6,100 I I . llandrails See Footnote I I See Footnote I I See Table 16.0 12. Storage tacks Over N feet (24311 mm) high Total loadsl" 13. Fire sprinkler structural support 250 pounds (11 12 N) plus weight tof water - filled pipet► See bible 16.0 14. Esplosion exposure Hazardous occupancies, see Section 307.10 Nov - - 06:38A VICTOR H. KIMSEY (206) 283 - 0517 TABLE 111.8 TABLE 16-B— SPECIAL LOADS' P.11 1997 UNIFORM BUILDINO CODE 1 'Ibe tabulated loads are minimum loads. Where other vertical loads required by this code or required by the design would cause greater stresses, they shall be used. 'Pounds per lineal fool ( x 14.6 for Nim). al.ateral sway bracing loads of 24 pounds per foot (350 N /m) parallel and 10 pounds per loot (145.9 N /m) perpendicular to seat and footboards. 'Iftoes not apply to ceilings that have sufficient total access from below, such that access is not required within the apace above the ceiling. Dues not apply to ceilings if the attic areas above the ceiling arc not provided with access. 'Ibis live load need not be considered as acting simultaneously with other live loads imposed upon the ceiling framing or its supporting structure. 5 Where Appendix Chapter 341 has been adopted, see reference standard eked therein for additional design requirements. 6 Tlsc impact factors included arc for cranes with steel wheels riding on steel rails. They may be modified if substantiating technical data acceptable to the building official is submitted. Live loads on crane support girders and their connections shall be taken as the maximum crane wheel loads. For pendant- operated traveling • crane support girders and their connections, the impact factors shall be 1.10. } Ibis applies in the direction parallel to the runway rails (longitudinal). 'Ilte fact for forces perpendicular to the rail is 0.211 x the transverse traveling loads (trolley, cab, hooks and lifted loads). Forces shall he applied at lop of rail and may be distributed among tails of multiple rail ctancs and shall be distributed with due regard fir lateral stiffness of the structures supporting these rails. . aA hood per lineal font (x 14.6 for N /m) to be applied horizontally at right angles to the top rail. vintermediatc rails, panel fillers and their connections shall be capable of withstanding a load of 25 pounds per square foot (1.2 kN /m applied horizontally at right angles over the entire tributary aria, including openings and spaces between rails. Reactions due to this loading need not he combined with those of Foot. tote N. 1p1A hroieoontal lad in pounds (N) applied at right angles to the vehicle barrier at a height of IN inches (457 mm) above the parking surface. The force may be distill'. used nvcr a I- foot•square (itl4.N•millimcter•agwre) area. • 1 1 1'hc mounting of handrails shall be such that the completed handrail and supporting structure are capable of withstanding a load of at least 201) pounds (890 N) applied in any direction at any point on the rail. These loads shall not b e assumed to tai cumulatively with Item 9. 1 = Wrtical members of Mange racks shall be protected from impact forces of operating equipment, or racks shall be designed so that failure of one vertical member will not cause collapse of more than the bay or bays directly supported by that member. 13 1 1x: 250-pound (1.11 kN) load is to he applied to any single fire sprinkler support point but not simultaneously to all support joints. Z 6 J U! 0 0 N 0 W 111 -I W IL W 0 • L L . < H = Z F' I O Z W Wd. U O co 0 I- 111 IL 16 LU Z W N Ham. Z Thoreson, Greg From: Sundnes, Peter [peter.sundnes@fmglobal.com] Sent: Tuesday, November 28, 2000 4:30 PM To: Greg Thoreson (E -mail) Subject: FW: K -17 Head Replacement for the 745 Bldg Sony Greg. This didn't get to you the first time since I spelled your name wrong. Regards, and hope this helps your situation with the city. G I�+ OF Tl1KW� Pete. p PROVED > — Original Message — > From:Sundnes, Peter 2110t1 > Sent: Tuesday, November 28, 2000 6:48 PM > To: Rich George (E- mail) > Cc: Greg Thorsen (E- mail); Bowden, John; Moore, Dana; Kathy Crummer > (E-mail) K-17 Head Replacement for the 745 Bldg t 4 -- -- N Q > Rich - FM Global and I took a preliminary look at the sprinkler plans and — > calculations for this project since you needed the go ahead to start this FILE O PY > project as soon as possible. As agreed, FM will continue with their . > formal review process and provide a plan review letter and send back the I I t"" t ^ ^''' . ` " ' " > stamped drawings this week for your submittal to the city. , > The plans call for the replacement of the existing sprinkler heads above > and 30 ft. beyond the rack storage area west of column line "M" with > Central K -17 sprinkler heads in accordance with our recommendation. Prior > to making this recommendation, I did a preliminary analysis to confirm > that the existing system could support 15 K -17 heads at 22 psi. Our > review of the drawings and calculations was limited to this area of > the building. Hydraulic calculations were provided to confirm that the > system can support 15 heads at 22 psi and a 500 gpm hose allowance with > the existing water supply. This will protect rack storage of cartoned or > uncartoned, unexpanded plastic to a maximum height of 25 ft. in a 30 ft. > building. It is my understanding that the storage, which will be cartoned > plastics, will not exceed 25 ft. Some short sections of piping had water > flow velocities which slightly exceeded 32 fps, but we consider this an > acceptable situation for this existing sprinkler system. > Based on our preliminary review, this project appeared to be acceptable > subject to the following: > 1) For K -17 sprinkler heads, the obstruction guidelines for large drop > sprinklers would apply to ensure beams positioned close to sprinkler heads > would not obstruct the water flow. From what I can remember, the beams > parallel to the branch lines were quite a ways away and should not be an > obstruction problem, but it is possible that there are heads close to > beams which run perpendicular to them. I have attached data sheet 2 -7 > which describes the obstruction guidelines. Please look at sections > 2.4.4.5 - 2.4.4.8.3 and make a visual inspection of the beams in the > building to make sure that there are no sprinkler heads that will be > obstructed by beams or other obstructions before proceeding with the head > replacement. Again, I think it is OK, but we should confirm just to close > the loop on this concern. You said this will be done, and you would > probably have to relocate a few heads near some ceiling mounted heating > units. > 2) The sprinkler design is good for buildings with a maximum roof height > of 30 ft. I believe we verified that it was under 30 ft, but Richard 1 RECEIVED CITY OF TUKWILA PERMIT CENTER 92D9DZ _> Aasland has the file so I can't verify it right now. It would be a good > idea to double check this too. > 3) The plans indicated that Central K -17 heads would be used. There are > two Central K -17 sprinkler heads that are approved by our company. They > are the Central Ultra K -17 and the Central K -17 231. Please confirm that > the heads are one of these two, preferably the Ultra. You said you will > use the Central Ultra K -17's. > 4) Final acceptance is subject to confirmation of the water supply and a > field acceptance of the work. > 5) Please use the FM Global Red Tag Kit to supervise the sprinkler system > impairment, and use the FM Global Hot Work Permit System if there will be > any cutting or welding associated with this project. > 6) The hydraulic design placard for this area of the building should be > modified based on this system modification. > Good luck with the sprinkler replacement, and please call if I can provide > any more assistance. > Regards, Pete Sundnes, P.E.. > Account Engineer > Affiliated FM Insurance > (425) 637 -2386 > peter.sundnes@fmglobal.com 2 :•�.Ly:Ik�KS.iLIa!:1tiYt Mt�ra.(:'ne::W:� �ritn:'ia • n•:.•: d+:. �M1: 1aa. r. �iuiL". a. 4 ..v. YeA. ntii�uu. �..... i. tli.:': ...6.hiV�+%wtv ACTIVITY NUMBER: D2000 - 379 DATE: 11 -29 -2000 PROJECT NAME: RED DOT CORPORATION SITE ADDRESS: 745 ANDOVER PK E SUITE NO: XX Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: g Division 1t Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 1 1- 30-2000 Complete n Incomplete n Not Applicable Comments: TUES /THURS ROUTING: Please Route PLAN REV IEW� SLIP P o J ent Structural Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved n Approved with Conditions ri Not Approved (attach comments) REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved Approved with Conditions REVIEWER'S INITIALS: u+wouu.ucx srri I t Planning Division Permit Coordinator No further Review Required n DATE: DUE DATE 12- 28 -2000 I DATE: DUE DATE Not Approved (attach comments) n DATE: AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION STATE OF WASHINGTON COUNTY OF KING 1. I have made application for a building permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a building permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this building permit to be exempt under No. t2 4 l3 , and will therefore not be performed by a registered contractor. 02)90o-319 I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction v(ork. AFFCONT 1/13/00 1 CITY OF TUKWILA Permit Center 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 98188 Telephone: (206) 431 -3670 . UY -� ) ) S S. , states as follows: APPLICA Signed and sworn to before me this 29 day of CIQv _ , 20 DU . L NOTARY PUBLIC in and residing at.ok-CA Name as commissioned: My commission expires: H -4 for the State of Washington, County. E c \ L� - U� 18.27.090 Exemptions. This chapte - shall not apply to: 1. An authorized representative of the United States Government, the State of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale or installation of any finished products, materials, or articles of merchandise which are not actually fabricated into and do not become a permanent fixed part of a structure; 6. Any construction, alteration, improvement, or repair of personal property, except this chapter shall apply to all mobile /manufactured housing. A mobile /manufactured home may be installed, set up, or repaired by the registered or legal owner, by a contractor licensed under this chapter, or by a mobile /manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than $500, such work, or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division AFFCONT 1/13/00 of the operation is made into contracts of amounts less than $500 for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he is a contractor, or that he is qualified to engage in the business of contractor; 10. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; 11. An owner who contracts for a project with a registered contractor; Any person working on his own property, whether occupied by him or not, and any person working on his residence, whether owned by him or not but this exemption shall not apply to any person otherwise covered by this chapter who constructs an improvement on his own property with the intention and for the purpose of selling the improved property; Owners of commercial properties who use their own employees to do maintenance, repair, and alteration work in or upon their own properties; 14. A licensed architect or civil or professional engineer acting solely in his professional capacity, an electrician licensed under the laws of the state of Washington, or a plumber licensed under the laws of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the licensee is operating within the scope of his license; .L 15. Any person who engages in thativitip regulated as an employee of a:sfegterPd° "Qnfractor with wages as his sole compens0r6fii o 1 L 16. Contractors on highway projects have been prequalified as required by chapter 13 of the Laws of 1961, RCW 47.28.070 with the department of' transportation to perform highway construction, reconstruction, or maintenance work. 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