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HomeMy WebLinkAboutPermit B93-0295 - HOME DEPOT - STORAGE RACKSI ) I De PDT* 16q3 -oag5 City o (206) 431-3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 RACK STORAGE PERMIT Permit No: B93 -0295 Type: B -RACK Category: Address: 6810 S 180 ST Location: Parcel #: 362304 -9074 Zoning: CM Contractor License No.: Status: ISSUED Issued: 09/15/1993 Expires: 03/14/1994 TENANT HOME DEPOT 6810 S 180 ST, TUKWILA, WA 98188 OWNER V & S I REAL ESTATE LTD PA 3605 132ND AVE SE STE 300, BELLEVUE WA 98006 CONTACT MARK BEERS Phone: 714 526 -8522 601 SOUTH PLACENTIA, FULLERTON, GA .92631 * * * * * * * * * * * * * * * *k * * * *•k * * * * * * * ** * *44* *4 *i4 *i4. *''tl 4t %k * * * * * * * ** * * * * * * * * * * * * * *k *k Permit Description: STORAGE RACK, ANSTALLAT-TON'. Rack Storage D,.imensiors, . linear. Feet ,_, x 1717: "` 1,7,0 y,1. "68 ! Height 16:0 12.0` 8.0 3.5 .0 .0 ota l s 140,736 20, 604 1,360 588 UBC Ed, t n : 1991 '' Valuaj .ton: 1 <50,000r00 1 63 1288 *k * * * * * *.WW *k * * *' * * *: *. *.. * *.. * * * *, * * ** er mi't Fee: 1 637.38 * * * *. " * * *. * *•k * ** * * * *: * * * * *•k * *ik:�Cyl * * * ** il.e Permit Center tAuthorized "Sigr1'ature _ 43 I herebyy'e.rti'fy:, -that I have read and'i e'xa�m.i.ri'ed "th.i".s'perullt and; knowp' the same to be ;true nd correct. All proO s ons iof •.law`r and or'din .,ancesi` governing "`i✓h`',is' work will be complied with, wh,et�her�\spe'cified "her�,e.;ih or not The granting aff thernrit does not�••�presumo give autthority�jto violate or cancel the p,v ov,s ` "pns of "'arty other state or �.l'ocal laws regulating construction or, E.the 'p'e"r, formance ,.o;P work . � . l k ani' author i zed toµ `sign for and obtain this bui'•l;d':i'n,g mit. S ignature: _ Print Name: 3 li/7e eii This permit `shall. become null aril "v'o`'d'"fif` "'the: work is not commenced Within 180 :days from the date of issuance,. or if the Work is suspended or abandoned for a period of 180 days from the last inspection. CITY OF TIIKWI Department of C ,,munity Development — Permit Cen 6300 Southcenter Boulevard - #100, Tukwila, WA 98188 (206) 431 -3670 Building Permit Application Tracking PLAN CHECK NUMBER PROJECT NAME (^ V\0 1 + 1Q" =�- CONTACTED SITE ADDRESS / _s`O 5 Yr6 ')-k- SUITE N� O INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that the status of the project may be ascertained at any time. • Plan corrections shall be completed and approved prior to sending to the next department. • Any conditions or requirements for the permit shall be noted in the Sierra system or summarized concisely in the form of a formal letter or memo, which will be attached to the permit. • Please fill out your section of the tracking chart completely. Where information requested is not applicable, so note by using "N /A ", date and initial. DEPARTMENTAL REVIEW "X" in box indicates which departments need to review the project. DATE} DEPARTMENT DATE IN: APPROVED::'.... REQUIREMENTS / COMMENTS CONSULTANT: Date Sent - Date Approved - j:R( BUILDING - initial review FIRE 0 PLANNING ROUTED 8/q 077 INIT: FIRE PROTECTION: Sprinklers • Detectors FIRE DEPT. LETTER DATED: 13 9 93 ZONING: INIT: REFERENCE FILE NOS.: N/A INSPECTOR: IBAR/LAND USE CONDITIONS? NEM MINIMUM SETBACKS: N- S- E- O PUBLIC WORKS INIT: UTILITY PERMITS REQUIRED? [ ) Yes L ) No PUBLIC WORKS LETTER DATED: 0 OTHER g BUILDING - final review INI : $ 17441.5 INIT: TYPE OF CONSTRUCTION: BUILDING OFFICIAL 95\11\4? RA CERT. OF OCCUPANCY? UBC EDITION (year): Oyes O No 'cte,.l REVIEW COMPLETED AMOUNT OWING: I' (� " 346 CONTACTED DATE NOTIFIED BY: (init.) 2nd NOTIFICATION BY: (init.) 3RD NOTIFICATION BY: (Init.) 01/08/93 BUILDIN PERMIT APPLICATION CITY OF TUKWILA Department of Community Development - Building Division 6300 Southcenter Boulevard, Tukwila WA 98188 (206) 431 -3670 PLAN CHECK NUMBER sq3 ci APPLICA-TION.MUST. SE ;FILLED OUT: COMPLETELY DESCRIPTION'> BUILDINGPERMITFEE: PLAN CHECK•'FEE f BUILDING SURCHARGE AMOUNT. 11111111EIMI RCPT :TOTAL MIEUVA SITE ADDRESS SUITE # La 5") S • \ 7 t "---7,'. ti o kc u., t t-A VALUE OF CONSTRUCTION - $ 15-0, Q 0C ) PROJECT NAME/TENANT --1-t . 14 004, &et- t 1 nx-. ASSESSOR ACCOUNT # SCE 23c_04--ct01'k TYPE OF LJNew Building U Addition U Tenant Improvement (commercial) U Demolition (building) WORK: KRack Storage 0 Reroof 0 Remodel (residential) 0 Other DESCRIBE WORK TO BE DONE: ejioQ &\c , "A-4 -4e-- r-.) S1 LL.A. L4-,. BUILDING USE (office, warehouse, etc.) U3 tix.v5c 0--L. tit, NATURE OF BUSINESS: Ro tw 9a-c ; it,L6,44.-i52-t?-U WILL THERE BE A CHANGE IN USE? NI,,No 0 Yes If Yes, new building requirements may need to be met. Please explain: SQUARE FOOTAGE - Building: MI o , Tenant Space: i 41 i Area of Construction: t ) WILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? 0 No [` Yes IFYES, EXPLAIN: ,,yq -t,`, P11- „r,,_,L>, t A u'1 Svipk tD j ,, .0 c-22 A vu--row L , PROPERTY OWNER ' Cv-E t ,. D6r'o� , tto C , PHONE-1 4._ S -26, , Zz ADDRESS L."0 1 s �uAL,e,,,i�`u& ., iZot_Loct -v_ C,4 ZIP ei 2(,)3( CONTRACTOR co ) Lk. A-0 U (S12..” PHONE ADDRESS ZIP WA. ST. CONTRACTOR'S LICENSE # EXP. DATE ARCHITECT .f _ s tk4.6_6.4,1,...)S S. lL , PHONE . to . <4.ii - vols, i ADDRESS -2_2_<, f. 1,1 t� • R„,,.,... C.,, -,6a ,A..tZ. , c-t', ZIP q 1 Za z,- I HERESY CERTIFY :THAT:1 HAVE REA ,A • BE' 'TRUE SAND ;CORRECT, AND 1 AM/ BUILDING OWNER SIGNA URE OR AUTHORIZED AGENT PRINT t 2. 7?,&6(i-s PHONE CONTACT PERSON ADDRESS (,0 , eol e..00 ' 6.'a.r. -K-1 xi. t.14-al4 662-5 CITY2IPpuLL6zru Z.4•3( PHONE l,4•S26 • APPLICATION SUBMITTAL SUBMITTAL In order to ensure that your application is accepted for plan review, please make sure io fill out the application completely and follow the plan submittal checklist on the reverse side of this form. Handouts are available at the Building counter which provide more detailed Information on application and plan submittal requirements. Application and plans must be complete in order to be accepted for plan review. VALUATION OF CONSTRUCTION Valuation for new construction and additions are calculated by the Department of Community Development prior to application submittal. Contact the Permit Coordinator at 431 -3670 prior to submitting application. In all cases, a valuation amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Building Division to comply with current fee schedules. 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. EXPIRATION OF PLAN REVIEW Applications for which no permit is issued within 180 days following the date of application shall expire by limitations. 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 304(d) of the Uniform Building Code (current edition). No application shall be extended more than once. If you have any questions about our process or plan submittal requirements, please contact the Department of Community Development Building Division at 431 -3670. DATE APPLICATION ACCEPTED % -L( -°I3 DATE APPLICATION EXPIRES COMMERCIAL SUBMITTAL CHECKLIST NEW COMMERCIAL 3U11,.DINGS/ADCITIONS, Completed building permit epplicetion'(one for pach Assessor .ACcUnt Two sets (2) of the foliowing . . • : .••• . • Specifications. . • Struotural calculations stamped by a Washington State hconsed enginoer .,:,:.••,„ • . . . Soils . „ . report stamped bY:ti Washington :StatelicenSed engineer • • [j Topographlcal survey . • :, ::* • • . Energy calculations Stamped by;a:Washington:State licenged engineer.or • ; •.• : • : ... • .: : Legal descrip.tio.n............•.:,."...,.,...:::::::,"'".......::::...1.,:::::::::"...,....•::::':::........::,:•::.,.......".,•:::::"..,.::.:"...,"::‘'...„:••••-••:::,",,,•.::::.:,,•:::,....,":,•:•,,::....!„..:....J:::::,.."::::::::„......:...:.:::::,:,:i.:::,.•:::::••••::::,..,,,,::,,,i....! • ' W Ork ing drawingt;stnn:' o.....: adpi a ...../"..a...'shing on sii...ii......i... t,..r.,..:ie:: . d......„„....:..',..,.....,......:..:."...:,,.:..:.:.•,:...•••..: .... arC.hitect,Which inO1609"..,:';;:i•::::.:".....,..",:::::.::••••::........:::••••:::::.........•::::.i.".....:::::::"...'...::::,,..:',.'....••:::::::::::::::::::::::::::''.":":::::::::" . •:::::'::•:::::: .::•s.....t...:. 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"::::;•.".•::::'.:.:"....;.:".•:.:::::::,:::ji::::::.1!:::,...:.i....::::::::::::.:‘,....•.:::..!:::::•,::::::2::..,....,:,:..,:::„...,:::,..,..........,•:::::::::::::::,..::: Mechanical drawing.s,•,,.:::".:•.:,'"......::::::::::::::,::::::: ."••••.••••;:.....••••••••:...;•:::.:•:',....:::::••;:,::::::...:::i.::-.a:::4:,•::::::::.•:::::.,::::::::::::::::,..:::::.q.::.;,:. ,..::::.1:'.4.1:::::•:'''Elev,4ci"6."':::':•:::U"'"::::::::::';',...::::•::1:::11!"..::::::1•••••::::::::::•••Y:',.1":::::::::::::::::::::::::.",::".Yi.:.":"':•,..::,:........"'.0"":::"...•:::::;':::::::::::::::i::::::".•",...: •. '...1.....':.''' ▪ °i'.1i'Dira!Yilicis•t:::::::.::::::.."•.:';:::...':':::::::.:''.:........;:::::".::::::::•::::"..':'"::::::"'".::.::::•.:::::::.',....i:.".::::!..'"::1:1.....:':::•:•:•"::::::'.:::::::.•::::::::::i::::::,:.:::::::.::::::::::::: LancicilPe.:0!PP:••-;:::"..::::......:::::::::::::::::....:::::::::.::::.:::':::::::::.:,::!:::••:•:::;•.•::::::::•":::„":,....?g;:'...::.::...:;:•••.:'.:::::...:W.:"y:,........: Completad uhlity permit •:••••0011Cateri•:(One:.•for entire:project):::••:::::.......::::::,::„,::::: . .........:.,::.; • •,:::::::•:::..::"'::•:,..,, . . . . . : . :::::::::.,:".:•.::.;'......"..•:.:::::•::'"*"..:".:."::::::::::::::::',...:,:::::::.;-:'.......,....:.:::::::::::::::.:::',......"."::::.":i::'::::.::•"::::::".":"."..::::::::"."1"'.:::::::.....•::::::::i .".SiX:(6):sdts.5it9lYil:draWing ..,...,:••••.:•.::-.::::::,,::::.....;,...:.,-..iii.-:„:„...........:::....::::::.::::::::.:..::.:,..;....,..::,:i..,....:.::::,..:,......:..:.g:'.::::::.,..,....-.:;,.. At 67-......:',L;ee'u ti)iiy-'....P...t?'.../7)ii:opp..-1/Ca7..°1/.oii..fir.i.i....p ec ...k//s....yo.S..,P......aai.i.......f.iii......a.:,....ij.,,,,..t.../■.../0,...,,,,:....::::....•,•...-::....:::.:;.,,':::.'-: ,...• : -...... . .............. .. sUbmittril re quirerrients:: .., ...'.:: ...;','„,:..::•„:;.,..1....:::........,:ii,„:::::,..,...:::::::::::•.:::„.:::.......;.....::::::;,*:„......;:.::-...,.....,.......;;;::::::,...::......„,:,...-............i; . . . , . . . . . • ' . • : RACK STORAGE Completed building permit application r- ' • ". - • i I Assessor Account .• • ':• : Two (2) sets of plans, which include: 1 1 „ . „ „ • . . • . . . . Building floorplen.shOwingi : • • •. .• : ,••, : • •: : ." :.: • : . ".•••••••:•." • • Entire space.where racks will be located ".: • Dimensions of all aisles •. *: :. • Tenant space floor plan showing rack storage layout, aisles and . NOTE: Include dimensions of racks (height, width and length), aisles and exit ways on plan: . . • • • . ••• • • . Structural calculations stamped by a Washington State licensed • engineer (rack storage 8 and over).: • . • ••.. •.• RESIDENTIAL NEW SINGLE-FAMILY DWELLINGS/ADDITIONS I 1 coii,pleiod building permit application (ono for each structure) .. :.: commFig■m.:::7.r.p.iy■NT::iimplaoymatirp.:::;.1.,.::::,:i:..i....•::: ......:'C..i.iiii.,.°1°..."..,....6ii..,.11.•°]11,......g',....:!r1P1?-..,•:"!14.•:::;•,":'.•ii''.:'..;:'.(:::, .!71').:ea. .. ,,,:. ."Asseita,rA6O0Ok'NtirOb.0e...;'•".:••• 71-Wo:(2:•;aitt4''P•:n.°Onft171ruP!.'.',c1:9:iti].Pdi41•giael.Srl.k.:ri'lgic:i.,.!:ri1°:16....01::u0 SAP••P1!r'::::::.:.-::::::::',..::::::::::::.:•:,:.::•::.:::::::.,,_.. ....."..':':.".... ''..iiti...:tiO.:::41iicii....'."...31:°P;."..::paelica;io..:.;.:t"!!..,..t::::A::::., :::-:....14i6osi?9:,E).:.c...!,1........,......,:::,.::::„.::,,,i,,,5::::::::::.::::::::,,,!:.,.;:::::::::z:,,R:::::::::::.....,.,..',..::-..:, ••••::::::::.:::::..:.T.i3irockiatio.h.,....„..,::::...:..,,,,,,,,,,,.., ,,,,,,,• ..,,a, _..,:...,...,L,...,.. .,..:Uie:iof .adjacer•it.A9.., • . • '.0‘/eriall dimensietiS:011,§...01p106!cl;g,....,,:•9.....!....:70:0!...•••,..„. .::Floot plari.of:prcip66ed.:teiiiint .. . , • • • • • --,:••:- • . .••• • . . • . . .„.. • ::•■•Tenant space plan with usa of eaoh room label ed ................................ Patterns,: .. • • Cross sections showirig w311 Construct altachment for floor and :ceiling engineer:May:•ber.eou:....• • . ;0. ....................... . • .,,goinpletedIliiiiicfing:Oei*It:aOglioatIeni, (one fp(eiiOF):::,etriiCture .::Assessor Account Numbor 1 1 d • • • Narrative describing existing rOof,,rnaterial being.remOVed, • : 'material being • : : • • • NOTE A certification letter Is.reqUired prior to final Inspection and sign• off of the permit.:-:. . . ....ANTENNAJPATELLITE'..DISH6S .. . • , • • ,.. • • ••••.: ••••• . . LIAssessor Account NuMber":"...:"."' t6; plans, af ....................... 'Details antenna/sateillte,.:dish:'and,..:,:77:....,.,.,.w!i;,„.•,...otf..:ga ... State licensed engineer may 0.0 -StructUratcalcu .. . . 1 1 1 J :•:•• • Assessor Account Number Two sots (2) • • •• • of working drawings; which S -iriri'ShowOlOiest hydrant location. Foundation plan access to billicfing; showing:: • Floor plan Width hndiehgth .. • . . Roof plan • : . •:Building elevations (all views) • . .„. Building Cress -section • • .• • Structural framing plans..... :•:.'", „ . . . . Washington State:Energy Code data . . Completed Utility permit application • • : • Six (6) sets Of site plans shoWing Utilities ". . NOTE: Building site plan and utility site plan may be combined. utility permit application and checklist for specific submittal requirements.' Additional topographical and soils inforrnationmay be required if unique site conditions. ' ' • : RESIDENTIAL REMODELS . ri..Comple;ed building pernilt•:apOliCationlOne.:for-eaCh:stiUCtureY.,...,,,, . • ] ****+*+*k.k***+******w***++k***+****+**+************+*k+*+******* CITY OF TUKw%LA, NA TRANSMIT +*******+**************************+**++k****+***+**********+**+ TRANSMIT Number: 93001300 Amount: 1,637.38 09/15/93 09:19 Permit No: B93~0395 'Type: 8-RACK RACK STORAGE PERMIT Parcel No: 362304-9074 . Site Address: 6810 S 180 ST Payment Method: CHECK Notation: THE HOME DEPOT *****+************+++***+*****A+***********+++********+*+******* Account Code 000/822.100 000/386.904 09/15/93 Init: GLB Description BUILDING - NONREG STATE BUILDING SURCHARGE Total (This Payment); �m�n : Total Fees: Total All payment4u Balance:. 1,63?.3B 11637.38 .00 Paid 1,83%.88 4.50 11637.30 GENERA 1632.88 GENERA 4.50 TOTAL 1637"38 CHECK 1637.38 CHANGE 0.00 4388A000 1402 CITY OF TUKWILA • Address: 6810 S 180 ST Permit No: B93-0295 Tenant: HOME DEPOT Status: ISSUED Type: , B-RACK Applied: 08/04/1993 Parcel #: 362304-9074 Issued: 09/15/1993 **********************************************************************k**** • permit Conditions: 1. No changes will be madet6641Tahi:2Uii"Tess,approved by the Arch i tect and the T1,041Ja".BuTT-d i ng D1V1s401), 2. All permits, insp6:066 records, wick approveds.4,4;(0s shall be maintained av9.110yre at, thell, fpli s i t*,,, pr i or tp t60,4pArt of any construsg44'. ,Pfes64cf4umfints are ii),elmo i n ea4 Wed available up,01 fIrl'al ApSpe'ot i op , a por o, a 1 :A siv,gran,tedY:1:1, 3. All const6fAi Oft. t'�. be '-done4t,f 4fOrinanoe vii tna P Pg9 V -6'd plans arittqui repents, of° theUn i f orm Bui ft:Mpg 6,60e '99'9f--:::,-, Edit ioro, amended py' the , 4,r61.814tfin State Bul 1060 cle.41 !A 4. Val i dil"Yyof PerM1t,4, 'The 0'upnce oti_a permit 617,, 44,r-oval ‘00, p 1 ansipeeif i cations aild\omputat,l,o6s shall l not be c61.-' ' Din 0 ;,, strue,ddto,ibA, a permit j'ili', or\OD_ A p pro va 1 of, any ''si i 01,Atl on sha.t, i be valid. id-. t.l..> ' .) ';', y .'. 'i.-1-f. 1 e . - ' p of ajiyiof,toe pOvision of ttl4s—code) or of any other4:,,,,;y ord9)4n0 of:44 the Juri Sii tct,i 001 No :0'6*.tri t presuming to gvt auttt r'.itkixoe v4olate--oiA—cancoM ' the ir6isipns of this cod' 1:- p ' ', 4ti / i , S ■.,,A \ , .... ' • ,,,, ,",' •-••"''', ' • l't ,,A45'j *,'': J \ 1 . , ,, ,,! „ i k ; •I ;r,. ,,, t I i +.,.. , .,, $ \ ,.r.• , i r * I till '":1 • Q " ' M ‘ 1 t 44 4) ,7..4 tt :4 4'1 \ Vt,..... .'4' " i , t 41' '' • 1 a ,i ' r 1 4, .t„,,,,, 4 1> % A ,s, llil A d'W ,Z? ' 4 ir -4 4 I, e 10 F f di " ' . ir:- , ,.." 1 City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 John W. Rants, Mayor August 9, 1993 Fire Department Review Control #B93 -0295 (512) Re: Home Depot - 6810 South 180th Street Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. No point in a sprinklered building may be more than 200 feet from an exit, measured along the path of travel. (UBC 3303(d)) Obstructions, including storage, shall not be placed in the required width of an exit, except projections as permitted by the Building Code. Exits shall not be obstructed in any manner and shall remain free of any . material or matter where its presence would obstruct or render the exit hazardous. (UFC 12.104(a)) When two or more exits from a story are required, exit signs shall be installed at the required exits and where otherwise necessary to clearly indicate the direction of egress. (UBC 3314(A)) Aisles leading to required exits shall be provided from all portions of buildings. The width and spacing of aisles shall be maintained at all times. (UFC 12.104(b)) 2. All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any'other City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 John W. Rants, Mayor Page number 2 representative designated and /or recognized by The City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1646) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1646) 3. Storage may not be closer than 36 inches in all directions to ceiling -hung "Space or Unit" heaters. (UFC 11.404) Storage may not be closer than 18 inches below sprinkler heads. (NFPA 13, 4 -2.5 and NFPA 231.5-1) The storage of idle (un -used) pallets is limited to six feet in height by the Uniform Fire Code. If storage quantity in excess of six feet in height is required, outdoor storage must be utilized. (UFC Standard 81 -1, 4 -4.1) The critical storage height for high -piled combustible stock in closely packed piles is 15 feet. (UFC 9.110). Storage above 15 feet would necessitate increasing the sprinkler density to extra hazard (UFC 81.105), and adding smoke removal capabilities. (UFC 81.107) To use any building or portion thereof exceeding 2,500 square feet for the storage of high -piled combustible stock. A floor plan showing the dimensions and location of the stockpiles and aisles shall be submitted with applications for such permits. (UFC 4.108(h3)) In double row racks with heights of storage•up to and including 25', an average nominal 6" transverse flue space between loads or at rack uprights shall be maintained. (NFPA 231C 4 -3.1) 4. City OT Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 John W. Rants, Mayor Page number High -piled combustible storage is combustible materials in closely packed piles more than 15 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 6 feet. (UFC 9.110) 4. This review limited to speculative tenant space only- special fire permits may be necessary depending on detailed description of intended use. Any overlooked hazardous condition and /or violation of the. adopted Fire or Building Codes does not imply approval of such condition or violation. Yours truly, The Tukwila Fire.el'ition Bureau. cc: T.F.D. file ncd •11MIMII■ City of Tukwila John W. Rants, Mayor Fire Department TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Project Name /— /4) fr? ,1& /2:0 ser Address t /d Thomas!P. Keefe, Fire Chief Retain current inspection schedule Needs shift inspection Approved without correction notice Approved with correction notice issued Suite # Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre- Fire:. Permits: Autorized Signature Date Headquarters Station, 444 Andover Park East • Tukwila, Washington 98188 • Phone. (206) 575.4404 • Fax (206) 57544 39 INSPECTION RECORD ( Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 o ei PERMIT N0. / 4 431-3670 Project: ,C /., rn �J p. YPe o ns.:. ,n; TdailSS: 1:1 e.z1i.;: -._. Special instructions: 4 CAS Date Wanted: ((1..5 /93 p.m, Requester. Phase No.: [(Approved per applicable codes. COMMENTS: ' O Corrections required prior to approval. D $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, tee must be, paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. SPECT S 1 `0. !INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA 'BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 Pro'e t; I ' Type of Ins • 1 /(. M ,ke Cdr Q-3 I%( ST 4 Date Call :•; 2 / D — ;-/ � ecial Ipso cti : q�Y Date Wanted �0'.C'r / �p•m, Requester: Phone No•; 0 Approved per applicable codes. //6, oiAoy Corrections required prior to approval, 7 COMMENTS: 11--Ac C4m.v A-Q 2 rwvn t 1..1'C1 (% - -;: ,A 90 4 h Pt. ap Inspector: 1 I Date: O /L'2 (q3 0 $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter 81vd, Suite 100, Call to schedule reinspection. INSPECTION RECORD 0 Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 Project• f.0•fIns. :..ion• .. i i t 1�.�lid '�'• ∎ l' 11.0 1 ♦ ) !I .,fe 0 tS /gil) .S/ 1 il-- -1 - -- ., Sp Instructions: •, Dale Want! � _..• t g --q3 Q.P. m• Requester: I Phone ..: J . I i'i "q 4go - /4isI k Approved per applicable codes. 0 Corrections required to approval. 1� COMMENTS: Inn a-r v.J Sere) 2.•.: ! S I.lv,,.i C:e'0-n 101 `-1" , . 14+-NuS 147+ 1-Yr- ' .N C I- O SL& YL . A r" 1 ILA MS ❑. $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, tee must be paid at 6300, Southcenter Blvd., Suite:100.. Cali to schedule reinspection. o INSPECTION RECORD 0 Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter B(vd., #100, Tukwila, WA 98188 8'75- o9-95 PEW 7/ (206) 431-3670 IA if 1 'Of— ype o ns ion: I I ill t II p:l ns ruct ons: , .,. , ... Date ant : . 0 — 67 v) am. Requester Pi) „04 ' i ad n -9q1,7- 401/6 Approved per applicable codes. Corrections required prior t COMMENTS: Asziaj „s16. A.Art.) brAA-1,44, IA1 A ;Lk C2-1 I .4.. 0 firL,A • C:-.) eo,L.A.4-■ Inspector: - I Date: 0 o $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ReceipttFONIONOOMMIMMIIMMITIMIIMPONNIO.M. SP " ION 0. INSPECTION RECORD Retain a copy with rmit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ?;q3 PERMIT N0. (206)' 431 -3670 Project Qt. Type of Inspection a, jE Addr i O goal Date Called: 0 r 3i� / Instructions: Date Wanted: /0` I — 9stP•m. Requester: 1 1 Phone No.: 75 qg 5 K. Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: ' c k / ��� /`�i s rJ A7404 -; /2 /t/.0 L /a4 ,.f ,a,_ . C(ad, -C 1 1 Inspector:% (f�� r'si —/-4 3 ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. IS•ECTIO 10. INSPECTION. RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION I'V\ °\ v 6300 Southcenter Blvd., #100, Tukwila, WA 98188 -06) 431 -3670 ro Oct ► 1% ype o nspection: 1 .d.ress: (9w.( 5 1 � ,8,6 s=te a :1: Special Instructions: Date Wanted: or "-, 2. r p, i. Requester: f )„ r Phone No.: I , ErSb 47 eke, ' cile%tl ❑ Approved per.applicable codes. Corrections required prior to approval. ❑ $30.00 REINSPECTION F E REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter, Blvd., Suite 100. CaII to schedule reinspection. Jtfate: �.� INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA ,98188 PERMIT (206) 431 -3670 Projectp, ,t T., n 0 Type of Inspection: lc J Address :(0 (0 5"C� , ' r p.) Date Called: Special Instructions: q,Gb Date Wanted: _ p, - 10 / m. :m. Requester: n ,+ Phone No.: 5-7 5 -r 61..7 (4...� Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: '4:t efrtker AACic f/<7 65:7CC" 1- R T N E r Lt WI : I AT 5. S N e G yL+D 1o. t2- .6 - A Nct160-- I0 L-i S f rJ 0 Nrc' .S t to J . 2-) L., Nie 7 F:4-01%. G,l-,DS A- .D t,,,,�,,A- � � c1F (z.Ac(CS - 'Rbvu2.e . G" ZLuAz .sjiAC6.. \\ .') p-o a .self.:.“ nlli-l.E -g To w Li.skt 4 / C'-- r+U1 cK-1' G / / /// t r•.j 2x.�1 t, vA a f; A rc�A . 4, ..C-Or-141-1 Lever. -- r1.4, crc.s pJP4avia, C'-c.c,-ty i G : r- (IL T A o-Se— .. a i..) L..t N c( f=2) vin -To 4,1 Aii P L: t N€c A -' - t -� 2,.. . s) 04- -1-, S t C...k..- Aef t.v--p Air c.JLZ • ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. Recepf No Date: • • INSPECTION RECORD Retain a copy with permit 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3 0 CITY OF TUKWILA BUILDING DIVISION r0 EttainlinalleiWMILYPE°1 inIS 0 0. :-...— e •: — i /0 -- . MillaIRIEMEill Sp: «: nslructions: Date ant • , / /— , am., p.m. Requester: I '‘e--- AV --P jr n IIIIIIIIIII kaamimmim D Approved per applicable codes. 1K Corrections required prior to approval. COMMENTS: Gcz: J3 C4I $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Soutticenter Blvd.; Suite 100. Call to schedule reinspection. M1• VV' VV IV 111,\ LMV a.. • 11i1./u• un , •,J 11'1./4141s, CITY OF TUKWILA RACK STORAGE DIMENSIONS LINEAR FEET X HEIGHT `_ % x 1 1 I ___ x 1 b X $, its x X x TOTAL 140,136 01 (P_ 1,560 .� vim- 36 GRAND TOTAL 1 63 1 V$_ RECEIVED CITY OF TUKWILA AUG. k 1993 PERMIT CENTER yid •.• DATE PROJECT NAME * h 1F :1)67,2/21— CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 * * REVISION SUBMITTAL 9-i7 93 ADDRESS ,64 f/� �/ . `I# TJ r 772j%. 9tJM CONTACT PERSON j ,91/ 4j4' PHONE 7 �. ARCHITECT OR ENGINEER '' D PLAN CHECK/PERMIT NUMBER 2415 TYPE OF REVISION: 4/411? SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMTI1ED TO: RECEIVED CITY OF TUKWILA SEP 1 7 1993 c\iY Ql∎ 0 APP p s ? l 1993 PERMIT CENTER °t3�ItL` 1NG TO: FAX #: FROM: DATE: RE: 09/29/93 08:35 714 833 3837 P.01 Barry Levin & Associates, Inc. Structural Engineers 18006 Skypark Circle Suite 205 ' Irvine, California 92714 (714) 833-3970 Fax (714) 833.3837 FACSIMILE flEBBAGG PMv6 t gso N CbrJRAO OOG L. °I -2.9 3 ,TUW( ..A ,O. NUMBER•OF PAGES (Including this.one) COMMENTS: AIL, 1 /5 °2-S le tm, p -S.P-trim CO v11v, u N I DEVFRUPAAPNT If all pages are not received in good order please call (714) 833 -3970. RACK, BY 0114 . Tor „JAP'' (O20144 p ,L .. 4 S $4 1141 sv '�h [1155 GG 01 7..18 .. ••114 \V�Mi�• f. 4” (MAX.) 2--2x CONT. TOP R ►, 2x6 'LATERAL SUPPORT' FASTENED TO WALL W/ 3 -16d FASTENED TO RACK W/ 2 -7/16 SQ. BOLTS W/ WASHER. 1— 'LATERAL SUPPORT EACH UPRIGHT. ('• 8' -0" ) RECEIVED CITY OF TUKWILA SEP 2 7 1993 PERMIT CENTER F'LYWD. SHEATHING 2x6 STUDS 0 16" O.C. CITY OF TUKWILA APPROVED .SEP T 7 1993 tis I I s E a't • DI SIGN .NILr 1 117,1 72.836g 'SHOT PINS 0 5440.c. .TUKWILA orvic tom'Gf t 1 BARRY. LEVfl & :ASSOCIATES, RIC • STRUCTU•r \L_ ENGt(V EERS • 18o66 'SKY PARK CIRCLE SUITE 205 IRVINE4 CALIFORNIA' 92714 '(714)' 833 -3970 • • fAX O (714) 83 --3637 •• . REUSE OF 1141$ DRAWING IN ANY MANNER IS' STRICTLY PRONI8ITE0 1M71 {b(n T!(E WRITJtIl APPROVAL OF OARRY L VIN e!c ASSOGATt :: (NC'•.f. ' • GENERIC, NOTES 1. This drawing shows standard details of the rack product line only. See engineer approved installation drawings (same Job Number) for components used, special details, arrangement, and site specific information. 2. The installation drawings govern over this drawing. 3. Racks fabricated at Interlake Lodi Fab - City of Los Angeles Certified Fabricator #777. 4. MATERIAL Steel - ASTM A570 Grade 50 UNO Welding Electrodes - AWS E70 -XX (all welds single pass fillet welds designed at 50% stress levels) 4. Expansion Anchors shalt be IC80 approved types. e.g. Hilts Kwik Bolt (IC80 RR #2156, 4627) ITW RamsetlRed Head JS type (IC80 RR #1372) Gunnebo Taper -Bolt Sup -R -Stud (ICBO RR #3219) Embedment shall be minimum 5X Bolt Diameter. Other similar anchors may be used if ICBO approved. The anchor types, sixes, and embedinents shown on the installation drawing govern over the sizes shown on this drawing. Special inspections are not required unless noted on the installation drawings. 5. Unless noted otherwise on the installation drawings, the allowable soil bearing value is 1.0 KSF. 11 X 17 Typical Upright Specification: IU•XXB•YY•ZZZ•Optlions XX a POST SIZE YY = UPRIGHT DEPTH (INCHES) ZZZ - UPRIGHT HEIGHT (INCHES) Options = Special footplates, etc. Typical Beam Specification: IH•XXX•YYY•Options XXX = BEAM SIZE YYY = BEAM LENGTH (INCHES) Options a Special end connection, weld, etc. Beam Details and Properties (units: inches UNO) Type A B d t Sx Ix LH2O1B 2.34 2.00 0.75 0.070 0.29 0.37 LH2118 3.44 2.00 0.75 0.070 0.56 1.01 LH311B 3.31 2.75 1.63 0.070 0.63 1.13 LH3218 3.78 2.75 1.63 0.070 0.77 1.56 LH3318 4.06 2.75 1.63 0.070 0.87 1.87 LH334B 4.06 2.75 1.63 0.087 1.06 2.29 LH351B 5.23 2.75 1.63 0.070 1.30 3.54 LH3548 5.23 2.75 1.63 0.087 1.60 4.34 LH3648 5.61 2.75 1.63 0.087 1.79 5.21 1113778 6.00 2.75 1.63 0.105 2.36 7.35 LHLH�or 6.54 2.75 1.63 0.105 2.72 9.19 B B Typ UNO LUBXX BEAMS A (Standard) Dimensions and Properties 0 typ uno B C END CONN. WELDS cp D Post Details and Properties (units: inches uno) tall properties net section) Type t Y 0 p As 8x rx 0.. 111 LU -218 0.071 3.00 1.63 0.43 0.36 1.12 LU -258 0.089 3.00 1.63 0.54 0.45 1.11 0.. 11 LU -278 0.105 3.00 1.63 0.62 0.51 1.10 0. 11 LU -758 0.089 3.00 3.00 0.79 0.80 1.23 1. 11 LU -778 0.105 3.00 3.00 0.91 0.91 1.22 1. 1E LU -798 0.120 3.00 3.00 1.03 1.02 1.21 1.' LU -958 0.090 4.00 3.00 0.92 1.18 1.60 41 1. LU -998 0.120 4.00 3.00 _ 1.21 1.53 1.59 1. 11 2 Pin (Standard) • • • L" J 4.Pin Heavy :t-Ity (Optional) D W jc COLUMN Dimensions and Properties 11" typ 4" 1.19" typ 2" typ 1 vac= We'Lt7 "A ",-t. -. C -OR "D" bet LOW ocxK, L oAo 6► 6PAGKl:1 .11-1 rt- , BEAM- COLUMN CON 7/16" Diam. R' EXPIRES.. PRINTLD ON NO. 1000N CL1ARPRINT • • Beam Details and Properties (units: inches UNO) 1" d t s Typ UNO 1" LUBXX BEAMS Dimensions and Properties typ • uno B C END CONN. WELDS 6 D Post Details and Properties (units: inches uno) (all properties net section) Type A 8 d t Sx Ix B 2.34 2.00 0.75 0.070 0.29 0.37 B 3.44 2.00 0.75 0.070 0.56 1.01 8 3.31 2.75 1.63 ' 0.070 0.63 1.13 B 3.78 2.75 1.63 0.070 0.77 1.56 8 4.06, 2.75 1.63 0.070 0.87 1.87 8 4.06 2.75 1.63 0.087 1.06 2.29 8 5.23 2.75 1.63 0.070 1.30 3.54 8 5.23 2.75 1.63 0.087 ' 1.60 4.34 B 5.61 2.75 1.63 0.087 1.79 5.21 e 6.00 2.75 1.63 0.105 2.36 7.35 B 6.54 2.75 1.63 • 0.105 2.72 9.19 1" d t s Typ UNO 1" LUBXX BEAMS Dimensions and Properties typ • uno B C END CONN. WELDS 6 D Post Details and Properties (units: inches uno) (all properties net section) Type t W D As Sic rx ry LU -218 0.071 r 3.00 . 1.63 0.43 0.36 1.12 1 0.62 LU -25B .0.089 3.00 1.63 0.54 0.45 1.11 0.62 LU -278 0.105 3.00 1.63 0.62 0.51 1.10 0.61 LU -750 0.089 3.00 3.00 0.79 0.80 1.23 1.08 LU -770 0.105 3.00 3.00 0.91 0.91 1.22 1.07 LU -798 0.120 3.00 3.00 1.03 1.02 1.21 1.07 LU -958 0.090 4.00 3.00 0.92 1.18 1.60 1.14 LU -99B 0.120 4.00 3.00 1.21 1.53 1.59 1.12 • - 2 Pin (Standard) • 0� • • L.. 4Pin Heavy ;.:u1ty (Optional) S " 1�iT.16)'l 13 tP *NN D W lc COLUMN 0 Dimensions and Properties v 1" typ 4" 1.19" typ 2" typ i see weL.= ^" .�.. C'oR p• &el-OW 91 1 J' 101 • FRONT TYPICAL ELEVATIONS 0 (See installations drawings for specifics) L_c r L.oAo 1.0.071• 4LJ j(a,111Ei "J. nchor 11 per post) Olt 13P,.1cK•7 .1.11 R_ . ---✓' kti (il) BEAM- COLUMN CONN. 7/16" Diam. R' RECEIVED CITY OF TUKWILA i �JEx L i j3 PERMIT CENTER STANDARD FOOT PL. (11 ga) BASE PLATES Types and Dimensions 2% 1.24• 7x 14• .X 2.0- '.3. BRACING Dimensions SIDE typ 7.75" Min 1/2" Anchor (2 per post) e = 3.5 "- "0077 "; 5 "• "0078" SEISMIC FOOT PL. 13/8"1 ct) e f1 28203 Et, ONAL" EXPIRES. 3 - a) ` q PETE STR 122 24 -93 MW4 INTERLAKE RACKS LODI SECTIONS INTERRACK 30 STANDARD DETAILS Job # 938 Drawing # IL -1 4 1 1 GENERAL NOTES 1.1 This drawing shows standard details of the rack product line only. See engineer approved installation drawings (same Job Number) for components used, special details, arrangement, dimensions, and site specific information. 1.2 The installation drawings govern over this drawing. 1.3 Interlake Lodi Fab is a City of Los Angeles Certified Fabri- cator (#777) 1 w 2.75" 1.4 MATERIAL Steel - ASTM A36 Bolts ASTM A325 Type N (no special inspections required) Welding Electrodes - AWS E70 -XX Expansion Anchors shall be ICBO approved types. e.g. Hilts Kwik Bolt (ICB0 RR #2156)) Phillips Red Head JS type (ICBO RR # 1452) Ramset TruBolt (IC80 RR #2391) Embedment shall be minimum 5X Bolt Diameter. Other similar anchors may be used if ICBO approved. The anchor types, sizes, and eMbedments shown on the installa- tion drawing govern over the sizes shown on this drawing. Special inspections are not required unless noted on the installation drawings. 1.5 Detailing All components symetric about centerline UNO All welds 7/32" UNO All plates 1/2" UNO All holes 13/16" UNO 1.6 UNO vertical braces are in alternate bays. 1.7 Unless noted otherwise on the installation drawings, the allowable soil bearing value is 1.0 KSF. 2 MEMBER KEY # Description 1 W8x21 2 Plate 8.25x5.25 3 Plate - trim to fit 4 L3x3x1/4 -3.25" Long 5 min. 1/2" diem. expansion anchor 6 Plate 8.25"x6" 7 S5x10 8 Plate 5.50" Wide 9 Rod - min. 0.50" diam. 10 L3x3x1/4 11 X 17 PAINTED ON NO. 1000H CLEARPRINT • ARM DETAILS 3/18 "TYP ANCHOR FOR SINGLE SIDED RACKS ONLY BASE 60" TYP 60" TYP 48" DETAILS COLUMN Dimensions and Properti 4" 0.875" 0.813" diem. hole 0.2 BRA BRACING PATTERN COLUMN E3ASE REF. DETAIL 4, AND NOTE 1.6 - DETAIL§ 2" 2.75" ARM DETAILS 60" TYP 1 1 48" "TYP ANCHOR FOR SINGLE SIDED RACKS ONLY BASE TYPICAL ELEVATIONS° DETAIL KEY DETAILS COLUMN Dimensions and Properties 4" CV' a \ ; 1 �p typ all typ all STIFFENERS OB DETAILS 0.875" 0.813" diem. hole S. H BRACING typ 0.25" BAR . END CONNECTION RECEIVED CITY OF TUKWILA BRACING DETAILS ACING PATTERN ETAIL 4, AND NOTE 1.8 COLUMN BASE DETAILS E ' IRES. Lo- a9 -q.3 DATE 1 -10 -92 INE IFIC CA 9 49-007 �flNLY .�RAE O APL CHECKED PERMIT CENTER INTERLAKE RACKS LODI CANTILEVER STRUCTURAL TYPE STANDARD DETAILS Job #h 38 Drawing # IL-5 Home Depot #4705 Interlake Racks Location: Tukwilla, WA (Zone 3) Prepared For: Home Depot 601 S. Placentia Fullerton, CA Prepared By: Peter S. Higgins And Associates Consulting Structural Engineers 1225 -F North Pacific Glendale, CA 91202 (818) 549 -0072 Peter S. Higgins, S.E. Job Number 938 June 29, 1993 � Ex.REs. 4,4 This Document and Associ be reprod If co t S is ain ne ctio k al the s. it is in any of lout sign it cont ovided as ashion wi ce t ion is ets o s oc trasti shall n is co instrumen tten uildin fitted for b culations as hall be acc shall bear olor with ned acres p e• is right by Peter S. Higgins of service, and shalt not ermission. n ro s epartments ng permit approval, it shall ed in the table of contents on • b all drawings listed in seals a,• signatures in -».. ference. The i • I•�11111t1 ■�!i TAM i.� • O_.t teNt4 ODUCT �r• •:■-„-t fl-rnt the Fluff CheCi< Nt'1k►teA,9116 bre PILL COPY Y OF TUKWILA PROVED U0 1 2 1993 v i i_l1 BUILDING DIV a ION RECEIVED CITY OF TUKWILA PERMIT CENTER i:2ER S. HIGGINS AND ASSOCIA.A.Au CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 June 29, 1993 Job No. 938 Sheet ii Table of Contents 1 Reference Data 1 1.1 Documents 1 1.1.1 Drawings 1 1.1.1.1 By Peter S. Higgins and Associates 1 1.1.1.2 By Others 1 1.2 Loads 1 1.2.1 Vertical (Dead plus Live) 1 1.2.1.1 Pallet Rack 1 1.2.1.2 Cantilever Rack 1 1.2.1.3 Light Cloud 1 1.2.1.3.1 Display Purlins 1 1.2.1.3.2 Racks 1 1.2.2 Seismic 1 1.2.2.1 General (1991 UBC Standard 27 -11) 2 1.2.2.2 Short Formulation 2 2 Standard 144" High Pallet Rack 2 2.1 Components and Geometry 3 2.2 Check Beams 3 2.2.1 Up to 108" Spans 3 2.2.1.1 Design Forces 3 2.2.1.2 Beam Properties 3 2.2.1.3 Up to 150" Spans 4 2.2.1.3.1 Design Forces 4 2.2.1.3.2 Beam Properties 4 2.3 Check Posts (Dead plus Live Loads) 4 2.3.1 Load to Post (@ Critical Section) 4 2.3.2 Post Properties (net section) 4 2.4 Longitudinal Seismic 4 2.4.1 Base Shear 4 2.4.2 Design Forces 5 2.4.3 Post - Combined Stresses 5 2.4.4 Beam Connections 5 2.4.4.1 Design Forces 5 2.4.4.2 Connection Capacity 5 2.5 Transverse Seismic 6 2.5.1 Base Shear 6 2.5.2 Design Forces 6 2.5.2.1 Stability 6 2.5.2.2 Brace 6 2.5.2.2.1 Design Force 6 2.5.2.2.2 Brace Capacity 6 3 Heavy Duty 192" High Pallet Rack 7 3.1 Components and Geometry 7 3.2 Check Beams 7 3.2.1 Up to 108" Spans 7 3.2.1.1 Design Forces 7 3.2.1.2 Beam Properties 8 3.2.2 Up to 150" Spans 8 3.2.2.1 Design Forces 8 LER S. HIGGINS AND ASSOCIA.... S CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 June 29, 1993 Job No. 938 Sheet iii 3.2.2.2 Beam Properties 8 3.3 Check Posts (Dead plus Live Loads) 8 3.3.1 Load to Post (@ Critical Section) 8 3.3.2 Post Properties (net section) 8 3.4 Longitudinal Seismic 9 3.4.1 Base Shear 9 3.4.2 Design Forces 9 3.4.3 Post - Combined Stresses 9 3.4.4 Beam Connections 9 3.4.4.1 Design Forces 9 3.4.4.2 Connection Capacity 10 3.5 Transverse Seismic 10 3.5.1 Base Shear 10 3.5.1.1 24" Deep Racks 10 3.5.1.2 >36" Deep Racks 10 3.5.2 Design Forces 10 3.5.2.1 24" Deep Racks 10 3.5.2.1.1 Stability 11 3.5.2.1.2 Brace 11 3.5.2.2 >36" Deep Racks 11 3.5.2.2.1 Stability 11 3.5.2.2.2 Brace. 11 3.5.2.2.2.1 Design Force 11 3.5.2.2.2.2 Brace Capacity 11 3.6 Slab on Grade 12 4 Interlake Cantilever Racks 13 4.1 Components and Geometry 13 4.2 Check Beams 13 4.2.1 Design Forces 13 4.3 Check Posts (Dead plus Live Loads) 13 4.3.1 Load to Post 13 4.3.2 Post Properties 13 4.4 Seismic 14 4.4.1 Base Shear 14 4.4.2 Transverse Forces 14 4.4.2.1 Base Connection 14 4.4.2.2 Stability 14 4.5 Transverse Seismic 15 4.5.1 Design Forces 15 4.5.1.1 Stability 15 4.5.1.2 Brace 15 4.5.1.3 Bending @ Base 15 4.6 Slab 15 5 Light Cloud 16 5.1 Basic Material and Geometry 16 5.2 Check Purlins 16 5.2.1 Design Forces 16 5.2.2 Purlin Properties 16 5.2.3 Connection 17 5.3 Check Trusses 17 5.3.1 Design Forces 17 r t'ER S. HIGGINS AND ASSOCIA .aS CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 June 29, 1993 Job No. 938 Sheet iv 5.3.2 Check Chords 17 5.3.2.1 Design Forces 17 5.3.2.2 Chord Capacity 17 5.3.3 Check Web 17 5.3.3.1 Design Force 17 5.3.3.2 Diagonal Capacity 17 5.3.4 Check Splices 18 5.3.4.1 Chord 18 5.3.4.2 Web 18 5.4 Check Load Beams 18 5.4.1 Design Forces 18 5.4.2 Beam Properties 18 5.5 Check Posts (Dead plus Live Loads) 18 5.5.1 Load to Post 18 5.5.1.1 Below Truss 18 5.5.1.2 Below Bottom Beam 18 5.5.2 Post Properties (net section) 19 5.5.2.1 Below Truss 19 5.5.2.2 Below Bottom Beam 19 5.6 Longitudinal Seismic 19 5.6.1 Base Shear 19 5.6.1.1 Below Truss 19 5.6.1.2 Below Bottom Beam 19 5.6.2 Check Trusses 19 5.6.2.1 Design Forces 20 5.6.2.1.1 At Mid Point 20 5.6.2.1.2 At Middle Third Point 20 5.6.2.1.3 At End Third Point 20 5.6.2.2 Post - Combined Stresses 20 5.6.2.2.1 At Mid Point 20 5.6.2.2.2 At Middle Third Point 20 5.6.2.2.3 At End Third Point 20 5.6.2.3 Beam Connections 20 5.6.2.3.1 Design Forces 20 5.6.2.3.2 Connection Capacity 21 5.6.3 Check Uprights 21 5.6.3.1 Design Forces 21 5.6.3.1.1 Below Truss 21 5.6.3.1.2 Below Bottom Beam 21 5.6.3.2 Post - Combined Stresses 21 5.6.3.2.1 Below Truss 21 5.6.3.2.2 Below Bottom Beam 21 5.6.3.3 Beam Connections 21 5.6.3.3.1 Design Forces 21 5.6.3.3.2 Connection Capacity 22 5.7 Transverse Seismic 22 5.7.1 Base Shear 22 5.7.2 Design Forces 22 5.7.2.1 Stability 22 5.7.2.2 Brace 22 5.7.2.2.1 Design Force 22 5.7.2.2.2 Brace Capacity 23 FL DER S. HIGGINS AND ASSOCIA'a..S CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 June 29, 1993 Job No. 938 Sheet 1 1 Reference Data This calculation reviews the installation of the storage racks and light clouds for structural adequacy. The sealing of drawings is for the structural review of these items only. Other informa- tion is not reviewed, nor approved. 1.1 Documents 1.1.1 Drawings 1.1.1.1 By Peter 8. Higgins and Associates IL -1, IL -5 1.1.1.2 By Others Home Depot Fixture Plan Layout, Etc. (6- 19 -93) HDRACKING -1A (Racking Elevations) Interlake FMA -23203 Rev. C. (Light Cloud) 1.2 Loads 1.2.1 Vertical (Dead plus hive) 1.2.1.1 Pallet Rack Loads per level =3.0 kips for Standard Pallet Rack =5.0 kips for Heavy Duty Pallet Rack Design beams for 50% impact 1.2.1.2 Cantilever Rack =4.1 kips per side 1.2.1.3 Light Cloud 1.2.1.3.1 Display Purling DL =5 psf; LL =10 psf 1.2.1.3.2 Racks Hand stack only, cannot be machine loaded Loads per level 1.2 kips Impact neglible 1.2.2 Seismic Zone 3 installations are designed to zone 4 criteria UNO. • (I.ER S. HIGGINS AND ASSOCI CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 June 29, 1993 GS Job No. 938 Sheet 2 1.2.2.), General (1991 - UBC Standard 27 11) Where: V =ZICW R Thus: < 0.75W V R w T2 /3 within the range: 0.03WSV <_0.20W Z =0.4 I =1.00 Rw =8 Longitudinal 6 Transverse C 1.25S a T2" S <1.5 (unless lower value per- mitted by soils report) W =Total Load (Dead Load of rack is usually negligible) T may be determined by any rational method, or the. default C /Rw of 0.50 may be used. 3.2.2.2 Short Formulation If racks are interconnected such that 4 posts in each direction resist lateral load, then (using code defaults for C /Rw: V= 0.2 DL +LL --40.105W 2 (since DL « LL) This condition is usually back to back rows of rack across the aisles. 2 Standard 1441' High Pallet Rack satisfied by interconnecting or by tieing single rows PER S. HIGGINS AND ASSOCI -ES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 June 29, 1993 Job No. 938 Sheet 3 2.1 Components and Geometry W =108" a =6" b =42" c =48" d =48" Beam Type LH -321B < 108 LH -354B > 108 D ro Li H= 144" D =min. 24" 1Y =39" 1d =54" Upright Type LU -25B (min size - usually LU -75) 2.2 Check Beams 2.2.1 Up to 108" Spans 2.2.1.1 Design Forces L,i✓ M_(2) ( 10 ) =20.3 inch kips 2.2.1.2 Beam Properties 1„ 3.78" 2,75" LH321 B 1,63" Sx =O.77 in3 Ix =1.56 in4 0.070" M Smin 30 =0.67 in3 O.K. • ..TER S. HIGGINS AND ASSOCIL ES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 June 29, 1993 Job No. 938 Sheet 4 2.2.1.3 Up to 150" Spans 2.2.1.3.1 Design Forces LiW A“. (2)(10) M S min 30 =28.1 inch kips =0.94 in3 2.2.1.3.2 Beam Properties 5.23" 1„ —1__ $ 1.63" 2.75" 0.087" LH354 B Sx =1.60 in3 O.R. Ix =4.34 in4 2.3 Check Posts (Dead plus Live Loads) 2.3.1 Load to Post (@ Critical Section) P < (ll of levels)(L) 2 =4.5 kips 2.3.2 Post Properties (net section) 1 $„ LU25 B 11 3 X t =0.090 in X As =0.54 in2 Sx =0.45 in3 rX =1.11 in Sy =0.24 in3 ry =0.62 in 2.4 Longitudinal Seismic l /ry =63. b /rX =38 Fa =22.2 ksi Pa =12.0k Mxa =13.5k 2.4.1 Base Shear Determine Period - Rayleigh Method — This equation has been reviewed and approved by ICBO for use with steel storage racks. • TER S. HIGGINS AND ASSOCIATES S CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 June 29, 1993 Job No. 938 Sheet 5 3 7. 1 (2n2+ (2n2+ 2n+ 1) 2300 1 Substituting yields: T >1.7 sec Thus: V<0.077W 2.4.2 Design Forces P <4.5K V<0.35K Units: kips, inches, seconds Where: W = Load per level L = Spacing between levels I = Moment of inertia of post n = Number of levels M <Va/2= (0.35)(48)/2 =8.3 "K 2.4.3 Post - Combined Stresses P M + -- Pa Ma 0.99 <1.33 O.K. 2.4.4 Beam Connections 2.4.4.1 Design Forces Mconmg.3 "K 2.4.4.2 Connection Capacity 4" \ 7/16" diam. Rivet Va = 2.5 kips Standard Connection Ma=(1.33) (2.5) (4)=13.3 in k CTER S. HIGGINS AND ASSOCI !Es CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 June 29, 1993 Job No. 938 Sheet 6 2.5 Transverse Seismic 2.5.1 Base Shear Use Code Default Values for CS V= 0.183W =1.65K 2.5.2 Design Forces D Vh' PQQ- D h' =96 inches Peq =6.6 kips Note: Bracing shown is schematic - see this section, subsection .2 for actual geometry. 2.5.2.1 Stability TBolt = (Peg - PD +L) /2 = 1.1K Use min. 1/2" diam. ICBO approved expan- sion anchors. Minimum embedment 3.0" into slab. 2.5.2.2 Brace 2.5.2,2.1 Design Force Pbr <2•3K 2.5.2.2.2 Brace Capacity Anet =0.26 in2 rmin=0,38 in Q =0.82 O.K. • t LITER S. HIGGINS AND ASSOCIA kiS CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 June 29, 1993 Job No. 938 Sheet 7 3 Heavy Duty 192" High Pallet Rack This configuration includes by inspection the 144" Racks which have the same components, but one less load level. The top level is loaded to 3.0 kips 3.1 Components and Geometry w W =108" a =6" b =42" c =48" d =48" e =48" H =192" D =min. 36" 1y =53" 1d<60" Upright Type J U -75B Beam Type LH -351B <108" LH -354B <150" 3.2 Check Beams 3.2.1 Up to 108" Spans 3.2.1.1 Design Forces L,I✓ M <(2)(10) M S min < 30 =40.5 inch kips =1.35 in3 i (TER S. HIGGINS AND ASSOCILS CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 June 29, 1993 Job No. 938 Sheet 8 3.2.1.2 Beam Properties 5.23" 1 LH351 B --1__t 1.63" Sx =1.30 in3 Ix =3.54 in4 2.75" 0.070" 3.2.2 Up to 150" Spans O.R. (Code requires 25% impact of one load) 3.2.2.1 Design Forces L,W M_(2)(10) Sm+n <30 =46.9 inch kips =1.56 in3 3.2.2.2 Beam Properties 5.23" 1" 2.75" 1.63" 0.087" LH354 B Sx =1.60 in3 Ix =4.34 in4 3.3 Check Posts /Dead plus Live Loads) 3.3.1 Load to Post L@ Critical Section) P < (# of levels)(L) 2 =9.0 kips 3.3.2 Post Properties lnet section) 3" X - -3" O.R. LU75 B 1y /ry =49 X t =0.090 in b /rx =34 As =0.79 in2 Sx =O.80in3 Fa =24.5 ksi rx =1.23 in S =0.59 in3 P =19.4k ry =1.08 in gxa =24.0'% CTER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 June 29, 1993 Job No. 938 Sheet 9 3.4 Longitudinal Seismic 3.4.1 Base Shear Determine Period - Rayleigh Method - This equation has been reviewed and approved by ICBO for use with steel storage racks. 7,� 1 14/L 3 (2n2+ 2n+ 1) 2300 1 Substituting yields: T >1.7 sec Thus: V <0.076W 3.4.2 Design Forces P <10.0K V <0.68K M <Va /2= (0.68)(42)/2 = 14.4 "K 3.4.3 Post - Combined Stresses 3.4.4 Beam Connections Units: kips, inches, seconds Where: W = Load per level L = Spacing between levels I = Moment of inertia of post n = Number of levels P M +- Pa Ma = 1.06 <1.33 Q..K. 3.4.4.3, Design Forces Mconn. (14.4)(1+0.75)/2=12.6"K CTER S. HIGGINS AND ASSOCILES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 June 29, 1993 Job No. 938 Sheet 10 3.4.4.2 Connection Capacity 4" 7/1 6" diam. Rivet Va = 2.5 kips 3.5 Transverse Seismic 3.5.1 Base Shear Standard Connection Ma= (1.33)(2.5)(4) =13.3 in k O.K. 3.5.1.1 24" Deep Racks All 24" racks are required to be back to back. Single rows are not permitted. For this case use the 4 post rule from UBC 27 -11. Use Code Default Values for CS and V= 0.100W =1.80K 3.5.1.2 >36" Deep Racks These racks can exist as single rows. Use Code Default Values for CS V= 0.183W =3.47K 3.5.2 Design Forces 3.5.2.124" Deep Racks D V h' =120 inches Peq =9.0 kips Note: Bracing shown is schematic - 4.1 t see this section, subsection .2 for actual geometry. Vh' P" i= D TER S. HIGGINS AND ASSOCIA. ES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 June 29, 1993 Job No. 938 Sheet 11 3.5.2.1.1 Stability TBolt = (Peg - PD +L) /2 = OK Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3.0" into slab. 3.5.2.1.2 Brace 36" racks govern (longer effective length) 3.5.2.2 >36" Deep Racks D V h' T ±P EQ Vh' Peg— e4 D O.R. h' =120 inches Peq =11.6 kips Note: Bracing shown is schematic - see this section, subsection .2 for actual geometry. 3.5.2.2.1 Stability TBolt = (Peg - PD +L) /2 = 1.3K Use min. 1/2" diam. ICBO approved expansion anchors. Minimum embedment 3.0" into slab. 3.5.2.2.2 Brace 3.5.2.2.2.1 Design Force Pbr <4.7K 3.5.2.2.2.2 Brace Capacity 1-; 0.071" Anet =0.26 in2 rmin =0.49 in Q =0.76 O.R. • GTER S. HIGGINS AND ASSOCI LES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 June 29, 1993 Job No. 938 Sheet 12 L kl Fa Pa (in) �, (ksi) (k) 58 119 10.5 4.25 Say O.R. (loads very conser- vative) 3.6 Slab on Grade Treat slab as equivalent unreinforced square footing P B= 12 P Qa =25.5 in 1 12C B - 2b -t) =0.62 feet M,= (__--)(12) =4.58 in kip /ft Where: P = 9 kips b = 5.6 in. (average) t = 5 in. f'c = 2500 psi Qa = 2.0 ksf .(12)(t2) 6 =50 in3 /ft Mc ac Sc =0.92 ksi SO f7; callow- 1.7 =0.995 ksi O. R..JER S. HIGGINS AND ASSOC/LS CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 June 29, 1993 Job No. 938 Sheet 13 4 Interlake Cantilever Racks 4.1 Components and Geometry Note: Toilet seat display arms weigh considerably less than stored material, and are thus OK by this calculation. V =3.02 kips max 102" 32" s +9.6 kips Uprights Horizontal and Base Brace W8 X 21 L 2 X 2 X 1. Arms 85 X 10 4.2 Check Beams Diagonal Brace LsX lkxa 4.2.1 Design Forces Min. 3 Arms per side - Max. 2.0 kips per arm M5(2.0)(- 48 )= Smtn�2=2.00inches3 85 X 10 Ample 4.3 Check Posts (Dead plus Live Loads) 4.3.1 Load to Post One Side Loaded Both Sides Loaded P <4.1 kips P <8.2 kips M =115 inch kips M =0 inch kips 44.3.2 Post Properties W8 X 21 KL/r <(2)(136)/3.49 =8 0 Fa =15.4 ksi Combined Stress • P£,.CER S. HIGGINS AND ASSOCIAcdS CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 June 29, 1993 Job No. 938 Sheet 14 Pa =94.9 kips Mxa =437 inch kips Mya =100 inch kips 4.4 Seismitc 4.4.1 Base Shear V < 0.14W = 0.57 kips per side KIK by insp. 4.4.2 Transverse Forces One Side Loaded Both Sides Loaded P < 4.1 kips V < 0.57 kips M < (0.57) (90) + 115 =166 inch kips 4.1 166_0.4251.33 94.9 437 P < 8.2 kips V Z1.14 kips M < (1.14) (90) =103 inch kips 8.2 103 + _0.325_ 1.33 94.9 437 Qr 4.4.2.1 Base Connection Neglect moment resistance of interior bolts (use for shear) 2 -3/4" diam. A325 Bolts @ TQ =(2)(19.4) -38.8K MQ =310 "K(D +L) Ma 414 "K(D +L +E) »161/2 inch kips OK 4,4.2.2 Stability one Side Loaded Governs By Inspection OTM < 59 inch kips RM >-98 inch kips Stable No Uplift Anchors provide added F.S. • 112ER S. HIGGINS AND ASSOCI7 S CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 June 29, 1993 Job No. 938 Sheet 15 4.5 Transverse Seismic 4.5.1 Design Forces V =2.28 kips max 80„ 4.5.1.1 Stability 28" +6.5 kips Peq <PD +L - Stable -No Uplift. Anchors provide added Factor of Safety. Use min. 3/8" diam. ICBO approved expan- sion anchors. Minimum embedment 2" into slab. 4.5.1.2 Brace O.K. Tbr <3.3K Pbr <2.3K Braces Ample by Inspection 4.5.1.3 Bending @ Base My <(1.14) (48)- (8.1)(2) =38.5 inch kips 8.2 + 38.S 94.9 _ 0,47 « 1.33 l OU OK 4.6 Slab OK per Pallet Rack Check r) L'!.'ER S. HIGGINS AND ASSOCIA.,4S CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 June 29, 1993 Job No. 938 Sheet 16 5 Light Cloud 5.1 Basic Material and Geometry 3 equal spaces cV rn 36" typ LH321 typ TOP PLAN (Purlins omitted for clarity) 24 -48" �typ�� 10 spaces ® max, 48" = max. 480 ", 113.175 Upright Iiced as noted nterlake Drawing 51 -96" Clear SIDE ELEVATION 5.2 Check Purlins FRONT ELEVATION 5.2.1 Design Forces Tributary width = 2 ft; span < 8.3 ft; Total load < 0.25 kips M <L�W 8 =3.1 inch kips 5.2.2 Purlin Properties 3 LU75 B X t =0.090 in As =0.79 in2 Sx =0.80 in3 rX =1.23 in Sy =0.59•in3 r =1.08 in S min < 30 =0.10 i 3 (Moment on minor axis) - Irr lir . rn -1" ID Back Only LH321 typ oi o 0 0 o o o o pc LU75 (Side Holes OnlyLV typ Purlin © Panel Points LU75 typ SIDE ELEVATION 5.2 Check Purlins FRONT ELEVATION 5.2.1 Design Forces Tributary width = 2 ft; span < 8.3 ft; Total load < 0.25 kips M <L�W 8 =3.1 inch kips 5.2.2 Purlin Properties 3 LU75 B X t =0.090 in As =0.79 in2 Sx =0.80 in3 rX =1.23 in Sy =0.59•in3 r =1.08 in S min < 30 =0.10 i 3 (Moment on minor axis) i CTER S . HIGGINS AND ASSOCIATE'S CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 June 29, 1993 Job No. 938 Sheet 17 5.2.3 Connection 7/16" thru bolts (double shear) AMPLE BY INSPECTION 5.3 Check Trusses 5.3.1 Design Forces No live load reduction taken. Tributary widty , 8.25 ft; Span < 40 ft; Total load < 5.0 kips M Litt/ 8 =297 inch kips 5.3.2 Check Chords 5.3.2.1 Design Forces P < 297/33.5 = 8.9 kips 5.3.2.2 Chord Capacity Compression governs by inspection. Lx < 136 in Ly < 48 in 3„ 3" 1. 1 LU75 B ly /ry =44 x t =0.090 in a /rx =111 As =0.79 in2 Sx =0.80 in3 Fa =12.2 ksi rx =1.23 in Sy= 0.59.in3 Pac9.6k ry =1.08 in MXa= 24.0!!k 5.3.3 Check Web Shear < 2.5 kips; Diagonal length < 38 in 5.3.3.1 Design Force Pbr <3.4k 5.4.3.2 Diagonal Capacity 0.071" Anet =0.30 in2 rmin=0.49 in Q =0.76 • t (.TER S. HIGGINS AND ASSOCIA-4.ES CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 June 29, 1993 Job No. 938 Sheet 18 L kl Fa Pa (in) r (ksi) (k) 38 78 16.2 4.86 O.R. 5.3.4 Check Splices Ref detail 1 of FMA -23203 5.3.4.1 Chord Chord Force < 9.0 kips at mid span, worst case splice is at third point. 2 7/16" bolts in double shear AMPLE BY INSPECTION 5.3.4.2 Web Shear < 2.5 kips 4 1/2" bolts in single shear AMPLE BY INSPECTION 5.4 Check Load Beams 5.4.1 Design Forces Litt/ M (2)(8) =7.4 inch kips 5.4.2 Beam Properties 1" LU321 B 1__ t 1.63" SX_0.77 in3 3.78 II IX -1.56 in 4 0.070" 275" 5.5 Check Posts (Dead plus Live Loads) 5.5.1 Load to Post M Smin <30 =0.25 in3 O.R. 5.5.1.1 Below Truss P < 2.5 kips (shear from truss calculation) 5.5.1.2 Below Bottom Beam P < 2.5 kips + 1.2/2 = 3.1 kips I GER 8. HIGGINS AND ASSOCIA•42,S CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 June 29, 1993 Job No. 938 Sheet 19 5.5.2 Post Properties net section 5.5.2.1 Below Truss Lx < 96 in Ly < 71 in 3" 3" 1 t LU75 B X t =0.090 in As =0.79 in2 Sx =0.80 in3 rx =1.23 in Sy =0.59 in3 ry =1.08 in 5.5.2.2 Below Bottom Beam Lx < 96 in L < 53 in 3" 3" t LU75 B A t =0.090 in As =0.79 in2 Sx =0.80 in3 rx =1.23 in Sy =0.59 in3 ry =1.08 in 5.6 Longitudinal Seismic 5.6.1 Base Shear ly /ry =66 a /rx =78 Fa =19.4 ksi Pa =15.3k Ica= 24.019k ly /ry =49 a /rx =78 Fa =19.4 ksi Pa =15.3k MXa = 24.0 " 5.6.1.1 Below Truss Use Simplified Method Based on UBC 23 -J footnote V= 0.10W =0.25k 5.6.1.2 Below Bottom Beam Use Simplified Method Based on UBC 23 -J footnote V= 0.10W =0.31k 5.6.2 Check Trusses Conservatively ignore (the considerable) vierendeel action of the bottom purlins . and require entire shear to be resisted by top chords. 1 LER S. HIGGINS AND ASSOCIALS CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 June 29, 1993 Job No. 938 Sheet 20 5.6.2.1 Design Forces 5.6.2.1.1 At Mid Point P <8.9k V <0.05k M <136V/2= (136)(0.05)/2 =3.4 "k 5.6.2.1.2 At Middle Third Point P <4.4k V <0.13k M<136V/2= (136)(0.13)/2 =8.8 "k 5.6.2.1.3 At End Third Point P <2.0k V <0.25k M <136V/2= (136)(0.25)/2 = 17.0 "k 5.6.2.2 Post - Combined Stresses 5.6.2.2.1 At Mid Point P M —+ — Pa MQ =1.07 <1.33 O.R. 5.6.2.2,2 At Middle Third Point P + M - - Pa Ma = 0.83 <1.33 O.R. 5.6.2.2.3 At End Third Point P + M - - Pa Ma = 0.92 <1.33 O.R• 5.6.2.3 Beam Con ections 5.6.2.3.1 Design Forces Mconn<17 .0/ 2 =8.5!'k 1 • f; 1'ER S. HIGGINS AND ASSOCIPLS CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 June 29, 1993 Job No. 938 Sheet 21 5.6.2.3.2 Connection Capacity 4" Standard Connection Ma= (1.33) (2.5) (4) =13.3 in k O.R. 7/16 diam. Rivet Va = 2.5 kips 5.6.3 Check Uprights 5.6.3.1 Design Forces 5.6.3.1.1 Below Truss P <2.5k V<0.25k M<96V =(96) (0.25) = 24.0 "k .6.3.1.E Below Bottom Beata P <3.1k V<0.31k M <96V/2= (96)(0.31)/2 = 14.9 "k 5.6.3.2 Post - Combined Stresses 5.6.3.2.1 Below Truss P M Pa . Ma =1.16 <1.33 O.R. 5.6.3.2.2 Below Bottom Beam P M Pa Ma = 0.82 <1.33 O.R. 5.6.3.3 Beam Connections 5.6.3.3.1 Design Forces Mconn<24.,0 /2 =12.0 "k 1 r LEER 8. HIGGINS AND ASSOCIAL.,;S CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 Job No. 938 June 29, 1993 Sheet 22 5.6.3.3.2 Connection Capacity 4" 7/16" diam, Rivet Vo = 2.5 kips Standard Connection Ma= (1.33)(2.5)(4) =13.3 in k O.R. 5.7 Transverse Seismic 5.7.1 Base Shear Use UBC Std. 27 -11 > 4 posts /direction default. V= 0.10W =0.31k per upright; 0.62 kips per bay 5.7.2 Design Forces Conservatively ignore portal frame action of upright with truss. D AIN V 1h' EQ Vh' Paq — D h' =158 inches OTM < Pe =98 inch kips RM > (241(3.1 +0.6) = 89 inch kips Net OTM < 9.0 inch kips per bay. 5.0 inch kips per upright. Note: Bracing shown is schematic - see this section, subsection .2 for actual geometry. 5.7.2.1 Stability TBolt < 5.0/24 = 0.21k Use min. 3/8" diam. ICBO approved expan- sion anchors. Minimum embedment 2" into slab. 5.7.2.2 Brace 5.7.2.2.1 Design Force Pbr <0.7k O.K. $ t DER S. HIGGINS AND A8SOCIA( .B CONSULTING STRUCTURAL ENGINEERS Project: Home Depot #4705 June 29, 1993 Job No. 938 Sheet 23 5.7.2.2.2 Brace Capacity_ 1 0.071" Anet =0.30 in2 12 rmin=0.49 in 12 Q =0.76 L ki Fa Pa. (in) r (ksi) (k) 70 144 8.18 2.65 O. • CITY OF TUKWILA Id: ACTP125 Keyword: UACT User: 1677 08/05/93 Activity Table Processing RACK STORAGE PERMIT Permit No: B93 -0295 Tenant: HOME DEPOT Status: PENDING Address: 6810 S 180 ST Type: B -RACK Vers: 9101 Screen: 01 Base Information Parcel No: 362304 -9074 Owner: V & S I REAL ESTATE LTD PA Validated By: SLB Plan Ck Approved: / / Applied: 8/ 4/1993 Status: PENDING Issued: / / Completed: / / Act /Inactive: A Final Notice: / / To Expire: / / Nature of Wk: STORAGE RACK INSTALLATION. Location: Zoning: CM Valuation: 150,000.00 UBC Edition: 1991 Rack Storage Dimensions - Linear Feet x Height = Totals 8796 16.0 140,736 1717 12.0 20,604 170 8.0 1,360 168 3.5 588 .0 .0 F7= Update, F2= Previous Line, F1= Screen Index, ESC = Cancel Update CITY OF TUKWILA Id: ROUT130 Keyword: UACT User: 1677 08/05/93 Activity document routing maintenance. RACK STORAGE PERMIT Permit No: B93 -0295 Tenant: HOME DEPOT Status: PENDING Address: 6810 S 180 ST Route: 1 Current Route Line: 3 of 6 Packet Units Description Station Status Received Assigned Complete aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa Packet Units Action Station Initials Status Received Assigned Completed RACK 01 01 C BLDG KEN Approved 08/05/93 08/05/93 08/05/93 Priority (0 /low..9 /high): 0 Regular hours (HH.MM): .00 Overtime Hours(HH.MM): Comments 1[EXITS O.K. ] 2[ ] 3[( SPECIAL INSPECTION HI. STRTH. BOLTS FOR LIGHT ;CLOUD ) ] 4[ ] 5[FIRE - PLEASE REVIEW AND COMMENT. ] 6[ ] 7[ ] 8[ ] 9[ ] 10( ] aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa F1 =Help, ESC =Exit current screen. 8 BAYS 0 99" TRUSS TIE BEAMS WITH SNAP LOCK & BOLT AS ORDERED 4 TOP 4 BOTTOM -- -0 10 -- DETAIL 1 PLAN VIEW DETAIL 3 JJ r G DETAIL 4 36 1/8" EQUAL EQUAL EQUAL 36 1/8" FRAME BRACE BEAM DETAIL 2 —' AL -LOCATE AT TRUSS DIAGONALS AS SHOWN N 0) LOAD BEAMS— LOAD BEAMS 51" 8 BAYS ®99" TO 4 372 1/4." TO 480 1/4" D - DETAIL 1 SCALE: 1 1/2" = 1' -0" ',s`WJVh..vr,TrcM svrY+xna'l. K.4'..f SeiF.. Y+. «Y.:ve.* -WIN .. r.3nv._ .• ELEVATION 7/16 " -14 X 4" LG. BOLT W /FLANGED LOCK NUT DETAIL 2 SCALE: 1 1/2" = 1' -0" 3/8 " -16 X 5/8" LG, WITH FLANGED LOCK NUT SNAP LOCK DETAIL 3 SCALE: 1 1/2" - 11--0" A r A 3" RECEIVED MAY 2 R 1993 orTr•R R NIAAINR s. ASSOC. SECTION A REM % DWG. NO. 1 FMC - -34771 HILL OF MATERIAL I1EM / NAME CATALOG NUMBER / SIZE PRIMARY TRUSS LU75 -36 --366 2 FMC -34772 3 FMC -34774 4 5 SECONDARY TRUSS TRUSS SPLICE BRACKET PURLIN LU75 -36 -144 6 LDR75B -3660 PURLIN LDR758 -153 PURLIN SPLICE BRACKET QUAN. 10 7 FMC -34310 BACK TO BACK SADDLE FMC -34238 8 9 10 11 FRAME LU75 -42 -144 TRUSS BRACE BEAM 12 13 TRUSS BRACE BEAM LOAD BEAM LOAD BEAM FRAME BRACE BEAM LH321 -099 LH321 -051 t H321 -099 42 21 42 220 10 64 14 FRAME BRACE BEAM 7/16" DIA. X 4" LG. BOLT W /FLANGED LOCK NUT (1 REQ'D) — 1/2"-13 X 1" FLANGED BOLT W /FLANGED LOCK NUT TORQUE TO 100 ft. Ibs. SECTION C--C REFERENCE JOB NUMBED LH321 -051 LH321 -099 LH321 -051 -- 7/16" DIA. X 4" LC. BOLT W /FLANGED LOCK NUT (3 REQ`D) SECTION B-B 1/2"-13 X 1" FLANGED BOLT W /FLANGED LOCK NUT TORQUE TO 100 ft. Ibs. SECTION D-D NOTE: 7/16' DIA. X 4" LG. BOLT W /FLANGED LOCK NUT (4 REQ'D) 1. SEE PETER S. HIGGINS & ASSOCIATES DRAWING IL-1 FOR COMPONENT DETAILS. 2. SEE HOME DEPOTS RACK ELEVATION FOR COMPONENTS ORDERED. 3. GRADE 5 BOLTS USED, DESIGNED AS ASTM A307 MATERIAL, UNLESS NOTED OTHERWISE NO SPECIAL INSPECTION REQUIRED. DETAIL 4 SCALE: 1 /2" = 1' -0" III1IIIIIIIIIIIIIIlIlIIIIIl 'IIIIIIIIIlll it" `° ! ' � II11IlI jllllII 1I Ijr il. 1II1J ill lIf' 'lily 1111R1 1 11 `13 4 5 6 7 .. f NOTE: .If the microfilmed document is teas clear than this notice, it is due to the quality of the original document, 0c OZ Be L2 9Z 5z +78 ! E zz tz Qe r't el ( I I IIIIIIIi!! Iill.fiii �il�liiil)I.lI,!!II 1, i�l!► li. i�il.( linhill��e>r �llll�i :u�ll►��1l,llilti��f�l�a� l�a��.l!l�����! 0 18 THS INCH 1 91 g► 0 i 6 1, llll►1lI,I ! i! I! li liu ,11111 !Ill)il1(illl)ulli1L111 lllrlii! n111111 1111llillil1l l 111111111111111111111 9 10 11 I1rOERKANY 12 9 e 47 C z r'vl IlI IlIil1li fill1!!!!11!! Dili!! 1l r► 1n!! 1;111 1l1fi1!!!il!!!!Ililillllllillll REVIEWED AND APPROVED PETER S. HIG GINS & ASSCC. CONSULTING STRUCTURAL ENGINEERS LM GENERAL REVISION lc\ '' Imo... ...--.:-.0\\\ RECEIVED CITY OF TUKWILA PERMIT CENTER ens ineorsinke Materiel Handing Division DATE ---"SCALE DR. CH. SUPERSEDES 4-21-93 1/4"---.1'-0" AJK LM PRODUCT ROLL FORMED U PUNCHING LM 1 /2" X 1" BOLT WAS 1 1/2" 1/2" BOLT WAS 7/16" REVISION LG. DESCRIPTION LIGHT CLOUD ASSEMBLY (40' —O ") ELECTRONIC DWG. NO. RAF23203.C__ NOTE: fits drawing (ar print) Is the property of The Interlake Componlet, Inc.. IL and shell not be traced. photographed, photoetated, or reproduced In ony mermen, nor uead for v^y purpose, xhotooever except by vdtten perrnlso!or1 of lb* Interlvhe Componlee, Inc rw.n.. ial.J /IaT.J+"•' ✓w^wY .r.4tli }1sw4.en...;�1wr. N..a f 1. .- J' /f <i... FOR INSTALLATION FOR APPROVAL FOR QUOTATION DRAWING NO. FMA- 23203 Sr4EEY NO. _ TOLERANCE FOR DIMENSIONS UNLESS OTFIE:RWISE SPECIFIED STRUCTURAL - FRACTIONAL *1/16 DECIMAL ±.060 ANGULAR ±1/2 .___MECHANICAL_:- -_FRACTI NAL *014 DECDAAL .1.005 ANGULAR *112 1 . 14 3,. 13 .4eX) • 11 _ ...___,_..___ , TO 4 372 1/4." TO 480 1/4" D - DETAIL 1 SCALE: 1 1/2" = 1' -0" ',s`WJVh..vr,TrcM svrY+xna'l. K.4'..f SeiF.. Y+. «Y.:ve.* -WIN .. r.3nv._ .• ELEVATION 7/16 " -14 X 4" LG. BOLT W /FLANGED LOCK NUT DETAIL 2 SCALE: 1 1/2" = 1' -0" 3/8 " -16 X 5/8" LG, WITH FLANGED LOCK NUT SNAP LOCK DETAIL 3 SCALE: 1 1/2" - 11--0" A r A 3" RECEIVED MAY 2 R 1993 orTr•R R NIAAINR s. ASSOC. SECTION A REM % DWG. NO. 1 FMC - -34771 HILL OF MATERIAL I1EM / NAME CATALOG NUMBER / SIZE PRIMARY TRUSS LU75 -36 --366 2 FMC -34772 3 FMC -34774 4 5 SECONDARY TRUSS TRUSS SPLICE BRACKET PURLIN LU75 -36 -144 6 LDR75B -3660 PURLIN LDR758 -153 PURLIN SPLICE BRACKET QUAN. 10 7 FMC -34310 BACK TO BACK SADDLE FMC -34238 8 9 10 11 FRAME LU75 -42 -144 TRUSS BRACE BEAM 12 13 TRUSS BRACE BEAM LOAD BEAM LOAD BEAM FRAME BRACE BEAM LH321 -099 LH321 -051 t H321 -099 42 21 42 220 10 64 14 FRAME BRACE BEAM 7/16" DIA. X 4" LG. BOLT W /FLANGED LOCK NUT (1 REQ'D) — 1/2"-13 X 1" FLANGED BOLT W /FLANGED LOCK NUT TORQUE TO 100 ft. Ibs. SECTION C--C REFERENCE JOB NUMBED LH321 -051 LH321 -099 LH321 -051 -- 7/16" DIA. X 4" LC. BOLT W /FLANGED LOCK NUT (3 REQ`D) SECTION B-B 1/2"-13 X 1" FLANGED BOLT W /FLANGED LOCK NUT TORQUE TO 100 ft. Ibs. SECTION D-D NOTE: 7/16' DIA. X 4" LG. BOLT W /FLANGED LOCK NUT (4 REQ'D) 1. SEE PETER S. HIGGINS & ASSOCIATES DRAWING IL-1 FOR COMPONENT DETAILS. 2. SEE HOME DEPOTS RACK ELEVATION FOR COMPONENTS ORDERED. 3. GRADE 5 BOLTS USED, DESIGNED AS ASTM A307 MATERIAL, UNLESS NOTED OTHERWISE NO SPECIAL INSPECTION REQUIRED. DETAIL 4 SCALE: 1 /2" = 1' -0" III1IIIIIIIIIIIIIIlIlIIIIIl 'IIIIIIIIIlll it" `° ! ' � II11IlI jllllII 1I Ijr il. 1II1J ill lIf' 'lily 1111R1 1 11 `13 4 5 6 7 .. f NOTE: .If the microfilmed document is teas clear than this notice, it is due to the quality of the original document, 0c OZ Be L2 9Z 5z +78 ! E zz tz Qe r't el ( I I IIIIIIIi!! Iill.fiii �il�liiil)I.lI,!!II 1, i�l!► li. i�il.( linhill��e>r �llll�i :u�ll►��1l,llilti��f�l�a� l�a��.l!l�����! 0 18 THS INCH 1 91 g► 0 i 6 1, llll►1lI,I ! i! I! li liu ,11111 !Ill)il1(illl)ulli1L111 lllrlii! n111111 1111llillil1l l 111111111111111111111 9 10 11 I1rOERKANY 12 9 e 47 C z r'vl IlI IlIil1li fill1!!!!11!! Dili!! 1l r► 1n!! 1;111 1l1fi1!!!il!!!!Ililillllllillll REVIEWED AND APPROVED PETER S. HIG GINS & ASSCC. CONSULTING STRUCTURAL ENGINEERS LM GENERAL REVISION lc\ '' Imo... ...--.:-.0\\\ RECEIVED CITY OF TUKWILA PERMIT CENTER ens ineorsinke Materiel Handing Division DATE ---"SCALE DR. CH. SUPERSEDES 4-21-93 1/4"---.1'-0" AJK LM PRODUCT ROLL FORMED U PUNCHING LM 1 /2" X 1" BOLT WAS 1 1/2" 1/2" BOLT WAS 7/16" REVISION LG. DESCRIPTION LIGHT CLOUD ASSEMBLY (40' —O ") ELECTRONIC DWG. NO. RAF23203.C__ NOTE: fits drawing (ar print) Is the property of The Interlake Componlet, Inc.. IL and shell not be traced. photographed, photoetated, or reproduced In ony mermen, nor uead for v^y purpose, xhotooever except by vdtten perrnlso!or1 of lb* Interlvhe Componlee, Inc rw.n.. ial.J /IaT.J+"•' ✓w^wY .r.4tli }1sw4.en...;�1wr. N..a f 1. .- J' /f <i... FOR INSTALLATION FOR APPROVAL FOR QUOTATION DRAWING NO. FMA- 23203 Sr4EEY NO. _ TOLERANCE FOR DIMENSIONS UNLESS OTFIE:RWISE SPECIFIED STRUCTURAL - FRACTIONAL *1/16 DECIMAL ±.060 ANGULAR ±1/2 .___MECHANICAL_:- -_FRACTI NAL *014 DECDAAL .1.005 ANGULAR *112 1 1 O2' 99" TA-LSO 51",75",87" 1081,126",1501 3" 4� 48' RECEIVED; DEC 1 1 1992 8' 4PPETER S. HIGGINS & ASSOC. n LH 321 B 099 STD, BEAM LH 351 B 099 HD, BEAM _ LH 321 B 099 STD. BEAM LH 351 B 099 HD. BEAM rn in 1 1 LH 321 B 099 STD. BEAM aD LH 351 B 099 HD. BEAM 00 1/2' OX4" ANCHOR TYP. -- 78' 36' 3 N 0■ VsF 8' X21 " BASE & COL. TYP. 1/2" OX4" ANCHOR TYP. FT ELEVATION STD. 4•-1/2" X 3° X 11 GA. FOOT PLATE TYP. S.LEV AT ION STD. 4-1/2" X 3° X 1 1 GA. FOOT PLATE TYP. FRONT ELEVATION END ELEVATION FRONT ELEVATION STD. 4 -1/2" X 3" X 11 GA. FOOT PLATE TYP. END ELEVATION 5/8"X5" ANCHOR TYP. E',RONT E1E V2,T1 END ELEVATION PR-1 i 16' -0 " HIGH X 4'.--On DEEP INTERLAKE PALLET RACK 16' -0" F-IIGH X 2' --0' DEEP INTERLAKE PALLET. RACK 12-0" HIGH X 3' -Q" DEEP .. INTERLAKE. PALLET. RACK CANTILEVER RACK LH 321 B 099 STD. BEAM LH 351 B 099 HD. BEAM I I I I LH 321 B 099 STD, BEAM r LH 35 B 099 HD. BEAM d 99' 3° ra- ALSO 51',75',87' 108 °,126',150" 1/2" OX4" ANCHOR TYP. FRONT ELEVATION STD. 4-1/2° X 3' X 11 GA. FOOT PLATE TYP, END ELEVATION ION FRONT ELEVATION / STD. 4-1/2" x 3" X 11 GA. FOOT PLATE TYP. END ELEVATION -0 N 54' 1 24" 24'_1 >- H-N-11 1/2° OX4' ANCHOR TYP. FRONT ELEVATION --r STD. 4 -1/2' X 3' X 11 GA. FOOT PLATE TYP. END ELEVATION REFERENCE JOB NUMBER 12' -Q_" HIGH X 1` °0" DEEP INTERLAKE PALLFT::.RACK 12' -�0" HIGH X 2'-.Q" DEEP IN:1'ERL, E PALLET RACK 78' 99w r ALSO 514,75',G7' 1081,12.6',150' 36 90" 99' rALSO 51',75',87' 108',120,150' 90' 42" , _ LH 321 B 099 S"f D, BEAM LH 351 D 099 HD. BEAM CV 0` to 99" r- ALSO 51 ,75 ,87' ir3 1 O8 ",126 ",150" I-H 321 B 099 STD. BEAM LH 351 B 099 HD. BEAM 42' 42' a tt) 10 wz <O xo LL � jy 0— C OA c'1 V (OCa r.' - ,-�,•r ,�- z - • - . • - .•1 1/2' OX4' ANCHOR TYP. 1/2' OX4" ANCHOR TYP, FAT„ LE�EVA`IN PI STD. 4 -1/2' X 3' X 11 GA. FRONT ELEVATION FOOT PLATE TYP. END ELEVAT 1_ REVIEWED AND APPROVED PETER S. HIGGINS & ASSOC. CONSULTING STRUCTURAL EI1CINEFFIS NOTE: REFER TO DRAWING IL- I OR IL-5 FOR EXPANSION ANCHOR INFORMATION. RECEIVED CITY OF TUKWII -A PERMIT CENTER O AGE RACKING ELEI AT 19_ E1 11 PLOT 12/94/92 A STD. 4-1/2' X 3" X 11 GA. FOOT PLATE TYP. EN1ELEVA-1 ION (2) 1/2' 0X4' ANCHOR TY FRONT ELEVATION END ELEVATION WEST COAST STORE PLANNING d5I S. PLACENT I A FULLERTON, CA 92631 !? i 41738 -5200 SCALE NONE INTERI...AKE PALLET_ RACK - 1 1-.11 31-6" II 16 HIGH X 3-6 DE -e HD, INTER AKE LL T RACK l b. � 1�I�I•-1 X .- ......_ _ - -. _ ..... 2 0 HIGH X 3...� DEEP._ INTEF�LAl�E PALLET_ F� LK DRAWING 1 .i ' ter" _ h 1:rc; .. ... .... .- ..:.L, '. r.n �.� •' �'.,J f'r . '-. .. ~•i ,1 1, :. .-.. I r..,J. At 9' /ifrt l Ilrn . f , lv-.f �. f.` • 1 1 1 1 1 1 111 I I I l i 1 1 1 1 1 1 1 1 1 i 1• � >,- :. .., a i .: � .��,....� !� IlII111I ►I►J111III ItitIlIFI11�1 �I.. ` 111111 'If 11r -lit Ii,t . 11 III 111111I 1111111 111 11[1:#=1,111. I ,rlllilllij 11i111I11111 lli11I1111111 111!!11 2 3 4 5 6 I I 8 g 10 11' Nanc i4 o¢R>,urn 12+ / 1 MOTE: fi the aic-rofi3>zced document is less :leer than this . ;; , 1 notice, it is duo to the quality of the original document. OE 6Z 86 LZ 9Z S`Z hZ ' CZ Ze IZ 0? 61 81 Li 91 GI VI El Zt 11 C7L $j 9 L f9 G ¶ C G 1. 1414 0 11111ii11IIII1!Il1II {111 II 111 11111 !111111111111111III!!IIIlI!.!II �hgitillfl(LlllU1i111 {1 lj11 ✓II1111,{4(!1i1ElllI!1 'i I II UIIIil {Il !1111 {I li I JI I!ili 1111lii 111!11i111i! 1 "I► I 1 ' ` 111'' ` I I I I j II 1 ' . : � , -� ,� ������. -.�,. �..��� � ,I ►.�il�ic�;�.!I�I! u. 11I1�I,1, I�III III! Iii. Illl�liill! {illll�l.l {IIII�1111 {1111111.1 {11111 +111 n�i ..J.:. -'. ). .'. r:� -. . ... 1'' ,.i- '1. "4 .t. .' -.V J._F'1'.. .,./'.. ,..I -.- �,. .. .. .r. .. :.. .. ,. .. � /.. ., ry .I S..... 1I�i: r. . ✓��,•r. i. HD RACKING-1A a0 d i ;- •' 1 LH 321 B 099 STD. BEAM LH 351 B 099 HD. BEAM 50 rr I ' 1/2" OX4" ANCHOR TYP. FRONT ELEVATION STD. 4-1/2° X 3' X 11 GA. FOOT PLATE TYP, END ELEVATION ION FRONT ELEVATION / STD. 4-1/2" x 3" X 11 GA. FOOT PLATE TYP. END ELEVATION -0 N 54' 1 24" 24'_1 >- H-N-11 1/2° OX4' ANCHOR TYP. FRONT ELEVATION --r STD. 4 -1/2' X 3' X 11 GA. FOOT PLATE TYP. END ELEVATION REFERENCE JOB NUMBER 12' -Q_" HIGH X 1` °0" DEEP INTERLAKE PALLFT::.RACK 12' -�0" HIGH X 2'-.Q" DEEP IN:1'ERL, E PALLET RACK 78' 99w r ALSO 514,75',G7' 1081,12.6',150' 36 90" 99' rALSO 51',75',87' 108',120,150' 90' 42" , _ LH 321 B 099 S"f D, BEAM LH 351 D 099 HD. BEAM CV 0` to 99" r- ALSO 51 ,75 ,87' ir3 1 O8 ",126 ",150" I-H 321 B 099 STD. BEAM LH 351 B 099 HD. BEAM 42' 42' a tt) 10 wz <O xo LL � jy 0— C OA c'1 V (OCa r.' - ,-�,•r ,�- z - • - . • - .•1 1/2' OX4' ANCHOR TYP. 1/2' OX4" ANCHOR TYP, FAT„ LE�EVA`IN PI STD. 4 -1/2' X 3' X 11 GA. FRONT ELEVATION FOOT PLATE TYP. END ELEVAT 1_ REVIEWED AND APPROVED PETER S. HIGGINS & ASSOC. CONSULTING STRUCTURAL EI1CINEFFIS NOTE: REFER TO DRAWING IL- I OR IL-5 FOR EXPANSION ANCHOR INFORMATION. RECEIVED CITY OF TUKWII -A PERMIT CENTER O AGE RACKING ELEI AT 19_ E1 11 PLOT 12/94/92 A STD. 4-1/2' X 3" X 11 GA. FOOT PLATE TYP. EN1ELEVA-1 ION (2) 1/2' 0X4' ANCHOR TY FRONT ELEVATION END ELEVATION WEST COAST STORE PLANNING d5I S. PLACENT I A FULLERTON, CA 92631 !? i 41738 -5200 SCALE NONE INTERI...AKE PALLET_ RACK - 1 1-.11 31-6" II 16 HIGH X 3-6 DE -e HD, INTER AKE LL T RACK l b. � 1�I�I•-1 X .- ......_ _ - -. _ ..... 2 0 HIGH X 3...� DEEP._ INTEF�LAl�E PALLET_ F� LK DRAWING 1 .i ' ter" _ h 1:rc; .. ... .... .- ..:.L, '. r.n �.� •' �'.,J f'r . '-. .. ~•i ,1 1, :. .-.. I r..,J. At 9' /ifrt l Ilrn . f , lv-.f �. f.` • 1 1 1 1 1 1 111 I I I l i 1 1 1 1 1 1 1 1 1 i 1• � >,- :. .., a i .: � .��,....� !� IlII111I ►I►J111III ItitIlIFI11�1 �I.. ` 111111 'If 11r -lit Ii,t . 11 III 111111I 1111111 111 11[1:#=1,111. I ,rlllilllij 11i111I11111 lli11I1111111 111!!11 2 3 4 5 6 I I 8 g 10 11' Nanc i4 o¢R>,urn 12+ / 1 MOTE: fi the aic-rofi3>zced document is less :leer than this . ;; , 1 notice, it is duo to the quality of the original document. OE 6Z 86 LZ 9Z S`Z hZ ' CZ Ze IZ 0? 61 81 Li 91 GI VI El Zt 11 C7L $j 9 L f9 G ¶ C G 1. 1414 0 11111ii11IIII1!Il1II {111 II 111 11111 !111111111111111III!!IIIlI!.!II �hgitillfl(LlllU1i111 {1 lj11 ✓II1111,{4(!1i1ElllI!1 'i I II UIIIil {Il !1111 {I li I JI I!ili 1111lii 111!11i111i! 1 "I► I 1 ' ` 111'' ` I I I I j II 1 ' . : � , -� ,� ������. -.�,. �..��� � ,I ►.�il�ic�;�.!I�I! u. 11I1�I,1, I�III III! Iii. Illl�liill! {illll�l.l {IIII�1111 {1111111.1 {11111 +111 n�i ..J.:. -'. ). .'. r:� -. . ... 1'' ,.i- '1. "4 .t. .' -.V J._F'1'.. .,./'.. ,..I -.- �,. .. .. .r. .. :.. .. ,. .. � /.. ., ry .I S..... 1I�i: r. . ✓��,•r. i. HD RACKING-1A