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Permit B95-0380 - TRUCK TRAILER SALES - STORAGE RACKS
City of Tukwila C .. .w (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 RACK STORAGE PERMIT Permit No: 895 -0380 Status: ISSUED Type: B -RACKS Issued: 11 /17/1995 Category: Expires: 05/15/1996 Address: 12119 EAST MARGINAL WY S Suite:. Location: Parcel #: 102304 -9075 Zoning: M -2 Contractor License No.: HEBERCI131D8 TENANT TRUCK TRAILER SALES 12119 EAST MARGINAL WY S, TUKWILA WA 98168 OWNER T.W. TRAVERSO TRUST Phone: 206 838 -3474 SCOTT TRAVERSO, 11025 SE 60 ST, BELLEVUE, WA 98006 CONTACT JOHN BERNIER Phone: 762 -2830 11001 EAST MARGINAL WY. S, SETTLE WA 98168 CONTRACTOR HEBERT CONSTRUCTION INC Phone: 206 - 931 -8888 4302 B ST NW SUITE D, AUBURN WA 98001 ************************ * * * * * : * * * * * * * * * * * * * * * * * * * * * * * ** Permit Description: INSTALL PALLET RACKS:. Rack Storage Dimensions - Linear Feet x Height Totals 88 16.0 1,408 71 16,0 1,136 71 16..0 1,136 .0 ,0 .0 3, 680 UBC Edition 1994' Valuation: 7,500.00 Total' Fee: 230.96 ******************** *'k ** *k•k * * * * * * **** **** ** ** tilt * * * * * *** ** * *** * * * * * * * * *** ..� ffl P ermit C enter.Authorized Signature , Date I hereby certify that I have read and examined this permit and kow the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not The granting of this permit do= not presume to give authority to violate or cancel the provisions of :+ other state or local laws regulating construction - = perfo. - ce of . I am authorized to sign for and obtain thi build g -r . Signature:_ _ Date 1 / -/ 7-1,5 Print N- e: .0 Al 06erH■cr Ti t le c This permit shall become nu11 and void if 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. I , .c`' ------ CITY OF TUKWIU, r"` " ��r� ` Department of Community Development - Permit Cente " ,61w �': 6300 Southcenter Boulevard - #100, Tukwila, WA 98188 's x.1"9-5 rl': (206) 431 -3670 • Building Permit Application Tracking PLAN CHECK PROJECT NAME NUMBER •- 1 - ' - ZWAK \ 1 L - 4. SALEC3 SITE ADDRESS FSUITE NO. 03 VZt\ -- k. 5 -- r - MiscRGii/ L- IAN S 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 ;REQUIREMENTS / COMMENTS iv aP�R�ve• BUILDING - CONSULTANT: Date Sent - Date Approved - initial review Cl�^ `� / / / /e. , „/ 11 � FIRE PROTECTION: ; .Sprinklers (J Detectors N/A FIRE 1i li 41'51 7 FIRE DEPT. LETTER DATED: // f4 S' INSPECTOR: J ) O PLANNING ZONING: IBAR/LAND USE CONDITIONS? ( )Yes No REFERENCE FILE NOS.: INIT: MINIMUM SETBACKS: N- 5- E- W- OPUBLIC UTILITY PERMITS REQUIRED? ( ) Yes Q No PUBLIC WORKS LETTER DATED: WORKS INIT: ' 0 OTHER , INIT: / BUILDING - INI((/i1 q5- TYPE OF CONSTRUCTION: CERT. OF OCCUPANCY? UBC EDITION (year): final review /// QYes No (9 INIT: {� --.�1� � , P I� ,� (� c l 2 4 C,'CBUILDING 1 1/ 7 /i 1 V 7/`t5 OFFICIAL r r�' INIT: 7ert• REVIEW COMPLETED AMOUNT CONTACTED _ OWING: DATE NOTIFIED ' ' BY: • : --Jf' 1E 2nd NOTIFICATION {{ BY: (init.) fj 3RD NOTIFICATION BY: (init.) 01/08/93 ._..�� BUILDIN PERMIT --- 11„,,,,,,- APPLICATION CITY OF TUKWILA Department of Community Development - Building Division 6300 Southcenter Boulevard, Tukwila WA 98188 :DESCRIPTION AMOUNT RCPT :DATE (206) 431 -3670 BUILDING PERMIT FEE 1 : , "i► PLAN CHECK ? S PLAN CHECK FEE ' ; lJ NUMBER (6 � BUILDING SURCHARGE ' l-k� APPLICATION MUST BE OTHER . : .E.D O T > C011VMPLETE'LY TOTAL ; ' H SITE ADDRESS SUITE # VALUE OF CONSTRUCTION - $ 12119 EAST MARGINAL WAY SOUTH $7,500.00 PROJECT NAME/TENANT ASSESSOR ACCOUNT # TRUCK TRAILER SALES _ 102304 -9075 TYPE OF U New Building Li Addition ❑ Tenant Improvement (commercial) Li Demolition (building) WORK: Eal Rack Storage ❑ Reroof ❑ Remodel (residential) ❑ Other: DESCRIBE WORK TO BE DONE: INSTALL PALLET RACKING BUILDING USE (office, warehouse, etc.) NATURE OF BUSINESS: WHOLESALE AND RETAIL TRAILER AND PARTS SALES WILL THERE BE A CHANGE IN USE? fikNo ❑ Yes If Yes, new building requirements may need to be met. Please explain: SQUARE FOOTAGE - Building: Tenant Space: Area of Construction: WILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? a No ❑ Yes IF YES, EXPLAIN: FIRE PROTECTION FEATURES: )2 Sprinklers ❑ Automatic Fire Alarm System PROPERTY OWNER THEODORE W. TRAVERSO TRUST PHONE 277 -8170 ADDRESS 11025 SE 60TH BELLEVUE WA ZIP 98006 CONTRACTOR TAYLOR EQUIPMENT PHONE 241 -5990 ADDRESS 15427 11TH SW SEATTLE WA ZIP 98166 WA. ST. CONTRACTOR'S LICENSE # EXP. DATE ARCHITECT LODIMETAL TECH INC PHONE 241 -5990 ADDRESS 213 SOUTH KELLY STREET LODI CA ZIP 95241 .1 HEREBY CERTIFY;THAT I READ AND E)( I -D THIS APPLICATION AND KNOW THE SAME TO 1 ---- BE TRUE AND CORRECT, AND 4feA THO IZR APPLY FOR THIS PERMIT: : - SIGNAL U' / 7 DATE BUILDING OWNER /' 11 -6 -95 OR PRINT NAME PHONE AUTHORIZED JOHN,J}ER 762 -2830 AGENT ADD: 11001 EAST MARGINAL WAY SOUTH CITY/ZIP SEATTLE 98168 CONTACT PERSON SAME PHONE q--jq_ IQ--)Q APPLICATION SUBMITTAL In order to ensure that your application is accepted for plan review, please make sure to 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 C nit Development Building Division at 431 -3670. DATE APPLICATION ACCEPTED C1T4 TUKWILA DATE APPLICATION EXPIRES II- -(- 95 NOV 0 7 1995 6 - 1 - 9 L ,W22/03 PERMIT CENTER ( SUBMITTAL CHECKLIST ...... ................. ............. - '0MMERCIAL .. . - --- •-• • ." • •—•:••••• ,...,•:.:....,...,....„:::::...............„..„..„....:::-.::•..,„,•;.;:............,. NEW COMMERCIAL BUILDING S/ADDITIONS ::: :..:......... :• ,.......... ' ''''''' :...•:: .- sol v". , ..... 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TE';A:Cartification:letter-!4.,.....,:::::,..E.:.,:;.•:,::::::;:••••.•::!::::,....,;;;:.•:::!:•:;'.....;::1.:.::,..;:::::::.:.:::::;:::::::;:;::;::::i::::::::::,,,,• tad building permit „.. • • •• ' • • - ..,..............-:,:::'..,::::::::.,.:::::: ' : ::.:.:o .: .. ... permit ' : ' :„: ' . ' :,,.:. ' . ' , '' • ' - ''' . 1 j: OrtlP le ig ". .. ., application ...:.. .............. ...°, . .‘ .,... ..... ' '''' '' . ''' , , .. •••••• . . , . s:i6 ,.. iiirb : .... "...' Off 'Of the permlt.-„ • I.As6Oss ......... ..... • ... ... ,,...‘, . •••••••:•.'•'.,::,,,•,:::::::....•:.;,„,....,, ,, , . .., . .. '!. • • .•:.•• ' - • • '• • 'which' inc1149!.:':::;: ENN A A/SATELLITp:OI ::,'......:•]:.:::•::•:.:'..::::::::....,:::••,:•,;•••:.::.,;•::,.,,,..:::::...•:::::::::::::::::•:.• ....NT. • .... ............ 0 . plans,• • . : . , . ... i.:: ' ':: • :• '''...' - ' • DISHES plan s howing .: :• . ... ........,..::.„ : . . • Building floor p : ' '....• ' ' I ' • pleted.building. ..5 ...... ....,:: . .., ' . ' : • H • . - :•:: • '•:: ::::•': ' : ' ::: ' •":••••••••••• . ••-•"••.,::-::::•"i.':"....:']•:: :•• . 99 T. • ..: • ......... •::••••••• . .... --...•:.:••:.:::::::.:::•••:::::::..:1'.:....,:•:*::;:.•••••:::•:::.:.::•,,,:::::::':::::V.:::::::•.:::4:':;••....:::',::•::•'i..'"•'.: Account Numbor:Ii.:::•:::;':••:,.'•••;.......::::::•:::::.••',.':,::::::....:•:.:::.'::::;:•••••::.....::',:.:.:::i.i...::::•,::;::::.:.:.:,....::::::::::::',:,..-,:......:::y;:::.':•••:. • " • :•••• •• Entire space . where racks will bo located ::••:••••:-••.,••• .. • ::. • Exit doors :••••.. ' ' • '..,•': •••.:.•••••::::: •::••••••:•:••••::' :::... ,.... ... • ....•,.......,...:::.::::::::..:,..:;•:... ' ;:• :: .......,:•.Two..(2).. -1 Asses :. .,.. •,.......-..:: ' • ' . ' ::::::•:.:.:.....„........,.....„.„...,:::::::,.:,..„,..,.........,...,....,.:.../.........,::,...i.::.,;:..,,.......,.....„ ..,,,,,, sets of plans, • ••••hicbinClUde:::...:••:•:•:::•:....,'::::;::::,.;."..,.:::::::::":•.i...,........:...:;;;I.::::•••::";,:.".::.:•:".:::::::::!•::":::•::::ig:,•:::::::::::,.::::•:•.:,:::: • :•. •• .'• Dimensions of all pimps ....... , .. ... . .. • rack storage 47u, iSiSS1....itnd'..:::‘:: :....•''''' ..s.:'......::.:.,:.,<.:;•;:'.:‘:.':::%::::::.:•••••:''''''''.......:Ii lidinti‘itOt4.1ciril41')'.:01:•:411)7n..:::::: :.:':.. ''' ) 1----i•:SIO"Pliii (Sho Wl a g .. P..... : •..• • •..,........ :: ..:•,:........,,,:...:•......„......: 7 .... ., .... ‘..... .. Li Tenant space floor plan showing rac.,. • , ..., , ,.„::?,...„..,..,....•,. .,. 1, ‘..:.. . .. • exits •••• • .. ". ....... •,"••,,..•-•::••••.... ,_ •*. •-i e l :-..E Details antenna/ sate l lite :...:: ... ‘...... dish a 'rici:ole1ho.... . :•,:,.... :• . ,‘......,... ....:.... NOTE: •Include,dimansions : of i.: ,... . .....,...:.,.... .,... ,.,. , of racks (height widt •• • I • ' . • '‘ 'etatt:litiOneed ' •:•:•,,..?.. and exit ways oriplan... s,stampe. h, igton. ••: ..•• .......• • '';'' • ■t:;filCulatiort RESIDENTIAL ::...,.,,,..,..... :,....,...........:......;.....,:.:::::...::,........,...:i.,.....,......,:.:,,,:. ::::.:.,..,.... . ' ,..... stampe 'Washington, State licensed Structural ;,.:: 7 I .:: .,••:... ' ..: ' .,,..... '' . ' ,.,. ........ '' ,, [ I Structural calculation . •• •• ••••.... . ......... .: ... ......„ .:„...............- ..• • - ." - • •••• - • • ... - .. .. ei8'.:andover): O ;..:.•,.......::•••;•:.,..„:.,..•..„. :.........,..........,.. • •ongtneer(rack.s . . . • • • .... •.•:.:„..:: :••••• ••• •. .,,•,.....:...... ........„:,::•,:::::•.::••:•.:•" ' • ' . ' • '' . 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" ng •app a h . , „ ..,...,,., ,.. , ., DWELLINGS/ADD '..:••:.:.,,..„..:::.• '' H....:-.•••:„.:::•:.::.:,••:••: ...:. ;comp ..„:.• • •-•,,.,:...,-,:;.:..:;,:;:::::•,..:•':,•:::,..;,:,•:.„:.•,•.,.::.:..........„•:;:.::....;,:::;::::::::::•.::::::).:.",:::::::•::;i-;,:if.:::::,...,:::,,,:.;:i.,..:•:.,‘,..:::,,,:,•::::::::.::....,,.....: NEW SINGLE-FAMILY ... . • - • ...........::„. ,::•;:.•:.•:•.•:,.::-..:',..:•:•....•••••••••,.::,,,,•:.::::...,::. :• •• •.:„....• •.........::::: •::: ' '••••-...••••,',•••:•.:•' :. • Num -::::•,•---:• : •:: • :::::: :•:: : :' , . : • : :::•.•:••••••'•: . ••••::::':':' ' . ••••• .,:•:•.:•••••.."::,•"..:,..::•::"ii::::::::]::::::::::::::'.':: ' it applicalcp.. ... .., • •, • . •• . , : .....,......::::•::,•:::: ::: . ' - (one for.ea ch: f ro9, a ...,.../......... : „ .. .,„ . _ ., •••••13fPP•rsi.',.,!!..r...fc..:!":,."7....!:•••:.,..:::•:':•:::.:••••••'.,.::,.:::......:.:::.:•:-.,:::::•:•••:•••:•:,•:.••,..•••••'••:... .." ' *"... :.. '' ' .'.• ' :- '': • . . ' . • ' • firliPed by a.wads:o.if.attach11P7...,,:•.:...,.,..,....•::....,,.......,,.‘., EI Completed . building perm • . ‘, , .... ., .. ... '' ....,..._ ......‘.:..,..:.: . ----' ;•••:'"'••••••:: •••••• • - i v;',orl.tinj'dieWlegs.•••••,,,y1114!•:••,i:;;;;:4:.:•:::::::::;!!:::::;::;...,.1•4:;:i;i::::::::::::::.:;::::.:;:::::: [11 dosoription:,..:•. .....„..,,...,.,...,.,.!......,...:,.:.i....,:......,...,:,:,,,,,.,::::...,....::„..:..:....i...:„..;,:!•,:.....;::::: ' ,...:!.,:::::: :.,,.,...,..:•:,::•,:.....ii(;,•••••1iciii!....::,,:::::;:i‘i',,•::.••:••::,•..:1"..••:".i.i.i'iii:::::••...::;.:4,:•..:::••...,•"•..;:.....,:iii•l.,...:.•,.:i,::::,•••.:;.;.:!iii:::•;•::•..:Na'ii.";:a;••::•fii,i,:•.,";i:::!•:;:.•1;::::!:?.:...ii";•,2,•:•:,.9.::••;".::•:::;i:i:: [1 1 Assessor Account•lumber.' •-• ..: :...:•:, .•''....• :.:::::",.:,•::::::i:::::::•::::::::::::•:•••::::::"..:0:::!;::;; utility ...: :,„:.,.,::,.,:;,i,.......:::::..i;..,::;Founclatio9T049&:•,.,.i,...i.j.....,,,,::::aill',...ig:::!..Ri:risiiig.:•%:...:.•,::.,iii.,:;.%;.,::i.,,-igi:i.itiii.i.,!:ii..A...„:%111:::1:. .] Two sets of'•worki.Pg. 'dr ''..::::::':.!::.:''...:'::::'::;::........E':;'::: .....'':::'''''''''''.:::'••::1:::":::.•:::FloOKPlin•:".1.::::::•:•:•:::':•:::::,.;::::"•••:::::::.:::::::::::::::"..;•:.:•i".:::::::"••••...:0:0::!.....,,,.::..:•.::,!..:.:.?.•:::-.:.:..;...,....i.:„....ka::::.,..:,..............,...:::•iiw....,...., hydranriot.agon...:;:::::•:i :'....:::::•••:'::•:;:::::::t::::::;%:::P.,661.•Oliiiii••:::::.1:::;:•:•:.'::::::U:i.......:.:•:•;:k.:::::•:?::::::ii:,..:::•:•:::::::::::::::::::::•,.....iiii."ii",::::;•;.;ii,:::::::';':!;;S:i:i:.::•:a.::::::::::..:•:•;A:::::f.:•.*:::::'::•::::::::: eleilatioq.:..(4!!:■ ■ew ,,,„. : ,:::::,: : :: :: : : : :4; .. :i: ,. ..!1 „ *Rq . ...„.....„......,p:.......,....:,..::: : ii: : :,„ t „„ :: : :::: „„.....,... ::: ,• : ; . .....,..,: . . ): ,, ••..., ..: ...:. Site plan .. ---7-.-,-,.."...7 ' , ' (9" Plan 6 Siose r ' ac•ess.rctuildiath.#0.9Y:, :••••....•:.....,...::::•.,,:::::....:,-itoilding:cr - ...:.........:•:-.,...,z.:::.:::::,:•..,•,:::.%?:::•••••.•••.::::::,...:••.•:::•:•:::::::::;.,:::•:,...:•,:::::•.,...:::::::::::*:„:•.,.....:•:•••.,..• :••••••••,, Floor plan . . . ' .lan•:••••: ' :.': • . - Foundation p ..••:. ....••• ' ,,,•..i.„..,;...,•,......,..:widoarf ,....., ....,-.. • - : .. , ... :....... . . .. oq . ... dientith of acces$4 '.. : : ,.. : ...:.,............:..: :: .;: ......6 :.structurp::. framing ............,....,::,...,:.;::::::::.:•;:.:,::::::::::::::::::::•:::::',:::::,,,:,,..:.:::::.::::','::::-..,,,,.....:-.:.:.•••••.,::.".:::,... p •• ijoatio •••••• ,., •••:...',..::•, Roof plan ••:•••••:•::•:::.:;..:: • . .. . - ...:-...-''''.:'''''''''''''':"::::"1::''"'i::". .:'....... I ! ../ ...- -. :Utli .: ' •:••:•:•••: ....::•. BUildingoloyations ..• ..,.., , ,. ‘.. : , , . : (all' olOws):::••::••:•:•••:•••.••:"•:••:::::::"•••,.:i•;i:::::•::•••..:::::i.."•:::::,:.::,::::"•:::::::::.:::':::•.]::::...::•: ::: ., :1. • .:, ti tionti Providertypernylt: . ,, ,‘.. .f! i ... :: .. : .... • '. '. •• -:.. Building cross section N -: -‘'. •,..., , -..- .... .••••••,... ..... . , ..... ' ..,..:.,.....,.....,..„ ' ........... . . ..., . ..:.... , ,....,, ,, 4,...:.:....1......,,., ::::::,::,:1),::.:::::::...:::::::,::::,..:::: • •••:. •••••:. Structural framing 0. ' • ' :...i"...:::•:•.:-.....-":••••• •••,::::::::...,........-...•:.,,...:.....".......i.•••••:::,..E:::':::::::',.::....::.::::.:••.i.i .... • • al the p 66 .••.•...•••••...!:::::.::........'.....i.:::::f..:!".....,::•.•:.'S..:::::!•,:;N:iii?::::i••,:i.:.:::".i":"......::.;:•.i!•::::;:.":Fi::i•:•:.:!::::i:.."....";:gil:i1;:..;:i:::::••••,.;iiil••..::$:iii:":::.:ii::::::".:::::ii::•‘:;s•::::::,:-:::::::::'::::::'',..:::;0::::!;•••:: • data ..':•:::::::•;•:::::::•••• 'i"::.::.'D:::::':::':::::::',:::::.'.:•••:::'::',•:1:::..!,"..,::::Z:'::':::!:::::::,.:. :::. r/6/ fl! f1.7.7.7"7::::•":i".',P::::',•:•:•;::"."::e:•:,::::::Ii....•:•iii(iiifOk(06...0•.•!...r9...99:..1•••••••!"1!. Six (6) .f•-•••:.''''.:.:•••'.,:.:::',•:::: i' application Completed l .,. p .,.,...,. .......... . ........ .... ,..2.,,..... , :i.,... :.....,...: . ri. Washington titte E ner g y Code '...... ' '......::..C.... :::; ' :i: E : • 4,6 ';' 0 •• YJY1 •• 9? ..:. P,, ••• !P • . : ! .......".:',....::: ' : ' :.:::::::.....": :..--. .,:.:••••,::,..::.•::•••••'''..---. •• •:•:•.,"." ""A•:. oiled(sItiMber..i.,:":::::::::::i'::i:;:::::::::::::;::::::::•..:.::::Y::::::::•il::::.:::::',•;',::::"...1:::.:::::',.:::.::::::::::::::::"..:: —.:::A sseSaf' . .. : .: .: .,.,.?........ , . : . ..:..::•: : : .: : .. : :: : : .....: ''' ' ...: ' .,....::."::••::::-...":::::•:'••••:.:•••••• :•:..: 1efbelOgirenieved::enl..... '. ' . . . .. . • • • (sting roof,..rne-erl ........:„...,,,,,,,......,:,..,,,,,,,,,......:::::„............ • sefs of oito. plans showingiOt!litfos ., ....„ .... . E"Karratiiiii.Oescnbl .ox ...,..., ....,, .......,:, ... ..,............,..„........,...‘. : ,. i Uci See :"..f,....:::i' ..- • . • - m bolOg•lnstalled.::::••,1::::.;:::::;*::::::,;;:•"••.:::::::::::::;,::::,::::;:::.'.::::::...:::•..:::.:.:..-...:.::::-..:.:::.;......:..................-...... NOTE: .•Building silo plan:ang, . i I requ irements :,::.:::•: :: ..plopr ...... ./...... ... ,: .,..., : . site plan may be : corith,n .. ecirid.ubolitto!.•!equr......... >... .:... ... ... ap plication and c .....: ........: _ ..: ....,. • ,,....,:.,„.."..,,..,......,:,.,,„,.....,:.,,:•,...:.,.,....,:‘,....,.,::::„.,:;.:::.::...:„.:„:„....,........,..... '''''''' A'' rtIfIcation'iettqt1s...tPCg!!!"f.... P„..i/6....r:?.....:!P#!:!ii....!pO0.,:gP11 7 lg11 ....:',........::. utility permit .ap cati d hock! r. •.i.... ::•• ,•• ... -..--iii;iii kii.iat4t4reclif:tinitlUF ,• :.,::,6( p ermit ..!, '' .•:,...::,.:-.----. ,...- ' Additional topographical .7nd .,‘ • .. , . . '' ' . ' . . . . . .... site conditions . ..::.:,:...:, .., ■ } w r I ^+ryi.f; r / ,7 .: A , '•: ! . 1 4, , .j ' ' t,.y j s, ‘, .ai• 0:d.. .4',.,.. , , .a' 4Y. ' i {. ',.r , N'V,: 7.7 .1 : :yr t - . .H . j '1 "-' r * F . .d , 'r . 4 t •. + . 0 ':2 • GENERA 137.25 ••k :4• •4 6hks4h **14 :4k;4h44•kA •k k •.4 4Ark*4 - A•.kA *A*A GENERA 89.21 l 1 tl ' 1'UKWl:L.A. l'1Ei � U TRANSMIT GENERA 4.50 hk *A *•k*AA•h:i.*4 At h A• k• k• k: 4• h. 4:4 otbA• kA•. AAkA•kisy4A *Afh.E�Afi•hk•A TOTAL n0.96 1 R('iN: ;MIT Number 94003:08 Amount: 230.36 11/07/95 11:55 230.96 CHECK Payment Method: CHICK( No1atian: TRUCK. TRAILER SL 'lint; WIC CHANGE , 0.00 _...._ °: - Permit No: 093-0380 Type: lI - I2f�L'I(S ' RACK :3'f()RAGt: pEIthIT 7699A000 15:35 Parcel Nor. 102304 -9072 Site Address: 12119 EAST MARGINAL WY 1$ Total ree t N „23006 f1'►i i I'ayrrrcant M 230.,9G Total ALL Volts: '1430.'9G Balance: .00 Air: tAft k. h A*A* h•*A44.4*4** *k**A *A* *** -/ *A*Ak* * **A•k•A*.A•A *A** (i[fqunt Code Description , Amount 000/322.100 BUILDING - tiONltl:5 137..25 000/34t,.B30 PLAN CHECK -- NONRES 09.21 000/3E0(3.904 S tATE BUILDING (SURCHARGE 4.50 , I - INSPECTION RECORD ( /39,5 , 2- Retain a copy with permit 03e0 - -„, ¶r• . PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 - , ,■iii, (206) 431-3670 ype 0 64:•• r 7se ' r . : ■■■ : 77: 7T ifif ik g C/ A .°17e. 1 .141 , - Address: Date Doled: Special instructions: Date Wanted: Aire. .. . .m ... 40; . . • : . Pester Phone tio.: ,... 0 4 . Approved per applicable codes. 0 Corrections required prior to approval. ------ --,....... COMMENTS: 7 ::-.7 - •---.....'.. ' ' , , ■ , , ' . F , ' , '., •r . . ' ' ',i 4111l InsPactcjr: 4 .rr Date: .0,.. , / 1:7 $30.00 REINSPECTION EE REQUIRED. Prior to reinspection, tee must be paid at 6300 Southcenter Blvd., Suite 100. Cal to schedule reinspection. I , • • , , 4 ;i L '1A1, i ,.., ..J1' I 'Fr ' ;'.3 L t.ii4`i t ■ . - Z- ' : -.1.44'..r4.■"kah.it2-itt 'INSPECTION RECORD U t - Retain a copy with permit 03`60 7 1 • io. - PERM NO CITY OF TUKWILA BUILDING DIVISION 6300 Blvd., #100, 'Tukwila, WA 98188 4 (206) 431-3670 'roe.: TR4I LER 1121/10K A LES ype o n RAex sT01 Address: v2o 5 HAtat.94 0 to y 5. Date Called: .ss Special Instructions: Date Wanted: 6g p ia\n. p.m. Requester: C911 . Phone No.: • • Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS; I4 w cm-6 0.-.,%.16? A tettaw (itJAL: ) 6-6174 rJ (7.1.L( plAJA .) /&T sr) 144-G 1-4AV r s-i $11.) 71— I nspector: I: 0 : . o $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No.: .. ...+�.. > +'' ".w. i ... .�- .vn+....n.rc� ; .- ..- .— ...rn�. .\ ' " . . , i7, ..... t ; i i. ' . ... * ^Y!�- •...... ; —... •A �. F,•a2 s ,Y' ' •: �J '''i �� ' a +. �s x; +s ttit `q I o • ►•- I ' C,,it' o l ukwil� John W. Rants, Mayor ' Fire Department Thomas P. Keefe, Fire chief .. .. _ 1908 TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Permit No. 03 Project Name t t.C¢ t rC3�.! 1,e4r r Sc Address /'Z / / ki 1W W S Suite # Retain current inspection schedule Needs shift inspection Approved without correction notice Approved with correction notice issued Sprinklers: S Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: / 2.7.1 - 9 • Authorized .signature Date FINALAPP.FRM T.F.D. Form F.P. 85 Headquarters Station: 444 4ndover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 5754439 ti • ( .p CITY OF TUKWILA Address: 12119 EAST MARGINAL WY S Permit No: 895-0380 Suite: Tenant: TRUCK TRAILER SALES Status: ISSUED Type: 8-RACKS Applied 11/07/1995 Parcel #: 102304 - 9075 Issued: 11/17/1995 •k 'k •F . Yr •k,'k 'k 'k 'k 4 * * lit lr * * * •k k 'k 'k *1; k 'F 'k 'k 'k 'k 'k 'k 'F VII M 'k 'k 'k ' k k •k 'k •k k ' k 'k VP 'k •k 'k •k 'k 'k 'k A'k A* Or F ' 4 'k 'k k 'k 'k•k 'k A k" F F •k Permit Conditions: _ 1 : No change wi 11 be ..mad , o, tt t �i;j4if "s Un1e,es,,, approved by the . Architect.•or Enginee,1° ,n t l: wi ` fre" Tuli °"''g4...Division. ' 2. Al 1' . perms ts, i nsp ' : ri ~rec,or�ds, and appr ove p1.a � s shall be • h available at t 6 si� p..iot 'tore start C1t''' . t � on_ I. struct1on, j 4,. " ;d,o irime a o: nai , ma d a d { .,v a i1- able until is 1' ,.n!offs, t' n' approval is gr en erti \`,..,� l ','!! , „ 3 : A l 1 constr i o t b 'dong ti:ri s c t' in ff'd -b eEic � e it i ,, ppr'ot) . ; ' pl ay i ,' eq ,eft me, is o the Uniform r Bui b d "'a 19 P k), Edit ion '' s a r d ,il • 1;" The "4 'F "s ,,',V14/ , e 4, Val idi , of. Peryitit r; e No The, u nce o a permit 6 a' y1 val t plans ,� pe� �.i icati�orrs, t►r d\ co�mputa 'ons sha11 no t b n- 4 r: stru to b a p eg ~init , or s n ,a°pprova1 of, any ' io pion . ot of .a- af„,a.t, e p it of thS� ~ 'bu'•i..�.ci.ing code or of40arfiiy litre �• l, ce) of the. lur;.,i,s, '�`fc: t1 tin,; = �r'mit prre ' omi giv or i n utho'.r, tv,`to vi{o:1ate or�cancel . a,ir 19v1sions of til l'" '� o r l . {�.t , p , cot rt ' s h a 1 1 be 4v a ' i.d ,� w � ? �} -,V,,, rah'; r r itx, r , � � r { t t ,,� 1•a 4 in 4) 7 i ,y 1 i 5 ` "' ° 4. /=: / ! 4 Y • .r : ,� s,, �� L V 1' } yr ' L,i,S',,, , : i / S . . , , D J J'J,: VL'n' * �y , u } '''� . .T •,, ,.,t,,,t / / / / '• ` r t� y i ,, L `• # . � .,� s, _ yw, 7 & y ' a�" }' r` ;r 1 . y k ° fs ' \ " Y i . e' .. S ' . F "rf' ". �i y . ,�-3 4 , _ , ` 1441. "' yet' ''i i l ' , , , I g :Yo { ' 1 3 •n , \• \ .'" s s7 41: _ °"t " " r " dtYk' 1 4� ' �. , . F ?8 yi � A . d ' ` 4.,� ..is `z w3. t,,,,, -,1 ��rI ' f " i Q w ' : q a 4 7' Y �,. ! L 11 .1' ; p 0 ,. + sa , 9 1.if8 � '`�'' ' Lv . �j' 3 � �1r' A}'j /lllr t i` , .•,, y �aA l5F ,.;' a. ry ry is r1 ar x: ..y tii { 6'1 t r.r !J .4, y, 3 t ✓t`S¢JiH y + „+ x L t'y ;? Yry l.}z }?0,1+:., . 44 d r �r � 4 \ 4 q,,:•%, . F C � {k ff \ C G ,,,..-1 ei y; a n 2 ,f' "`i't ' ^ .:t.,.{ + 4 � w ,, `rteVi .. .- 7 b, x ... ice . -.-- f �, .R- . K I r C ... l.. J :1 ';� 4 E f r City of Tukwila ilt� John W. Rants, Mayor 9 ;,, - , �. l r r D �, � , / ` r Fire Department Thomas P. Keefe, Fire Chief 1908 -' November 16, 1995 Fire Department Review Control #B95 -0380 (510) Re: Truck Trailer Sales - 12119 East Marginal Way South Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. To use any building or portion thereof exceeding 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 8101) 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 6 feet. (UFC article 2, sec. 209 -H) 2. 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) Maintain minimum 6" longitudinal flue space between back to back racks. (NFPA 231C) 3. Where storage height exceeds 15 feet and ceiling sprinklers only are installed, fire protection by one of the following methods is required for steel building columns located within racks: (a) one -hour fire proofing, (b) sidewall sprinkler at the 15 foot elevation of the Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone.' (206) 5754404 • Fax (206) 5754439 • k. :°I City of Tukwila John W. Rants, Mayor Q , % %NA • Fire Department Thomas P. Keefe, Fire Chief 1908 -= Page number 2 - column, (c) ceiling sprinkler density minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA 231C, 3 -2.3) 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 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 #1742) 4. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 1 0 , 3 -1 . 1 ) Extinguishers shall be installed on the hangers or in the brackets supplied, mounted in cabinets, or set on shelves (NFPA 10, 1 -6.9), and shall be installed so that the top of the extinguisher is not more than 5 feet above the floor. (NFPA 10, 1 -6.9) Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC Standard 10 -1) Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service, (NFPA 10, Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 O • .,, :� ..'j..t��' City Lila John W. Rants, Mayor ti v ` e,;� % ; ' Department Thomas P. Keefe, Fire Chief , � l :i�y % ' Fir 1908 - Page number 3 4 -3, 4 -4 and 4 -4.3) Every six years, dry chemical and halon type fire extinguishers shall be emptied and subjected to the applicable recharge procedures. (NFPA 10, 4 -4.1) If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10A-4 -4) 5. No point in a sprinklered building may be more than 200 feet from an exit, measured along the path of travel. (UBC 1003.4) Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 1207.3) Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. 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 1203) 6. Storage may not be closer than 36 inches in all directions to ceiling-hung "Space or Unit" heaters. (UFC 1109.2) Storage may not be closer than 18 inches below sprinkler heads. (NFPA 13, 4 -2.5 and NFPA 231.5 -1) This review limited to speculative tenant space only - Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575.4439 4 ( J N a .. f. s , :� (� � % City of Tukwila ohn W Rants, Mayor , F ( ^ r ' O • N ` E4V ' { 4. < Fire Department Thomas P. Keefe, Fire Chief 8 ..--- 190 Page number 4 - 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 Prevention Bureau cc: T.F.D. file ncd Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206)S7.5-4404 • Fax (206 ) 5754439 • ** Z0'30Ild '1ti101 ** , ,, . . • CITY OF TUK IIA RACK STORAGE DIMENSIONS LINEAR FEET X HEIGHT = TOTAL X /'_' ' .= / g • = I X • fir 1 *moll GRAND TOTAL _ ; d 6 RECEIVED CITY. OF TUKWILA NOV 0 7 199 PERMIT CENTER Z0'd $99£TEP , 0.1 'T£ZP £9L 90Z S31US N3'IId8l >t nal zlJ 00 ; S6• L0 (10N - . ._ i- IC`: ; `� . ___._ - P - EPA BY SHEET NO. L oo i METAL TECH., INC. PALLET RACKING DATE DRAINING.WO LODI, CALIFORNIA � TRuC - rURAL C IticA11old 10 -27- 95 `. • NO. REVISIONS- 1123 OAT INDEX ITEM -- ... DE . _ I _ .. -- - - -- EN�IE.RAC .AcK :.�:A�CC1i 1°:'. 1T _.. _-_ _- .... • _ _•_-. _.- --- _ • - --_ - _ � , , t,� !� � ' ..._- 2-`_... PRIG HT - FRAME - CA • CAT: S :'•( TA�TfG):: _ _.._ , r i _::� .,. , .. , : - .3 - SFISKIC.AINNL` STS.' TRANGVERSEDIRECTION 4( ` ' .. a: -- '- .'.".:._7. ELSIsti I CAN NI:YS.I ...,�,.L.o 4GTT'UDi AZ171REC - YID _ , - ti► _ . - .. :.: ...... .. :_ .......... LG ....-- ._... _..._ o .GEIYASE = . • NC o GE ..�' -C - .. � S - - - :: :115.7 - — CCINC13 E "'S 'SLAB' INVES.TIr'A'f-1:ON _— _............. . --- - -. • _...6, --- :w -a.r�1 �. u. ' :i QN1 c1 "C__I✓1?+. - 1: 'S1, __. __e --...- -- - - �,w • - • • OCT 3 01995 REFERENCE APPENDIX , 0 S. T/,y Fyn 4 N0, C 018133 ( '° R -1 LB BEAM SECTION PROPERTIES EXPIRES 3131/99 R -2 LM COLUMN SECTION PROPERTIES C V ��,, ti') R -3 LM BRACING SECTION PROPERTIES �.__�.�' R -4 LB BEAM MOMENT CAPACITY R-5 LB BRACKET CAPACITY R - 6 COLUMN AX1AL. LOAD CAPACITY CALCS. R -7 SEISMIC 'Fi' COEFFICIENTS - U.B.C. Std. 27 -11 R -9 ANCHORS, CONCRETE 'RED HEAD TRUBOLT' I.C.B.O. #1372 R -10 L.M.T. BROCHURE RAgKIN6 DESIGN FASRIc TIE1 IN ACCORD• W/_ 1.) 13.15.G - 9i 4 U15c S TD, 27'd!! - 9i (5ECT1ON5 23304 270G) 2)* A. N. S.I.. MH IG.1 -1985 (RACK .M.F. IN5T. 5PoN501z,) 3) CnTY OF L ©s ANGELES F'ABRICATOR_LICN.SE I1Z44 RECEIVED I CITY OF TUKWILA FILE COPY NOV 0 7 1995 F --- -^~' " "" PERMIT CENTER • W PREPARED IN SHEET N0. LODI MTA E TECH, INC, TRUCK TRAILER SALES C.YSuasin 1 of 46 DATE LODI, CA 95240 SEATTLE, WA 25 OCT.'95 °R"wINO No. 95 - 3025 NO. REVISIONS BY DATE GENERAL LAYOUT Design is per UBC 1991 & UBC STD 27 -11 and per RMI 1985 Sections 2330 AND 2706 MATERIAL: A.S.T.M. A570 w/ Fy > 50 ksi Safety Factor for Beams = 1.65 (Fa = 30.3 ksi) Safety Factor for Columns = 1.92 (See R -6 also) LOAD 18001b. 1800Ibs 18001bs 3,0K t 7 t • t • 48 1800Ibs 18001bs 8001 s 1800Ibs 48 192 r 1800Ibs 18001b8 r ' 1800113. r r 180011)8 V UPRIGHT 48 LM30- 192 -40 1800113. 1800Ibs 1800Ibs 18001b8 w /BPS 30 • • • 1 • r 48 BEAMS LBF404 -106 tt tt ff 10 109 c/c 109 c/c 40 TYP STATIC LOADINGS: UPRIGHT: LM30- 192 -40 with 3/8 x 4 x 7 FOOT PLATE BEAMS: LBF404 -106 LOAD: Each load is a uniform load in the negative y direction. Each load is 1800LBS Maximum BEAM LEVELS: 4 SEISMIC LOADINGS: U.B.C. ZONE 3 & V =(ZIC /Rw)W er U.B.C. Std. 27-11 Vertical distribution per 27.1107(e)2. �fIIRI::( BY stir NO 0D1 METAL ECH., NC. P•S.Tingey 2 of 16 RACKING PALLET ACKING DATE DRAWING NO. LODI, CA 95240 - STRUCTURAL CERTIFICATION NO. REVISIONS BY DATE LM30 COLUMN CAPACITY: - LM30 COLUMN SECTION PROPERTIES r V __I.. MODEL t H B X I S r I Sy r AREA In in in In in in In in in in in r x • LM30 .105 3 3 1.45 1.373 .915 1.249 1.164 .752 1.15 .859 F GROSS AREA - 1.019 .q.in. — NET AREA •• 0.859 sq.tn. 't TRANSVERSE: w/ BRACING @ (192 —12) — 45 " 0/C = Ly & Lt 4 LONGITUDINAL: w/ BEAMS u N st I N P G 3 H RTED ) _ 48 " 0/C = Lx LONGITUDINAL (Fixed): TRANSVERSE (Continuous): Kx = 1.2 Ky = 0.65 Kt = 0.65 Lx = 48 Ly = 45 Lt = 45 P' (FROM R-6) = 1 5.938 k ALLOWABLE AXIAL LOAD per A.I.S.I. AND R.M.I. My' (TRANSVERSE ALLOWABLE) = Fb(Sy) = 30.3 (.752) = 22.787 in.k. Mx' (LONGITUDINAL ALLOWABLE) = Fb(Sx) = 30.3 (.915) = 27.727 in.k. STATIC VERTICAL LOADING © 100% P(actual) = Live Load + Dead Load = PALLET LOADS + BEAMS + UPRIGHTS = ( 3, 6 00 K )(4) +[4. (. +,153 J P = ( 14.400 ) + (421) 14.821 - 7.411 k (Per Column) 2 MOMENT (Design) = R.M.I. ® 1.5% OF COLUMN VERTICAL LOAD w/ Lx MOMENT (Design) = M = 0.015 (7.411) 4 2 -- 2.448 in.k. COMBINED LOADING -- STATIC AXIAL + RMI MOMENT P M _ 7.411 2.66 ^P'^ + Mx' 18.938 • 27.727 — .3S1 =g48,5 < 1.0 O.K, • ■ aR[yCil,4'_\111�c�'77�1 - P EPA E BY SHEET NO L ODI METAL TECH. INC. - �. T7.. . , . 3 16 ' PALLET RACKING DATE DRAWING NI LoDI, CALIFORNIA STRUCTURAL CERTIFICATION 10 ( writ.. NO. REVISIONS BY DA' Vrass. = Z I4- / (W) _(I z,75) 14 .4x..4 + 421) = 1,444k G lo.sai LATERAL LOAD DISTRIBUTION-- Fb V.v� hi. # # ::, h� - 1 , 44 4(.4) = 578 � . U BC STD. 27 -11 4 F3= 1i (.3) = 433 # ri = 1, (.1), 144' 6 6 57 __ 6 ® AlDp 5— 3o2 1 � - TRK. TRLR. - YAYLdR �P� Ise Q Al‘ 5 78 INPUT MATERIALS NO. , E x El m _ STLE. WA COL. --C 3x3x�1b5 I .$59 3E7 , 164 14, 433 4 144 BRACE ^ - C I%z I A x.075. 2 .284 3E6 .0464 El BRACING DESIGN rt 10 ' MEM13. LOAD KIP KL SIZE (PER R 94 I� 2s-" II 289} 13 .577 .7(54) " I4GA. C I' /z w 1' /a 14_ , .94 2 1 ` ,- 378 , tA p 18 12 15 . 325 i.o/ALLbO• 16 1.479 Pte.= 4.4 K 51 I ,# 17 .230 g -49 18 1 ,925 uA p ® 19 ,2.81 0.4 ® 48 ® 20 2.429 < 4,400 O,K,'"0,K, 10.913 ' ,4_ 1.750 0 If ,4—•- Z 1 , 31 �, It 1.152 40 .29(k TRANSVERSE COLUMN pE5IGN TRANS. 5.091 ELEM.1` P 71 50091 + _5.2 5 / 10.342 k VERT 10.501 _ 5.25 ,i Z m :. 6.913 K MOM. @ ELEM # ACTUAL — — P t M 5. L.333 ALLOW P, K MI 1 SO* 342 4.913 _ .849 < I , 553 O.K. • 18938 22.787 5firNo. 4 oc .alp LODI Metal Tech., Inc. EASI4 -87 FEA File: 95- 30251.127 213 S. Kelly St Date: 10/26/95 Lodi, CA 95240 TRK. TRLR.- TAYLOR EQPT. - STLE.WA. Time: 9:01:40 ANALYSIS INPUT GRID POINTS NODE X Y Z (in) (in) (in) t 1 .00000 .00000 .00000 2 .00000 6.00000 .00000 3 .00000 51.00000 .00000 4 .00000 96.00000 .00000 5 .00000 141.00000 .00000 6 .00000 186.00000 .00000 7 .00000 192.00000 .00000 8 40.00000 .00000 .00000 9 40.00000 6.00000 .00000 10 40.00000 51.00000 .00000 11 40.00000 96.00000 .00000 12 40.00000 141.00000 .00000 13 40.00000 186.00000 .00000 14 40.00000 192.00000 .00000 MATERIAL PROPERTIES ID E G A IZ J IY (psi) (psi) (in2) (in4) (in4) (in4) 1 3.0000E +007 1.2000E +007 8.5900E -001 1.1640E +000 0.0000E +000 0.0000E +000 DENSITY = .28 lbs /in3 2 3.0000E +006 1.2000E +007 2.8400E -001 4.6400E -002 0.0000E +000 0.0000E +000 DENSITY = .28 lbs /in3 ELEMENT DEFINITION ELEMID MATID N1 N2 N3 N4 THICKNESS Al A2 A3 (in) 1 1 1 2 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 2 1 2 3 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 3 1 3 4 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 4 1 4 5 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 5 1 5 6 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 6 1 6 7 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 7 1 8 9 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 8 1 9 10 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 9 1 10 11 0 0 0.00E +000 0.00E +000 0.00E+000 0.00E +000 BEAM 10 1 11 12 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 11 1 12 13 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 12 1 13 14 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 13 2 6 13 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 14 2 6 12 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM SHT No. 5 4 7 ' 1Z TRK. TRLR.- TAYLOR EQPT. - STLE.WA. 10/26/95 9:01:40 PaglisgE 15 2 5 12 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 16 2 4 12 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 17 2 4 11 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 18 2 4 10 0 0 0.00E +000 0.00E +000 0.00E+000 0.00E+000 BEAM 19 2 3 10 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 20 2 2 10 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 21 2 2 9 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM BOUNDARY CONDITIONS ID NODE DIRECTIONS VALUE ID NODE DIRECTIONS VALUE (in OR radians) (in OR radians) 1 1 12 0.0000E +000 2 8 12 0.0000E +000 Load Case # 1 ( ) POINT LOADS ID NODE DIRECTION VALUE (1bs.OR in -lbs) 1 3 1 1.44000E +002 2 11 1 2.89000E +002 3 5 1 4.33000E +002 4 13 1 5.78000E +002 1 Sill No, 4 al 16 TRK. TRLR.- TAYLOR EQPT. - STLE.WA. 10/26/95 9:01:40 ANALYSIS OUTPUT GLOBAL DISPLACEMENTS NODE X - DISP Y - DISP RZ (in) (in) (radians) 1 0.00000E +000 0.00000E +000 - 9.83245E -003 2 5.84775E -002 1.18538E -003 - 9.23851E -003 3 3.42789E -001 6.88763E -003 - 4.81835E -003 4 5.59909E -001 1.25810E -002 - 4.89720E -003 5 7.65193E -001 1.38200E -002 - 3.64722E -003 6 8.85504E -001 1.50538E -002 - 2.17846E -003 7 8.98575E -001 1.50538E -002 - 2.17846E -003 8 0.00000E +000 0.00000E +000 - 7.29158E -003 9 4.36185E -002 - 1.18538E -003 - 7.14119E -003 10 3.29576E -001 - 1.00609E -002 - 5.81192E -003 11 5.70750E -001 - 1.32394E -002 - 4.63192E -003 12 7.49902E -001 - 1.64104E -002 - 3.62801E -003 13 9.12595E -001 - 1.64142E -002 - 3.59324E -003 14 9.34154E -001 - 1.64142E -002 - 3.59324E -003 ELEMENT FORCES ELEMENT NODE FX (SXX) FY (SYY) MZ (SXY) (lbs) (lbs) (in -lbs) 1 1 - 5.09122E +003 1.15224E +003 2.18279E -011 2 5.09122E +003 - 1.15224E +003 6.91345E-1-003 2 2 - 3.26549E +003 - 1.44111E +002 - 6.67254E +003 3 3.26549E +003 1.44111E +002 1.87549E +002 3 3 - 3.26038E +003 - 6.67107E +000 - 8.89056E +001 4 3.26038E +003 6.67107E +000 - 2.11292E +002 4 4 - 7.09572E +002 5.87606E +001 3.52131E +002 5 7.09572E+002 - 5.87606E +001 2.29210E +003 5 5 - 7.06564E +002 - 4.85384E +001 - 2.23188E +003 6 7.06564E +002 4.85384E +001 4.76466E +001 6 6 - 7.27596E -012 - 6.18456E -011 1.41881E -010 7 7.27596E -012 6.18456E -011 - 2.76486E -010 7 8 5.09122E +003 2.91758E +002 3.63798E -012 9 - 5.09122E +003 - 2.91758E +002 1.75055E +003 8 9 5.08274E +003 - 2.47383E +001 - 1.58813E +003 10 - 5.08274E +003 2.47383E +001 4.74905E +002 9 10 1.82020E +003 2.78953E +001 - 2.88033E +002 11 - 1.82020E +003 - 2.78953E +001 1.54332E +003 10 11 1.81590E +003 - 3.01879E +001 - 1.45826E +003 12 - 1.81590E +003 3.01879E +001 9.98077E +001 11 12 2.19084E +000 9.66986E -001 - 5.22585E +000 13 - 2.19084E +000 - 9.66986E -001 4.87402E +001 12 13 0.00000E +000 7.27596E -012 - 1.05501E -010 14 0.00000E +000 - 7.27596E -012 - 7.27596E -011 13 6 - 5.77033E +002 - 2.19084E +000 - 3.88934E +001 13 5.77033E +002 2.19084E +000 - 4.87402E +001 14 6 9.42062E +002 - 4.02091E -001 - 8.75319E +000 12 - 9.42062E +002 4.02091E -001 - 1.54559E +001 5.4i r Ma. 7 471) to TRK. TRLR.- TAYLOR EQPT. - STLE.WA. 10/26/95 9:01:40 15 5 3.25701E +002 - 3.00774E +000 - 6.02216E +001 12 - 3.25701E +002 3.00774E +000 - 6.00879E +001 16 4 - 1,47957E +003 - 7.29885E -001 - 2.49068E +001 12 1.47957E +003 7.29885E -001 - 1.90381E +001 17 4 - 2.30917E +002 - 4.29898E +000 8.69027E +001 11 2.30917E +002 4.29898E +000 - 8.50563E +001 18 4 1.92598E +003 - 1.03455E +000 - 2.90291E +001 10 - 1.92598E +003 1.03455E +000 - 3.32587E +001 19 3 2.81440E +002 - 5.10508E +000 - 9.86439E +001 10 - 2.81440E +002 5.10508E +000 - 1.05559E +002 20 2 (-2.1D - 1.85943E +000 - 6.38983E +001 10 2.42975E +003 1.85943E +000 - 4.80539E +001 21 2 3.16496E +002 - 8.48573E +000 - 1.77013E +002 9 - 3.16496E +002 8.48573E +000 - 1.62416E +002 BOUNDARY FORCES NODE FX FY NZ lbs ) F ____._�lbs (in -lbs ) 1 4E +003 .5.09 22E +003 2.18279E -011 8 - .9 758E +002 5.022E +003 3.63798E -012 END OF ANALYSIS DATE: 10/26/95 TIME: 9:01:40 lai „.....41,,i.,•01,:... �1t z _: -. P z; ED BY SHEEN u0. inn I METAL TECH., I NC. PALLET RACKING DATE DRAWING N LODI. CALIFORNIA STRUCTURAL CtRT1F1CATION M -27 -95 NO. REVISIONS BY DA S EISMIC ANALYSIS-LONG. DIR. 15ASE S E H PS(2.; I �/ (') V1.o �1 ti 2 LATEZAL LOAD DISTRIBUTION PER U.L'tC. STD. 27_-11 F2 = V"—! UPG STD Z7 —II " I O� Z 4 \J ® () z °d 192 x .0( f .4(541 i 2 .17 , ® 5 .r. 217 (3� z z 144" • %�, - © $ m IZ F5= 13( s. 1 ,2* i f y y = 142 Q a . z El z 2 7 9lo'i O 10 1 ) . Fl. '.Z } t Iog I I = 168 6 , K ' K 11.54 4a' Q)Z 0 10.297 ©j''r` \ I o.297 "11 9 l0 z F1 =.i ( j IP y q, DS.SK-1 U 54 to p v. 16.912 11 A4.-+� z ../....... - . " ' - " ' __ __ ... __.__. _ _....... _.._._ X 1 / O 1 09 11 % TYP. • 218 — :p— 95— . 3 . - 5 252 . ... .... - _ TIis1..Ez '.R.Ic‘S'IKt-R.- T_AY'I P1. - STU INPUT MATERIALS N©. AREA E I W .COL. C 3x 3 x,las LM30) 1 .855 3E7 1.373 BEAM II LBF404- 106 2 ►9931 3E7 2.0512 5EAM5 NEC. R -4 ELEM. Mom. W. rr t �JEISMIC Ic n s• 17a " + Io• 297 K " =15.4 7 4 35.200 .•. O.K. CDR COLUMNS COM'BIHED STRE55 RATIO STD. 3 'Pm BRACKE.T, P 4. h� < I 333 P M' .21 - 16.912 _ < 18,938 27.727 • _.887 '. O.K. • 3HT No. 9 . °P 16 LODI Metal Tech., Inc. EASI4 -87 FEA File: 95- 30252.127 213 S. Kelly St Date: 10/26/95 Lodi, CA 95240 TRK.TRLR.- TAYLOR EQPT. - STLE.WA. Time: 13 :20:34 ANALYSIS INPUT GRID POINTS t NODE X Y Z (in) (in) (in) 1 .00000 48.00000 .00000 2 .00000 96.00000 .00000 3 .00000 144.00000 .00000 4 .00000 192.00000 .00000 5 109.00000 .00000 .00000 6 109.00000 48.00000 .00000 7 109.00000 96.00000 .00000 8 109.00000 144.00000 .00000 9 109.00000 192.00000 .00000 10 218.00000 48.00000 .00000 11 218.00000 96.00000 .00000 12 218.00000 144.00000 .00000 13 218.00000 192.00000 .00000 MATERIAL PROPERTIES ID E G A IZ J IY (psi) (psi) (in2) (in4) (in4) (in4) 1 3.0000E +007 1.2000E +007 8.5900E -001 1.3730E +000 0.0000E +000 0.0000E +000 DENSITY = .28 lbs /in3 2 3.0000E +007 1.2000E +007 9.9310E -001 2.0512E +000 0.0000E +000 0.0000E +000 DENSITY = .28 ibs /in3 ELEMENT DEFINITION ELEMID MATID N1 N2 N3 N4 THICKNESS Al A2 A3 (in) 1 2 1 6 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 2 2 2 7 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 3 2 3 8 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 4 2 4 9 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 5 1 5 6 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 6 1 6 7 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 7 1 7 8 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 8 1 8 9 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 9 2 6 10 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 10 2 7 11 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 11 2 8 12 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 12 2 9 13 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM BOUNDARY CONDITIONS 1 SHT, Ala. 1 ° 16 TRK.TRLR. - TAYLOR EQPT.- STLE.WA. 10/26/95 13:20:34 ID NODE DIRECTIONS VALUE ID NODE DIRECTIONS VALUE (in OR radians) (in OR radians) 1 1 23 0.0000E +000 2 2 23 0.0000E+000 3 3 23 0.0000E +000 4 4 23 0.0000E +000 5 5 123 0.0000E +000 6 10 23 0.0000E +000 7 11 23 0.0000E +000 8 12 23 0.0000E +000 9 13 23 0.0000E +000 Load Case # 1 ( ) POINT LOADS ID NODE DIRECTION VALUE (lbs OR in -ibs) 1 6 1 5.40000E +001 2 7 1 1.08000E +002 3 8 1 1.62000E +002 4 9 1 2.17000E +002 .HTNc 110�.f� TRK.TRLR.- TAYLOR EQPT. - STLE.WA. 10/26/95 13:20:34 ANALYSIS OUTPUT GLOBAL DISPLACEMENTS NODE X - DISP Y - DISP RZ (in) (in) (radians) 1 2.33438E -001 0.00000E +000 0.00000E +000 2 5.60286E -001 0.00000E +000 0.00000E +000 3 8.27305E -001 0.00000E +000 0.00000E +000 4 9.86879E -001 0.00000E +000 0.00000E +000 5 0.00000E +000 0.00000E +000 0.00000E +000 6 2.33438E -001 0.00000E +000 - 4.57805E -003 7 5.60286E -001 0.00000E +000 - 4.40603E -003 8 8.27305E -001 0.00000E +000 - 3.11293E -003 9 9.86879E -001 0.00000E +000 - 1.47085E -003 10 2.33438E -001 0.00000E +000 0.00000E +000 11 5.60286E -001 0.00000E +000 0.00000E +000 12 8.27305E -001 0.00000E +000 0.00000E +000 13 9.86879E -001 0.00000E +000 0.00000E +000 ELEMENT FORCES ELEMENT NODE FX (SXX) FY (SYY) MZ (SXY) (lbs) (lbs) (in -lbs) 1 1 0.00000E +000 - 1.41530E +002 - 5.12885E +003 6 0.00000E +000 1.41530E +002 - 1.02979E +004 2 2 0.00000E +000 - 1.36212E +002 - 4.93613E +003 7 0.00000E +000 1.36212E +002 - 9.91099E +003 3 3 0.00000E +000 - 9.62360E +001 - 3.48746E +003 8 0.00000E +000 9.62360E +001 - 7.00227E-1.003 4 4 0.00000E +000 - 4.54713E +001 - 1.64781E +003 9 0.00000E +000 4.54713E +001 - 3.30855E +003 5 5 0.00000E +000 5.41000E +002 1.69125E +004 6 0.00000E +000 - 5.41000E +002 9.05546E +003 6 6 0.00000E +000 4.87000E +002 1.15404E +004 7 0.00000E +000 - 4.87000E +002 1.18356E +004 7 7 0.00000E +000 3.79000E +002 7.98636E +003 8 0.00000E +000 - 3.79000E +002 1.02056E +004 8 8 0.00000E +000 2.17000E +002 3.79889E +003 9 0.00000E +000 - 2.17000E +002 6.61711E +003 9 6 0.00000E +000 - 1.41530E +002 - 1.02979E +004 10 0.00000E +000 1.41530E +002 - 5.12885E +003 10 7 2.91038E -011 - 1.36212E +002 - 9.91099E +003 11 - 2.91038E -011 1.36212E +002 - 4.93613E +003 11 8 0.00000E +000 - 9.62360E +001 - 7.00227E +003 12 0.00000E +000 9.62360E +001 - 3.48746E +003 12 9 0.00000E +000 - 4.54713E +001 - 3.30855E +003 13 0.00000E +000 4.54713E +001 - 1.64781E +003 BOUNDARY FORCES NODE FX FY MZ (lbs) (lbs) (in -lbs) syT N. 12 ell i'(o TRK.TRLR. -TAYLOR EQPT. - STLE.WA. 10/26/95 13:20:34 REREEM 1 0.00000E +000 - 1.41530E +002 - 5.12885E +003 2 0.00000E +000 - 1.36212E +002 - 4.93613E +003 3 0.00000E +000 - 9.62360E +001 - 3.48746E +003 4 0.00000E +000 - 4.54713E +001 - 1.64781E +003 5 - 5.41000E +002 0.00000E +000 1.69125E +004 10 0.00000E +000 1.41530E +002 - 5.12885E +003 11 - 2.91038E -011 1.36212E +002 - 4.93613E +003 12 0.00000E +000 9.62360E +001 - 3.48746E +003 13 0.00000E +000 4.54713E +001 - 1.64781E +003 END OF ANALYSIS DATE: 10/26/95 TIME: 13:20:34 .5HT No. 1,3 of J DRAWN BY DRAWING NO. mu TRUCK TRAILER SALES G.Y.Suasin SEATTLE, WA. DATE , LBF404 25 OCT.95 ITEM QTY. DRAWING NO. DESCRIPTION REVISION RATED LOAD = 5421# PER . PAIR NO. DATE BY LBF404 --- 106 BEAM DETAILS 2 3/4 +- 7/8 -0► -0--- 1 7/8 1 1/2 //8 R TYP 2.1635 4 1,8365 30 L 7/16 ±1 /16 1 3/8 LBF404 Properties Txx = 2.0512 In Sxx = .9481 in' A = .9931 M e 50 ksl Min, Yield W L 5.421(106) M = - --- -= =57.463in 10 10 f = Fy / 1.65 = 50ksi / 1.65 = 30.303 ksi M 57.463 Sreq = — — 0.948 in 2 f 2(30.303) Sreq = Sxx . . O.K. .0104W L .0104(5421)108 dact= — =.546 in 2 E I 2(3E7)2.0512 L 106 d max = = ----- = .589 in 180 180 Note: dact < d Max • ' • O.K. Req'd. Max. Load = 3,600 Lbs./Pair < 5,421 Lbs. Rated Cap. /pair beam. . . O.K. 1 f— nr.rfrtirr.Ww.NV.ufq.V WM�•...f..'..t.y..a...►.. w... .'. r.a....r... �r.r... fl.':J �:'i'�.:L:i'�,::•.i:� � ufli : a' �.....•., .._. — PR A BY SHEET NA:). ... .. ... .. LS,.�_] .. ��.- 15.___' L nrn Mrrii TECH. I c i r : U cex = -- E DRAWING N • LODI, CIA LTEPOIR A � .�LE 1NCa 1 27- • 95 o. R UCTURA n`ii ieT FICAT1 ' J PI0.1 REVISIONS BY 1 D FOOT PLATE DESIGN (TRANSVERSE) p.: 10.342k Q A = 4" x 5 = 22 in 8 Effective QIO = Pe = ,470 Ad. 1 p• I o 0 h 4 �— 2 (1-L > \ I .470 23 t t 149, . = 2n 4 36 2 t =.286 in, < .375 In. Base Plate, . ,', 0.k. r "1 USE- - 71x4'< Vs" BAsa PLATE •? 1 4 4 1 L......1 1 ___L 1 5 1, 3 7 I ANCHORAGE (LONGITUDINAL) * lc r ed = 5.251 .,.-c.,..,,,,_ K ai Pa„ (23) : 5.1 (2) 16.912 0 — K — , 5 2a �� 11 P 17.3 00 > 16.912 ... O.K. 00 i , 21 _ ANCHOR BOLTS: II __ = 1 2 Dia x I 4 /4 Long ps 2 sasumed rotation point 2 1 4 , Min. Embedment w1.3 OOO CbWC P, `a 526# = P I ._ • 1IyC� ' All A .4116: _l111*1111 PREPA - • BY SHEET Np. L ORI METAL TECH. IHC. � " " - - .ATE DRAWING NO. LOMMIALwORNIA _ T�C! t TC fc- 'Ia- 1 D — 27 - 95 CONCRETE SLAB INVESTIGATION _�� —= NO REVISIONS BY DATE P. =10.342 f = 3,000 psi t CONCRETE SHEAR UNE POINT OF INFLECIiON 0 00 t S � 1 5 V2 l rnLX* ,69' f I,aoo psf SOIL BEARING r L- S.22' NOTE BECAUSE OF CONTINUITY, TILE SLAB WILL TAKE NEGATIVE MOMENTS SLAB BENDING I< A , = P. - I D = I D , a42 f t L= 'F A = 10.342 = 3.2 I to ft imp f„ S = bh E = 1265) I: = 5 In e =1.379 ft. 1 x= .0$9 ft 6 M = f x ; I (.49) 12 In = 2,854 ( in -Lbs 2 2 ft f = — M = 2, �'� 7 = .57. I psi < psi = 1.6 f' = 1.6 Fa 67 6 . S 5D PUNCHING SHEAR P PSI t0, 342 = 49, 3 psi < psi - 2 f = 3,000 =109. v = r --- b d 210 „ a,K. J__ it 5 o T - 7 M bo d _ a ' 4 + I4 + 7 + 17 (5) =21D Ina 5 S 2 2 ...»,..• :�^ - - 'PREPARED BY SHEET � �IO. METAL TECH., I 1001 C.` PALLET RACKING DATE DRAINING NI LO DI, CALIFORNIA STRUCTURAL CEIZ'nt ATIoM /° - 27 -95 NO REVISIONS BY DA . C ECK OVERTURNIN MOMENT OR UPRIGHT Mt ■ ; , SVERSE DIRECTION. CRITICAL • [TH TOP LOAD QNL . 2 V = ZIC Vs -.1 .B0)2.75 3.6 X .7 +. 42.I) = .404 /R W 6 ANc4Drt a oL-r: I USING 2 ft x4'. ur/ MIH. EMBED. 2 4 4 3,000 P SI ' O NCRETE Pa ICBQ REPORT No. 137Z RV) NEAP CAP. =. 520k W ITHOUT INSPECTION W= 2.941 4�b -- — — — �9z . 404 K ' OVERTURNING MOMENT . 0, =. 404 M. 0'90 ") . .. II 3 vel , — • ' — 144" :I .. 77, 642 I< O M • 0 2 nd, N -Lb-V. 9G - R. M. . = 2.941 .-1 z4264-e)(2) .166.420 �< _ 11o LOAD R. M. k ,,> a.M.„ 15 . x , _ _ _ - 4-$ i00. 420 ) 77,442 1 ' ,.. O.K. 'B AFE I FROM OVERTURNING-t. -,202 -+ —.2 0Z 0 i 264. x .520K 1 ANci otz I+O%..t5 j . • •' r r aT: . r.:... ....vr x.r.♦ 1. r.f ^. ' /'.lYatnv P EPA E BY SHErr NCS. INC. ... ___.........._....__ _ , DATE DRAWING NC ODI. METAL TECH. DAT E AL � PALLET LACK . _._ :..^ LODI, CALIFORNIA STRUCTURAL CERTI FI CATCQN: :: "' �a - 7- 95 1713 REVISIONS BY DA REFERENCE APPENDIX R -1 LB BEAM SECTION PROPERTIES R -2 LM COLUMN SECTION PROPERTIES R -3 LM BRACING SECTION PROPERTIES R -4 LB BEAM MOMENT CAPACITY R -6 LB BRACKET CAPACITY R -6 U.B.C. ALLOWABLE AXIAL LOADS R -7 SEISMIC 'Fi' COEFFICIENTS - U.B.C. Std. 27 - 11 R -9 ! ANCHORS, CONCRETE 'RED HEAD - WEDGE' I.C.B.O. #1372 R -10 ! L.M.T. BROCHURE • ! I " ,.. • *. 14 sc• .mow PREPARED BY DRAWING NO. BEAM SECTION P.S.TINGEY Lfi ' PROPERTIES DATE R -1 8APR.'91 . REVISION NO. DATE I BY MODEL t H D I x Sx Fx I y S 1' AREA In in in in in In 1n In In In 2. LB020 .075 2 .75 .2928 .274 .716 .6033 .4133 1.031 .5718 LB030 .075 3 .75 .7604 .4659 1.026 .8786 .6054 1.103 .7218 L8035 .075 3.5 .75 1.1854 .6313 1.223 .9475 .6712 1.093 .7922 LBC30 .075 3 .75 1.3689 .8817 .184 .9403 .6099 .9820 .975 1 19C35 .075 3.5 .75 1.951 1.0473 1.363 .9705 .6159 .9614 1.050 LBC40 1.075 4 1.5 2.6631 1.2769 1.538 1.105 .7096 .9921 1.125 LBC45 .075 4.5 1.5 3.5073 1.5033 1.709 1.2449 .8025 1.018 1.200 LBC50 1 .075 5 1.5 4.6437 1.7655 1.908 1.3902 .9029 1.044 1.275 LBC55 .075 5.5 1.5 5.7951 2.0453 2.071 1.5269 .9975 1.238 1.350 . LBC55A .105 5.5 1.5 7.7919 2.75711 2.038 2.0719 1.3498 1.051 1.876 LBC60A .105 6 1.5 9.587 3.1.421 2.192 2.1979 1.451'7 1.049 1.995 L1BT 35 .075 3.5 I. 5 0.7462 0.4988 1.198. _ 05209 LBF354 .075 3.5 1.5 1.4739 .7699 1.267 _ .9284 .6242 1.006 .9181 LBF404 .075 4 1.5 2.0512 .9481 1.437 1.0635 .7190 1.035 .9931 LBF454 .075 4.5 1.5 2.7526 1.141 1.605 1.1984 .8143 1.059 1 LBF453 .090 4.5 1.5 3.2119 1.333 1.598 1.3985 .94 1.054 1.2578 L5F356 3.5 1.5 1.•2039 •62777i.2'74 •7414 -•-• 2 3/4 • 7/8 --- 1 7/8 . D _..± , H i • • • • PREPARED BY DRAWING NO, COLUMN SECTION P.S.TINGEY PROPERTIES DATE R - 8APR.'91 REVISION NO, DATE I BY • MODEL t H B X I S r 1y Sy ry AREA in In In In In In In In In In in LM 15 .075 3 1.625 .689 .582 .388 1.156 .205 .219 .686 .411 LM20 .075 3 3 1.435 1.023 .682 1.263 .872 .557 1.165 .618 LM30 .105 3 3 1.45 1.373 .915 1.24911.164 .752 1.15 .859 LM20/ 15 ' 075 3 4.625 2.607 1.78 1.187 1.231 2.577 .988 1.481 1.143 LM20/20 '° 07 3 6 2.714 2.222 1.481 1.268 4.701 1.431 1.845 1.349 LM30/15 ' 3 4.625 2.789 2.126 1.417 1.23 3.052 1.094 1.473 1.384 LM30 20 ' 103 75 3 6 2.951 2.568 1.712 1.262 5.45 1.788 1.838 1.590 / .0 LM30 /30 ' 05 3 6 2.707 2.98 1.986 1.256 6.387 1.94 1.839 1.875 { B .87 j .53 B .23 H x x x _ - x I X t X t y y LM __ LM / .�_ . . , A • PREPARED BY DRAWING NO. • I PJ BRACING SECTION P. TINGEY 01, PROPERTIES DATE R - 3 10MAY91 REVISION NO. DATE BY GAGE T X I x S r 1y Sy ry AREA In In In Ina In In in In In 16 .060 .4189 .0893 .1190 .6234 .0379 .0456 .4066 .2297 14 .075 .4261 .1081 .1440 .6169 .0464 .0564 .4043 .2839 12 .105 .4405 .1418 .1890 .6041 .0621 .0767 .3999 .3885 - -- - -, -- - -- 10 .125 .4551 .1706 .2275 .5914 .0764 .0960 .3956 .4878 H= 1 1/4 v T x H= 1 1/2 x I I Yt-T xl- 10 m I MI • 13.3 9 - 14.6 - 111 v ° 8 - 10 g 0 a Z 1 b 1 fl12 10 Ga ■■■■ � 9.31 4( Ga ►. 7.98 x 0 1 5 1 . 1 11111111111111110 1 1 11 1. 11111101111111111 LA 0 ■■.■■__U•h1 I•■ ®�, LA o 5 MIME. 6.65 a Q z • 14 Ga - Rmuni∎s■im■■■■ ■■ o < 3 4 5.32 1P1111111111611 II o F. 3 ■ ■■�■■�►�Iat■►!1i:maa 3.99 0 Q Z 2 IIii r731..., 1 ■ M 1.33 tn 0 - - 0 ",1, - •ri A^ "'^ in CM PREPARED BY DRAWING NO. BEAM CONNECTION P. TINGEY Liri PROPERTIES R -4 19APR91 REVISION NO. DATE BY 14 , 2 % TOTAL BEAM NEGATIVE ALLOWABLE SEISMIC MOMENT CAP. MODEL MOMENT CAP. MOMENT ® BEAM /COLUMN CONNECTION fb S DEVELOPED BEAM 6 "BKT. 8" MKT. LB020 7.47 1.49 9.94 35.20 55.76 L8030 12.71 2.54 16.89 35.20 55.76 LB035 17.21 3.44 22.89 35.20 55.76 LBC30 24.04 4.81 31.98 35.20 55.76 LBC35 28.56 5.71 37.98 35.20 55.76 LBC40 34.82 6.96 46.31 35.20 55.76 LBC45 40.99 8.19 54.52 35.20 55.76 LBC50 48.15 9.63 64.04 35.20 55.76 LBC55 55.78 11.16 74.19 35.20 55.76 LBC55A 75.18 15.04 100.00 35.20 55.76 LBC60A 85.69 17.14 113.97 35.20 55.76 LBT 3.5 !3• !00 2.7Z LBF354 20.99 4.19 27.92 35.20 55.76 LBF404 25.85 5.17 34.39 35.20 55.76 LBF454 31.12 6.22 41.38 35.20 55.76 LBF453 36.35 7.27 48.35 35.20 55.76 LBf356 1 7.12 3.42 35.20 55.76 W G' /8 SEISMIC PLUS Wy 1 VERTICAL x-.025 - SEISMIC MINUS _� _' VERTICAL .125 .1 I WI"- 1 VERTICAL SEISMIC LATERAL COMBINED PREPARED BY DRAWING NO. laf BEAM BRACKET P.S.Tinge'J V MOMENT CAPACITY R -5 16 JAN .'92 REVISION _ NO. DATE BY A 13APR.'92 PST 6" THREE PIN BRACKET 8" FOUR PIN BRACKET _ P = ft,' A = 40(.09281) = 3.712K P ft.. A = 40(.09281) = 3.712K P 4.75/6.75(3.712) = 2.612K P = 2.75/4.75(3.712) = 2.149K P2 = 2.75/6.75(3.712) = 1.512K P3 = .75/4.75(3.712) = .586K P3 = .75/6.75(3.712) = .412K MOMENT = MOMENT = 6.75(3.712) +4.75(2.612)+ 4.75(3.712) +2.75(2.149) +.75(.586) 2.75(1.512) +.75(.412) = 17.63 +5.909 +2.93 = 25.05+12.41+4.16+.309 = 26.46 k —in. NORMAL STRESS = 41.92 k—In. NORMAL STRESS 26.46 1.33 35.20k—In. 41.92 (1.33) = 55.76k —In. SEISMIC STRESS SEISMIC STRESS [ 1] P0 T 1 2 [try ri7-7 2 13/32 DIA 8 11/32 DIA 6 C P� 2 11/16 P ( I �—1 ! i ,� 3 . 5/8 DIA-k--0-1 1 A [..-- 3 1/4 --e-1 N ET AREA= 4D = .09281 in C1010 COLD HD QTY. f =40K (ASTM A354 --79) 1-4 Physical Properties & Axial Loads P,4 1991 Uniform Building Code - vl.2 LMT Column Sections Section: LM -30 Column �I X X Physical Properties Reference Column Section Properties sh# R -2: y t =.105 H =3.0 B =3.0 Xbar =1.450 Ix =1.373 Sx =.915 rx =1.249 Ybar =1.5 Iy =1.164 Sy =.752 ry =1.150 Area =.859 Additional Properties: m - Distance from shear center to centerline of web....= 1.97648 Xo - Distance from centroid Xbar to shear center =- 3.42648 J - St Venant torsion constant = 4.512036E -03 CW - Warping Constant = 4.18599 Ro - Polar radii of gyration = 3.824038 TFC - Torsional- flexurp constant =- 2.070253 Constants for Steel: E = 29500 G = 11300 Fy = 50 Allowable Axial Load Constants are: Ky =[.65] Kt =[.65] Inputs: Kx = [ 1.2] Lx = [ 48.0] Ly = [ 45.0] Lt = [ 45.0] Oex = [ 136.9001] Ot = [ 449.1871] The following will solve directly for F: (Eq. C4.1 -1): (Fe)1 = [ 136.9001] ksi (Overall Buckling) (Eq. C4.2 -1): (Fe)2 = [ 81.4745] ksi (Torsional - Flexural Buckling) Torsional - Flexural Buckling Stress < Overall Buckling Stress Eq. C4.3 Governs - Ref: UBC Std./91 27 -9 (AISI '86) (Fe)lx = [ 136.9001 ] ksi (Fe)ly = [ 257.3217 ] ksi Fe = [ 81.47455 ] ksi F = [ 42.32889 ] ksi The allowable compressive is F = [ 42.32889 ] ksi • Net area = [ .859 ] F.S.= [ 1.92 ] The allowable Vertical Column Load Pa = [ 18.9378] kips LMT upright with 48 inch beam spacing has a capacity P' = [ 37.8755] kips All LMT column sections (flanges, webs, and lips) are fully effective. [End of Processing] PREPARED BY DRAWING NO. LSPEC SEISMIC LOADINGS P. TINGEY t IFIED C.G. F DATE R -7 15FEB91 REVISION U.B.C. SECTION p 23 / 12 & STD. 27--11 NO. DATE BY FL= V (WIA/6/ E�W"L PliL) 4 ---- .4 3 -4--.5 3 .3 2 .66 2 °--.33 2 -4- .2 1 1 100% 1 rim-. 33 82% 1 -4-.17 78% 1 __....1 75% 0 0 8 .22 7 .25 7 .19 6 --.28 6 .21 6 .17 ...,,_.. 5 .33 5 ---.24 5 .18 -•-- 5 .14 ....0- 4 .27 4- ---.19 4 .14 4 .11 3 .20 3 --x.14 3 .10 3 .08 2 .13 2 °x.09 2 .07 2 .05 1 .07 1 --.05 1 .04 1 .03 0 73% 72% 71 % 71% 0 12 .15 11 .17 11 .14 10 .18 10 .15 10 .13 9 .20 9 .16 9 .14 9 .11 8 .18 8 .15 8 - 0-.12 8 .10 7 .15 7 .14 --- 7 -- --.11 7 .09 6 .13 6 .11 6 -46-.09 6 .08 5 .11 5 .09 5 -0-.08 5 .06 4 .09 4 .07 4 --.06 4 .05 3 .07 3 .05 3 -4-.05 3 .04 2 .04 2 .04 2 ---.03 2 .03 1 .02 1 .02 1 --.02 1 .01 0 70% _ 70% 70% 69% 0 ° „'` ° ,. _,, ICBO Evaluation Service Inc. '3 : g A c�.ibsidiarycorporation of t International Conference of Building Officials TM - I r - • EVALUATION REPORT .. - . i. ReportNo.1372 Copyright © 1992 ICBO Evaluation Service, Inc. • _ . , - June, 199 Filing Category: FASTENERS — Concrete and Masonry Anchors (066) �. ; r ITW RAMSET/RED HEAD SELF - DRILLING, NON- DRILL, STUD, C. ITW Ramset/Red Head Stud Anchors: The ITW Ramset/Red Head DYNABOLT SLEEVE, TRUBOLT WEDGE, MULTi -SET II CONCRETE stud anchor is a non - drilling anchor which provides a protruding external - ANCHORS AND STEEL DECK INSERTS - ly threaded stud when Installed and is formed from steel meeting the mini - ITW RAMSET/RED HEAD mum requirements of AISI C -1213. The anchor body has an axial hole, ax- 1300 NORTH MICHAEL DRIVE tai slots and series of annual broaching rings in the expansion end of the WOOD DALE, ILLINOIS 60191 anchor. A flanged, conical expansion plug of steel meeting the minimum I. Subject: iTW Ramset/Red Head Self - Drilling, Non - Drill, Stud, Dyna- requirements of AISI C -1010, Is preassembled Into the body. bolt Sleeve, Trubolt Wedge, Multi -Set II Concrete Anchors and Steel Deck The anchors are installed in drilled holes having a diameter the same as Inserts, the anchor and are set as described above the self - drilling anchor. The al- lowable shear and tension values are as set forth in Table No. III. II. Description: A. ITW Ramset/Red Head Sell - Drilling Anchor: The D. ITW Ramset/Red Head Dynabolt Sleeve Anchor: The Dynabolt ITW Ramset/Red Head anchor is a self - drilling concrete expansion shell sleeve anchors are designed to be installed in a predrilled hole equal to the anchor with a single cone expander, both made from heat - treated steel. anchor diameter and are expanded by tightening the hex nut or head -style The steel for the body conforms to the minimum requirements of AISI nut with a wrench or screwdriver. The external shell or expansion sleeves Specification C -12L14 and the steel for the plug conforms to the minimum are stamped and farmed from commercial quality carbon steel or stainless requirements of AISI Specification C -1010. The anchor has eight sharp steel meeting the minimum requirements of AISI C -1010 or Type 304, re- teeth at one end and is threaded internally at the other end. The outer sur- spectively, in No. 22 and No. 16 gauges. The threaded expansion pins with face of the tubular shell at the toothed end has annular broaching grooves integral conical expanders are formed from carbon steel or stainless steel and four milled slits. At its threaded end, the anchor is provided with an meeting the minimum requirements of AISI C -1010 or Type 304, respec- unthreaded chucking cone which has an annular break -off groove at its tively. Holes are drilled Into the concrete or masonry at the required lace - base for breaking off the cone for flush mounting, Anchor shell and expan- tions of the same diameter as the nominal anchor diameter. The anchors T der cone are electrodeposit zinc and chromate plated. are placed in the hole and the nut is turned until the minimum installation The anchors are installed either by a Model 747 Roto -Stop Hammer, by torque as indicated in Table No. IV is reached. Allowable shear and tensior air or electric Impact hammer, or by hand. The anchor is used as a drill in values are as set forth in Table No. IV. forming the hole in the concrete. After the hole is formed, the anchor is E. ITW Ramset/Red Head Trubolt Wedge Anchor: The Trubolt wedge removed and the hole thoroughly cleaned. The depth of the hole is regu- anchors consist of a stud bolt type of drop -In anchor designed for use it lated by the drill chuck. A Red Head plug is set Into the bottom of the an- stone and lightweight aggregate concrete of various strengths. The an- chor prior to insertion in the hole. The concrete anchor is then driven over chars are cold formed or machined from either zinc- plated and chromate• the plug, causing an expansion of the anchor in the hole. The chucking end dipped carbon steel, hot - dipped galvanized carbon steel or stainless steel of the anchor is broken oft with a hammer blow. These anchors meet the minimum requirements of AISI C -1015 to AISI Verification that the anchor has been installed properly is evidenced by C -1022 and AISI C -1213 carbon steels, or Type 302H0, Type 303 or Type the fact that the anchor does not project above the surface of the concrete 316 stainless steels. The expander sleeves are fabricated from carbon of and that the red plug is visible at the bottom of the hole. stainless steel meeting the minimum requirements of AISI C -1010 or Type The allowable shear and tension values are as set forth in Table No. I. 302, respectively. The anchor stud is threaded at Its upper end and has e straight cylindrical section reduced in diameter around which the expan. B. ITW Ramset/Red Head Non -Drill Anchor: The non -drill anchor is de- der sleeve is formed. A straight- tapered section enlarging to a cylindrica . signed to be installed in concrete in a predrilled hole. The shell is formed base acts to Increase the diameter of the expander ring as the stud is tight• from steel meeting the minimum requirements of AISI C -12L14 and is ened in the concrete hole. The expander ring, which is formed around the provided with internal threads at one end and a plain hole at the expansion stud bolt, consists of a split ring element with a "coined” groove at cad end which is divided into four equal segments by radial slots milled axially end. The expander ring is designed to engage the walls of the concrete along the length of the shell. A series of annular broaching rings are cut hole as the tapered portion of the stud is forced upward against its interior Into the expansion end of the anchor. The anchors are set over a hardened Cold- formed anchor studs are available only for the t / /e -, V -, 5 1 8 - am steel conical- shaped expander plug by driving the anchor flush with the 3 / 4 - inch - diameter wedge anchors. surface of the concrete. The heat - treated plug is of steel meeting the mini- The anchors are installed In the field by drilling a hole in the concrete mum requirements of AISI C -1010. the same nominal size as the anchor size, to a depth greater than the lengtl The anchors are installed in drilled holes having a diameter and length of embedment desired, but no less than the minimum embedment. It I. the same as the anchor. After the hole Is formed, all concrete cuttings are not necessary to clean out the hole prior to the installation of the anchor removed and the anchor is set in a manner identical to the self - drilling an- provided the hole is sufficiently deeper than the desired embedment. Th chor. The allowable shear and tension values are as set forth in Table No. II. anchor is then tapped into the hole to the embedment depth desired, bu Evaluation reports of ICBO Evaluation Service, Inc., are issued solely to provide information to Class A members of ICBO, utilizing the code upon which the repot is based. Evaluation reports are not to be construed as representing aesthetics or any other attributes not speclfically addressed noras an endorsement or recommen dation for use of the subject report. This report it based upon independent tests or other technical data submitted by the applicant. The ICBO Evaluation Service, Inc., technical staff has reviewed th test results and/or other data, but does not possess test facilities to make an independent verification. There is no warranty by iCBO Evaluation Service, Inc., eapres or implied, as to any "Finding " or other matter in the report or as to any product covered by the report. This disclaimer includes, but is not limited to, merchantabilit: Page 1 of Page 2 of 8 Report No 1372 • no less than the minimum embedment. A standard hexagonal nut and concrete cover over the flutes. The allowable shear and tension loads are r" washer are used over the material being fastened and the nut tightened un- as set forth in Table No. VII. til the minimum installation torque as indicated in Table No. V is reached. H. Identification: The concrete anchors are identified b11 their dimen- The allowable shear and tension values are as set forth in Table No. V. sional characteristic and the anchor size stamped on the anchor. The coni- F. 11W Ramset/Red Head Multi -Set 11 Anchor: The multi -set anchors cal shaped expander plugs are colored red. See Figure No. 2 for additional are designed to be installed in a predrilled hole equal to the anchor diame- details. ter. The anchor consists of a shell formed from carbon steel or stainless III. Evidence Submitted: Product brochures, calculations, results of steel meeting the minimum requirements of AISI C -1213 or Type 303, shear and tension tests. respectively,and an expansion plug formed from carbon steel or stainless steel meeting the minimum requirements of AISI C -1010 or Type 303, Findings respectively. The expansion end is divided into four equal segments by radial slots. The expander plug is preassembled and Is cylindrical in cross IV. Findings: That the ITV/ Ramset/Red Head fasteners described in section. this report are alternate types of anchors to those specified in the 1991 The anchors are installed in predrilled holes with the depth and diameter Uniform Building Code, subject to the following conditions: for each anchor size listed in Table No. VI. Atter the hole is drilled, ft must 1. The allowable shear and tension values do not exceed those set be cleared of all cuttings, The anchor is set by installing the expansion shell forth in Tables Nos. l through VII. and then driving the cone expander with a setting tool. A special setting 2. The minimum spacing, edge and end distances conform to re- tool is provided with each anchor size. When the cone expander is driven quirements set forth in the tables. down into the anchor, the legs of the shell expand, The allowable shear and 3. Allowable loads for anchors subjected to combined shear and tension loads are as set forth in Table No. VI. tension forces are determined by the ratio of the actual shear to G. ITW RamseURed Head Steel Deck Insert: The steel deck Insert is de- the allowable shear plus the ratio of the actual tension to the al- signed to be placed in steel decking, before concrete is poured, where a lowable tension not exceeding 1.00. hanging fastener is desired. The anchor assembly consists of two major 4. Anchors are not subject to vibratory or shock loads such as sup - parts, a headed stud and a coupling, both of cold- rolled steel meeting the ports for reciprocating engines or crane rails unless adequacy minimum requirements of AISI C- 1010.1018. The coupling is assembled Isdetermined by tests with results approved by the local building to the stud and is internally threaded to receive a threaded rod. A spring official. clip assembly locks the steel deck insert in place. 5. The allowable values indicated In the tables are maximum val- • The anchors are installed in a hole drilled through the steel deck and are ales and they are not to be Increased for wind or seismic loads. placed before concrete is poured. The hole must be drilled in the center 6. Expansion anchors (other than self - drilling type) shall be in- of the flute or rib. Spacing of the anchors along the rib or flute shall be a stalled In holes predrilled with a carbide- tipped masonry drill minimum of 19 inches on center. The insert is pushed through the hole manufactured within the range of the maximum and minimum such that the spring clip expands on the underside of the deck and locks drill tip dimension of ANSI Standard B- 94.12.1977 for the allow- the insert firmly in place. The deck must be a minimum No. 22 gauge, steel able values set forth in this report. deck institute Type W deck with 1 -inch -high flutes and minimum 3 -Inch This report is subject to re- examination in one year. • • TABLE NO. V -4TW RAMSETiRED HEAD TRUBOLT V. -.GE ANCHOR ALLOWABLE a1 SHEAR AND TENSION VALUES (Pounds)' a to ANCHOR TYPE- CARBON STEEL c9 ! I STONE AGGREGATE CONCRETE - - 0 re- 2500 psi / 3000 psi I re= 3500 pal 1 4000pei re =4500psi % = 5000psi f. = sspppai O . -w IIMSlIUN ion Tension Tension Tension Tension Tension Tension - w Tension ANCHOR NISTAL1ATION EMBEDMENT With MMhaA MM Without MOW MW ' YAM M M phoui gh� OR Without RIM Without Roth VRthout OM TORQUE DEPT1G Sp: Sp, Sp SO. SO. Sp SP. Sp: SP. SP- SP- SP Sp. SP- Pm) RAW lino Sap, bap! SHEAR Mae Spa SNEAK Seaga Snp SHEAR insp., Sap,' SILO top] fnsps SHEAR Mp,3 Mp4 SHEAR Supra Sup.4 *ma i I's 270 135 305 155 340 170 390 195 445 225 500 250 560 280 4 '4 8 1 610 305 405 670 335 445 725 360 445 750 365 460 755 375 470 755 380 485 760 380 495 2'a 680 140 715 355 745 375 765 380 770 385 775 390 780 390 1 3 142 615 315 690 345 755 380 805 4110 845 420 885 440 925 460 8 '. 25 3 1.065 535 765 1.205 6011 975 1.345 670 960 1190 695 980 1,455 725 1000 1.485 745 1.020 1520 760 1.035 41/2 1.2_ 610 1.325 660 1,425 710 1.460 730 1.515 760 1.550 775 1.580 790 • 1 I 244 830 415 1.040 520 1.150 625 1.290 645 1330 665 1.380 690 1395 700 2 ',, 55 41/4 1.420 710 1.115 1.515 755 1.48 1,605 800 1,590 1.835 915 1.680 2.155 1,080 1770 2.475 1.240 1.860 2.800 1A00 1.945 6 1530 765 1.745 870 1.960 980 2.250 1125 2.595 1,300 2.940 1.470 3.285 (.645 • 5 . 2'!4 1.225 615 1 535 765 1.840 920 1.920 960 2.000 1,000 2.090 1.045 2.175 1,085 a 90 594 1.955 980 2.800 2.120 1.060 3.115 2.285 1,145 3.135 2.545 1.270 3.120 2.865 1,435 3.120 3.190 1395 3.120 3.510 1.755 3.120 $ 742 2.605 1_105 2.735 1.370 2,870 1.435 3.115 1555 , 3,435 1,720 3.755 1.880 4.080 2.(140 3 31/4 1.720 860 2.020 1.010 2.315 1.155 1420 1210 2.520 1260 2,620 1310 2.715 (.360 4 '11 175 61/4 2.450 1.225 4.090 3.130 1565 4375 3.805 1,905 4.425 3.940 1.970 4300 4.080 2.040 4.580 4.210 2.105 4.660 4345 2.170 4.735 10 2.640 1320 3520 1360 4395 2.200 4.850 2.425 5.300 2.650 5.740 2.870 6.185 3.095 3''4 2.215 1110 2.705 1350 3.190 1.595 3.290 1.645 3.380 1.690 3,480 1.740 3.570 1.785 7 94 150 61/4 2.960 1.480 4.410 3,655 1.815 1 5.600 4350 2.175 5.960 5.005 2505 6.240 5.615 2.820 6.520 6.280 3.140 6.800 6.915 3.455 7.075 8'/4 3.125 1.560 3.835 1.915 4345 2.275 5.140 2370 5.740 2,870 6335 1165 6.915 3.455 444 3.765 1.885 4335 2.170 4.910 2.455 5.090 2.545 5.270 2.635 5.440 2.720 5.620 2.810 .1 I 300 71/4 5.540 2.770 6.190 6.280 3.140 6,795 7.020 3310 6,660 7.600 3.800 7,110 8,180 4.090 7.555 8.775 4.385 8.000 9.335 4.665 8.450 1044 7,435 3.720 8.195 4.095 8.950 4.475 9.330 4.665 9,700 4.850 10.080 5.040 10.465 5230 L% 5'H 4.490 2.245 5_165 2.685 6.240 3.120 6.630 3.315 7.020 3310 7.410 3705 7,800 3.900 1 1, 4 500 8 7.640 3.820 9.015 9.960 4.980 10.460 12.280 6.140 10.495 12.680 6140 10.930 13.070 6_535 11.370 13.461 6.730 11.800 13.855 6.925 12.240 104_ 9335 4.870 11.890 5,945 14.040 7,020 14.560 7_280 15.440 7.720 15.775 7.890 16.115 8.055 ANCHOR TYPE- STAINLESS STEEL . STONE AGGREGATE CONCRETE r' = 2500 psi - r = 3000 psi re = 3500 psi I r = 4000 Psi r - 4500 psi ' r 5000 pet r' = 5.500 psi Tension Tension Tension Tension Tension Tension Tension MAW ANCHOR 1NSTA11ATION EMBEDMENT With Without Math MANI With MShopl TPA IMAM t With . Miame YAM lAtted MM Without DIA. TORQUE DEPTHS Sp. Sp Sp. SP- Sp. SP Sp Sp- Sp Sp SP. Sp. Sp. SP- Pro (a1M1 9r4 Mp.3 i 4 SHEAR hnp.3 Mao SHEAR Sap Sup.4 SHEAR Sna3 Mao SHEAR Mae SnP SHEAR Mae Snp.4 SHEAR Mae IiW-4 SHEAR I lls 285 145 350 175 415 210 465 235 510 255 550 275 595 295 94 8 1'1/46 685 345 530 720 360 555 750 375 580 770 385 590 780 390 605 790 395 615 805 400 625 2 765 380 765 380 770 385 775 390 785 390 795 395 805 400 - 143 640 320 700 350 760 380 785 395 795 400 805 400 815 405 '5. 25 3 1.095 545 775 1.205 605 900 1,320 660 1.030 1.415 710 1.050 1.495 750 1.070 1.580 790 1.095 1.660 830 1.115 41/4 1330 665 1.425 710 1,515 760 1.600 80) 1.675 835 1.750 875 1.825 910 2'/ 820 410 1.000 500 1,180 590 (.200 6110 1230 615 1270 635 1.275 640 42 55 444 1.625 815 1.845 1.775 890 2.060 1.925 965 2.270 2.150 1.075 2340 2.420 1.210 2.410 2.690 1345 2.480 2.960 1.480 2.550 6 1.775 885 2.025 1.010 2.270 1.135 2.495 1.245 2.695 (350 2.900 1.450 3.105 1350 2' 1.235 615 1505 755 1.775 890 1.860 930 1.920 960 2.000 1000 2.045 1.025 94 91) 51/4 2555 1,275 3.040 2.665 1.330 3,075 2.775 1385 3,110 2.975 1.485 3.400 3.235 1.615 3.680 3.495 1.745 3.965 3.755 1.875 4.250 33 742 2.635 1320 2.781) 1.390 2.925 1.460 3.200 1.600 3360 1.780 3.920 1.960 4280 2.140 , cD 31/4 1.760 I 880 2.060 1.030 2.355 1.175 2,450 1.225 2350 1.275 2.640 1320 ` 2.740 1.370 O 'Is 175 6Na 2.840 1.420 3,930 3.255 1.625 4.200 3,670 1.835 4,470 3.970 1.985 4.680 4270 2.135 4.890 4.570 2.285 5.095 4.870 2.435 5.300 4 9 3.030 1515 3391) 1.695 3,750 1.875 4210 2.005 4.735 2,365 5.260 2,630 5.785 2.890 Z 3'14 2110 1055 2,1(20 1.410 3530 (.765 3.620 1.810 3.700 ` 1.850 3.780 0,890 3,870 1.935 , ^ 94 250 64s 1 2.435 1,215 49013 3.155 1575 5500 3,870 1.935 6.110 4.670 2335 6,435 5_52_5 2,765 6,755 6_380 3.190 7.080 7.235 3.620 7.400 C V/ 894 3.455 1.730 4570 2285 5.685 2.840 6.091) 3.045 6500 3.2 6.911) 3.455 7315 3.660 N P W R 492 1960 1.480 3.6311 1.815 4305 2.150 4.630 2115 4.960 2.4811 5. 2.645 5.620 2.810 i 300 74 4.105 1050 5.870 4.435 2.215 6.780 4.765 2180 7.685 5.190 2595 8.240 5.685 2.8411 8,790 6.175 3.090 9.350 6.670 3.335 9.900 1092 4,090 2.045 4.625 2.315 5.165 2.5S11 5.690 1845 6.2115 3.1101 6.721) 3 161 7.235 3.62(1 . . . .. ....- .. fi7::• 14:::: , .. , /. e.. .. 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"..'' 2, .' .11 '"......'-lilk: -"".- : .'' - . 031 ...:;'• - ...'• • 1 ..f 1 , , , , :;, : ...— WIWI, 7 . , .. • .,..,. ........ ....::. q •, 4 •$. . 7.; h, L" ..,,,..„,„...: • , •• .., •• „... • „ 4 ...,... !„,,„,,,,, ,,, , , . ..,... : ...,, !pp: - - . 7. - 7 :7 11.1,'; ;.•, '';';'.: ; ',..;'.1. , ,,"';i , ". 1 . • ,...1.. ,, ''.• • , ..... LODI METAL TECH, INC. V .C ' rt4...:1';`•;('-:•.••: li I . i - ' i _ a ,:', , :i-f a m .',4f. ., ..:,;.. '-' - ii-i•-': - I.' ' .,.'• $:' i l• a # .• ' ': :''' '•-,ail.t . ' ;'• !•' ;1'7 • 1 ,... • . . 1 -i - .... .....,„., - . • ---..r.-.=. ...- °it • • ( ,- , r •ko �. i p, Y "tom i �r"a } '.�.,. : Y=� T ; � {: '414tt � ,y X�., i` 0 � 0 ' j } i' t ' 7,, h. �+' .... .., v. - , . ...... ........, .. ...... ,.. , :; 5 ,1:;..e :az, ;&,'t .:,. ' ::.3. 1, :„ ; � �q 1,fir kti).4 u'W �ttiv CSO te'.` .At.F't.„44d`'.lset [ c;.0 1 t�S Ytxt .. _ ` .7 ''''' '" "', ". N. ke PALLET RACKI IF t x , . ,, r t r . ', P , v .„, r: '.`�9 k„ „ ,,,, ,,, v ,, J.. _` '' ' �",S ' 1 '' L �� y J ,tT . . . z , j .... ,, ,. . of _ . , . . .. , , ... ,, t, ... . t i :u'' d f 4�... E,, ,.e� t, N1 . °, .u.ai : ;"S$.:.vt aa?,��1 t..- . ''l T", `,S�^^ Ai The LMTdesign representsthe most proven, up -to -date p easy to assemble, durable stor- 111 eas conce t in a boitless, age racking system. You will see that precision parts 1► -, are manufactured to provide ease in assembly. LMT � iv pallet rack has the capabilities to quickly handle QQ changes to meet your needs today, as well as a wide range of applications for tomorrow's storage. ��il �l a v A\ ° o i ;: . vQ a FRAMES Q , °° ° °Q 44 • STANDARD -DUTY RACK LM15 Upright + a , QQ t. The basic systems of modular pallet racking for AI ° °I ` r all regular storage applications, with strength AI o% \_/ .. : ° ° and safety at realistic costs. g g Pp gt \ Qv°° � ° v v � 1jo° \ ° °Q i ` aQ o Qv • MEDIUM -DUTY RACK LM20 Upright ( I �, a QQ The p opular range of pallet racking in seismic , Qv o QQ ° AI ° o areas. 0 ° ° v° \ '° o A` o aQ • HEAVY -DUTY RACK LM30 Upright � .4 a °Q Features 3 square columns. A rack system for v 4 ./ ° ° v the heavier loads a nd the high rise, high cube 6 ) o o Q o application. v IN p a ° v v � 0 o \ a a • SUPER -DUTY R Re- Enforced Uprights V ' 0 p / ° ; Qo These uprights are offered on application ' .Op o QQ only. The uprights offer additional strengths O p o a ° vv where impact properties or greater load • requirements are needed.Subjecttoinquiry, ' \ / BEAMS SECTIONS BRACKETS if. -- • ROLLED FORMED BEAM BRACKET FEATURES The LBF series is our most cost effective beam with depths from • The three stud connector has an d 0 0 3 1 /2"to4 1 /2". This beam can span upto 168" forstandard and attached safety lock for a safe medium pallet loads. and reliable connection to the o ` upright frame. • (hO 0 • While most manufacturers only use • CLOSED BEAM two studs In their design, LMT 6" 3 Stud Bracket The LBC series is our highest capacity beam with depths from beam bracket is one of the most 3" tob". Thisbeam canspan upto 168" forstandard and heavy efficient designs on the market. pallet loads. C lit OPEN BEAM STANDARD BRACKETS 0 0 The LBO series is for lightweight pallet loadsand hand - loading. • 3 stud connection with automatic I This beam can span up to 144" with depths from 2" to 31 /2 " stabi y . snap lock. High stay and effec- o Live load distribution to the upright frame. $ 1 • Z -BEAM • 4 studbracketavailableasrequired • c fi O 0 The LBZ series is for hand - loading items. This beam can span on larger beams or when specified up to 120" and has depths from 2" to 3 ". by LMT Rack Engineering Dept. 8" 4 Stud Bracket • , 2 , 0 ' dIVd t13r1 m ,- m o m 1 o'- o- m ,) m P p N ,} , f 0 m m • - x N N N N ) m m m m m V .1 • 1 .1 '1 •1 J> ,n a , , �n I n !J f) N N O^ m fY A p V •O m 1y .p O V R i A N 1 2 0 1110N: , v 4 S 2 PPP P O O- 9 P u 2 r �n - SFIll1iJ11M o n ^ mm rn 1 _ t �R iR + '�' 7 .) ,',P 8 rt• •5�5j re?. l',f{v'1';, . ., b iV 1 S3t1�fJl ,n m ? - m N• -,327,'3R h c q � ��yy� t �}r�{ � b� q <y d 1 I i f J011 sl" i IQ I F, - - •- N N n fY .h A '1 8 ' 8 ,n •n m - " -- o--_'t lI1�J ,w7 ; • O ,E6• � G. `.J. „f r -, Vf 4 ,... 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I ®IAA CSI V I- m _ I ®®M ®®NI ®® 1 N. t l 1111191111 B®61� IMplE ®$ 2 ci 1 l._ /IAA 61® flu } AMA f ; AMIIA ININIA6N1 < U ) iY u:,,,.» ®IA�MII IIIIIIf ; 1 AMAIN , AIAIAAw0111IAItl11 m " �a / �Alluu11I UMW ' i I i�mulill 1I®A11�®u1D1F 111 • cti r _,,r) x I9A ®®1� A// I / ®1A ®111 I, 91®Iq®IIAI®®� ,zi _ .. ° ' ; :.. . k' ,s 1„,1,-. t INE BIN NV 1 1 I I AI6111111IA1 j . mm(A FIf1 nice V U ,� N , U � � �rit�� I }} t 1 1lgi��t�lI l : 1 IA�INEREIMIKI A� U ` . _ igf � a. :::a:`ir,,: ,AIQII'd �Ikl61AA9 { i . 1 ,.; 1�1A9® 'quGfllgu!!1 F-11� m !' a N ®r /II��I���II/1 I l 1 i 1� ®I��a f ��E I N��V��� b o m I. 'S91 000l NI aYol 3V1Vad U De c — 0 — 0 N C = O O C u �i j I 1 u 3 . o v -- N O a U O N ? N • - • - f^ _ +- U y 0 N Q C ,. U N 15 N— CC O C C l cam.- O c o 1 O U .0 .7 o C O O C C 0 +» ■-• • U C 7 r Cr U • O x Q. 0) Z 0 ) CD O N N C E "' O N V) en c fn ° I L o o) h U '- 0 Q - o C U o . 0 'C _ • L 1l- .0 ` () '5 Z , N N M I o c. O p 'o 0 V) W 'p , 0 `�- an O O r- ?• Q C O O w L__._.__. -____ _.. 2 N `t _ 0 CLlJ c •• O U -`-z. N i' .•, I' a. ' 1 _ Liftoff II' FRAMES "I° rvlS it:EA. _ ,. . . . . HOW TO USE FRAME CAPACITY CHART Load Capacity and Deflection for Uniformly Distributed Load. Load Support Beams Longer than 168 or of Special Capacity are available upon request Design of beams conforms with American tron and 5 CAPACITIES cold - formed s teel design manua4 Safely Factor is 1.65 based on steel with minimum yield strength of 45,000 pounds per square inch_ Dellecticn knife After determining clearance between ONE -PIECE CLOSED BEAMS OPEN BEAMS shelves and selecting total required ca- 8o misi■ ®smiss® ®moo pacify for frame; Read vertically from �nm�ui�■�>u® 6' BRACKET STANDARD z�.� Tri.-1 6' BRACKE STA NDARD maximum shelf spacing to point where r "s' ���m uiu -- ln capacity shown equals or exceeds re- 70 7...!: Mw = " z�.� d--23/4--1 T I_l � z>yr ,..._244...-, j .''�� ® 1 _l_ i i r wired total frame load. g .,�:T�� ;�.: ,or- = .,,tom Nv� < + ` q s 1 2,7m._u 2 E . a : 3 'h 4 4 Yz dh > 1`iw'r~ a#��ed r�'iu�� I r- :•x•� -•• t o. aMIEta - M tta��■ LBF354 ( I LBF404 k LBF454 j LBF453 I 1.8020 1- L r 3030 s UPRIGHT FRAME FEATURES "" -3 - - - - --__ - - - 60 I ,M- aISZ -s r30EMLIEL - ::71 C a:c. •.. yFS- ••mss c :•. y R� z x S" q zi "� c msuwg MOM.h� < �i i a �` t x z z = a � ` Esa There are absolutely no dead spots along ���s ,�..�; � �,. �1 as o _ C �• �� , to � o C , • :, :: o m C � ' full height of column Sa ma a ,�� o C w ' ' '� o _ W < - = c W = a : � g column, b eam .� s 1 � W �_ �a ,,, wa. w a _ - o� e. z. ;` _ ,� H r te.. t .�; .. -¢ ,r F ::. r U ti ., - .'� -: placement freedom. Each column has a m _' y _ 3 a �� ,, ®� t'o' "15 ` '7 T�`t' ' ••x.+ fl 98 . 28 � � x + ::J( 14.818 0.07 31 x 2:77 - aei1 ^ 1 + <> . 3.558 0.16 20 k ' = �" ',�'�` 3249 0.19 z 9 9 0 30 r 1 1 13 0 .08 3a :.. ' -- -4i 1 . r K v 99 0.12 32 c+ L i 12.Cd7 0.10 36 : 1 1„ + , ' 2 0.22 22 Q 40 77 O.ld 34 - +3 s 11.525 a ll 38 + °.. i 2 401 0.26 24 y� „1 - y ," ';' MAXIMUM RIGIDITY AND STRENGTH ��8�■��N�« 6.999 U18 37 �: ' 10.372 0. 14 42 2401 032 z5 �� ; , o as ��� sy 6,773 0.19 38 y. x,„+ '.0. + +•,r 1 0.038 0.15 43 '^ 1 �r�� £; v 2410 0.34 26 �"` �!_! ,�' The placement of g -1 L�iknLzi.iRRT -.. � a ® 4 0.22 40 5x :c ,: t 1 '"' , , , S 9.4 0.17 ' + .It .•. :, v,; e.�*_. c. 1 &S:: i; 3 . _ -.�t -7 the bracing is calcu - 6363 4s z . sa 0 z7 S __ tr.1 � ,., � 5 ` i , T +r 5 0 42 Yr` ` 1 . o- .8.891 ' t ,_. 1 ,a- • ...- 91 9 = �; :ek i° a'c.+` � : y a " .z , " •,,: w ; r 0.1 48 g �� 1. 5 03 29 lated to meet individual upright section 30 � � _� r r + ;:- 30 � xw= O � Sb75 0.27 44 :• i1Y.x r 8410 0. 50 t k`, 1.7 13 Odi I + � 2y S rs?3�' s i�a>��® d s 5384 0.30 46 : 1 �� 7.979 024 53 •CY fr ` ma x . ;t i 1.562 043 31 "- - -,,s c 7 :, requirements. The horizontal and diago- - g s:�6 22 rtg argot - nal bracing, (1 1/2 x 1 1/4), are inserted 1 7 - w- =V2_ M ..74 1 ..74. 50 .71 s.,zl 0.33 48 + ' . 7.590 029 57 55 + + : iw 1x95 o -4 34 33 ~ t x : . �� � G 9=azi nmriumab. "." Y g 4.883 0.37 a b(1i •� I cr, k 7237 k z 0.29 ��t + .+ + . • 1268 048 * x� - . x + c c ®� ® zy sx t + t 4 0.40 52 ,,7 +:, ".fi tc 6.915 0.32 60 •ei '= ^r t. 1,158 0.50 35 "✓ + •N-s �S a and mig welded directly to the columns. ® - , 4. 0.44 5 4 1 , : •' 6,621 0.35 b� ='Y7r * `�+ t 1 .662 0 -52 36"`' < ®���A ` - " � 3 era •-e. •s:= c '; + ��� `Tt 4374 0.46 55 ; •+.� .1 x .7., 6483 036 63 M a y �` 1.018 0.53 37 .} i + + y COLUMN FACTOR OF SAFETY : 1 3 :3'gM' a "1tsz 2 : _ + • `� 1 6.350 0.38 as p.r �' _ _ ' ° ' _ ® 4 95 0.47 56 Y v J In` I K Y The factor is based m yaegrar ° 1,1 1 . fir s:, . - .i I s s5 [' Iii .^.m = 6 0.51 58 ;,• 6.101 0.41 a7 z 1. ` •. Y rL ,, based on minimum yield 10 all' t MEE s- 122a1MffiTIEiUn .. ' 3.962 ass 6 0 . - " + , � 5 044 69 �s 1 , . g. Oi•2:"f 1313s11='t0 -2N117212 12t.cM.m r mom :2 = ` 1 c y r t o Dint of 1 .92, which conforms to P• !. 3.818 0.60 62 T• 5.658 0.4 72 .li it "' + rt =• _ , P o stan- Ei• .:.:: ":.-z Efi rC-IE� i3fZEEIO 2rdOra E' =:' r _ i �7,,. 'r r a - F", t� j N r a '. a ._ .9 , se t ;� ,' ` : -•. i s 5.''-=1`.1."s!-�S iill0t`.4='f.V. ;3Ein =.UM•°EE- 4.1.11,1 TiiEF..Z 3.635 0.63 64 :. 5 0 74 R + ,t : .e;. y f t � dards of the American Iron &Steel Institute g�-3ai 0M2�120 :Z 0 13130 =Esc,S i5E. i II x ::� + .7. , 5.186 056 78 r i7 � ? - .. �, H AISI and Rack Manufacturers 0 E;�i o2 IiZ �0t�.0 ;SIEt� . IS � EM `i 2975 0.70 71 • I w . 1 4939 0.62 81 .n T x ' + • . r '> •1 - - a . "- (AISI) acturers Institute 0 50 60• 70 80 90 tar ,4 2 0.73 71 `� 4 . 0 . 68 8 's RMI .x.µ 715 r , - - "�` )• to 40• BEAM SPACING IN INCHES 2480 0.7 77 t3X �v ; I y�r • c 4 10 075 89 X 7 9 r ti t t k • : ' " t "�' 4 .•--� . r . 'n ^t 1 C' .,` sw : _ - ` L 2278 a77 80 • xi +• 1 t E . 4254 0.80 92 is C "'_� i 1.941 0.87 86 ..1' Ie x fit ` +e r P ' Kt .b 125 1 ; • • <s : , Ft.,s "'.. m a y '= ~ti _ - - ' , `,i,�.•'.-^:'sz `' , 1.673 0.93 92 3 c ^�.irro . rt 3. 0.93 106 x, '' r - . •a �. . , w" + y A" ,ui.rd+.:�,.r:::S N�� - - - . a.. ,�'...:ae..- "��"�fi..._..+."� _ COLUMN SECTIONS I BASE PLATES TWO-PIECE CLOSED BEAMS 8" BRACKET STANDARD STANDARD 6" BRACKET STANDARD I' -211 " 214 2)" 1 � r j -e---1 2i:' i 1yi i� 1K' + ii 1 Sf8 1 3 2Ya '1,---2W--1 t i� i , � zw i 1K '� ! ..J I (� ?- � l °� u i_ 4 ' i v,' ���� dddd s ` I f . sX. 51V J' 3 14' 3 3 LBC30 LBC3 LBC40 4. LBC45 1 LBC50 -, LBC55 I LBC55A LBC60 _ q / < a 6 m c r. 3 7 j • : 4 w'� a t • -z 'ar^'•' k O 0.a C $ 0 a O `E ,., 7::::: O W ,`� _ F .••,.c O a V ,,, ` a C "°i'C,K y 4 7 , '� ..- c • `� a w - a y .y . i �r•L . � ;P O a W W _ c 1M15 LM20, LM30 ,4 e w _ . c T L .. x c9 s '�` ,, x U' C , .. �• F r ��. o :, ; r-• BP-15 BP-20, BP -30 ., N `' : ati > + a a '� v :3 a k ' � - SEISMIC t t4 6e a ? 3a 3,. 7:14 ,, :Fi"X : & 6_, o? 3a 3 .^ ' i ,, . �_, O 3a . � , _ 5 . Y � ..,' �� 0z 3a # "f --•;• ``-'`l• 11 y ,450 0.11 29 + ++ z;. ,•� +,x 16583 0.08 33 •ri.e rt -s r 22.428 0.06 38 .3 a1r' + 35806 0 -06 52 _ . 10 0 3T a s ,� ccg` 15.141 0 3 5 ` * + , + 1 "•x kti 20.19259 934 0. 09 44 08 41 • "i: k --:- t s+ der. 32.672 0.07 56 c +i• _ - 'a • : -'1 9.618 0.15 34 :Aril. v K : n 13.929 0.11 �. + + a t + 0 t i w t r 7 � 30.077 0.08 60 r! ' --... 1 S/8 Imo 3 --�I X L r 'sue x .844 a 10 65 . -n 0 I .906 0.18 36 + �� + 12.898 0.13 40 + y- 17,833 a 10 47 ":! + + `+ + 1 j' ` '' I �. 7• +`^`: 8 8.015 0.22 39 t 3 '`S t [ ` r 11,608 0. 16 44 -. + , r L - 16 .050 0. 13 51 Y � < ± 2 27 5.06 4 Q 12 71 ' 1 U ¶ 11 i F • ., 7287 , 7.757 023 40 ..'>Y 1 + ' T+c 11233 0.17 46 Q +ice + _ r 1 15532 0.14 53 ' y . 24255 413 73 �»' * ` 0.2 42 ": :' ��,��� it X' 10553 0. 20 48 ;�� Y ` t ` 14 ,591 0.16 56 �� i 22,785 `" I ; 1 r.t IS v � 9,950 02 2 51 � 13.757 0.18 59 21 483 0. T6 81 "• 3 3 ' t- 6870 0.30 45 a r: { Q15 77 c 1 0 i I 0 I '.? A 6499 0.33 47 N� }`. + 9,412 0.25 53 ? 55 & /.w Y 13.013 0.20 bl °a id 1 20322 418 86 . s Y I ) - . a .e:^ 6.166 0.37 49 ''''Y....7.7 *' `•` • Ix ,, •: b - a 8929 0 56 :" 1 1 -er ^ F.7% ae " - , �- "°� �� �Z •• 12.346 0.22 64 ' 1., •1 19280 420 90 -1,... a 1 :.'* 5,865 0.41 51 ` 1 e. 's„; 8,494 0.30 58 r'.• ti111F +t� 11,744 0.24 67 + � '. !!! 18,339 422 94 p + • LMI5 LM20, LM30 BPS 15 BPS 20, BPS 30 5592 0.4 54 + , to ,< 8.094 0.34 a1 Y •_ ; +��= t 11.197 0 .29 70 Y; 16709 azs 98 ,-' ; 17486 Y +r� 5,343 0.40 56 ?�9. �i 7.739 0. 37 63 ? `+ c ? f`,1 10.700 029 73 ` r or< for s 16.709 0.27 102 ,.ttti< REINFORCED 4.965 0.52 58 r;+ P s 7.409 0.40 66 '3•' x t.•, "� 10244 0.32 76 a'i2� -4 :_� = 15998 0.30 107 1 4.760 0.53 59 a +. 7255 0.42 67 ��tr ay , 10.031 0.33 77 a ' L _' t, a 15.865 0.31 109 - 3 ?' x }T. 4568 0.54 60 ^ : 7,107 0. 44 69 � 5 9826 0 -35 79 � " 15145 a 32 III .13,1, _ _ w sr -1 4217 0.57 62 c rsx 5 �S�" 6,828 0.47 71 ' y :rtc :7„t` :++�- "'i; - -� 9.241 0.37 82 4x { 14743 0.35 115 . + 1 -o- 3 - 4-1 - 1 O (� 3 I - 3 -0- x•+'�T:4 3.904 0.59 65 < > � Y. F F " + 'f" c `` 65 7 0 0 74 =3v .`�:":y ms 9,085 0.40 85 =•"' 14,187 438 119 ' it t 3.6 0 .61 67 r ' I r f 13 .87 04 0 123 ! u I I 1 1( :.y a. . ? . � 6332 0.55 76 G. 1 1 8 4 43 89 i 13 ~ s, •�s ' L I I I :a 3 376 0 .63 69 l r i + =" + 6.109 0.59 79 ,.� u t t t: : 8447 0.47 90 l • .- 13.192 043 128 F 3 I =: y + 3,046 0 .67 72 ' *.Z.134 , -„.Y.3>.14 , 2; 5.804 0.65 83 a c t 8025 52 95 .025 0. ' S: .53 0.48 134 i* : • t `n 2.763 0. 70 76 r < 1' t x `� 5 376 0. 70 86 r :d ` t `_ 7.643 0.57 99 m ' Y 11.935 122 0 -53 140 �'_� . " • I i i ' 1 0 , I 0 i ' is 2518 0.73 79 =-x '�� -• * : 4,898 0.73 90 +a 1,, n �� _ 72 95 0.63 103 �' ' r 4 k t 11 39 3 458 147 : a" �,4. I1 fl I 1 � i I i 4,1,...4I-ti 2303 0.77 82 -,1 51"-50-. m.. .1 '� 1rat ? 4481 0.77 94 Ir +� a ,+ x q 6.978 0.68 108 a • t;� , _ 10.897 Q64 1 53 ' E t llt l 2.115 0.80 86 • 3: c Y:1'.+� ''c` s 4.116 0.80 98 �+c ,' iri? t.:.,t - 6.887 0.75 112 ? "+ i .' 10 0.69 159 .,3i t• - • , _ g 1 `- 1,80.3 0.87 92 a +t s 3.507 0.87 106 1 w + : f a v.K: 6,115 0.87 121 t �+� V � ‘,5 s . 9 640 0.81 172 ,, ,; 1M20 /15 & 1M30/15 LM20 /20, LM30 /20, LM30 /30 SBP SBP _ 1554 0.93 99 r� t a4�,Ti �-_x 3,023 0.93 113 r •-: 'ate ;,� . d 5272 0.93 129 ms cn .-z 8,848 0.93 184 ?: tr.tt _ • 3 • u. 1,..';. •4 : 1 -; 3 i 1 q • •J'yf 1` r; y`S. Y!.1, 4 } itS.'1{D: {0)it`. ^.,;• ?���h 6• .,U,v , - . -... • .. .. .. .. V ..,u rt..v„,..vo..N!Ytsr,,, },",,, „,,, {t „,„,,,,.,..„ •••••.• INIVI V" ACCESSORIES i lf •. 9; ,;&, :,'- ,,'' z , T -; uf' :•w ^y� f ,..x. y,..,fl,r:- ; "Mw .. ..,t> *,5 .S .x.,:�r... 1 ? 'x�'`i �+ ti,ro�f)- 4 "� . a 1• 'r'w.r�,C �i. T:t� °'iiI: if {c�,�i.*a , ,,. v��t:6�S�ti.�' ^ < �:.i oy ��'� � t , ?` 7 � .yi t .i r '7 .. ;� ,, �� . f , . ., , „.p. ' f � '4 a ` .' iZ h } 'Sdv {. y.tf. ' r.it N i :. rt . ,c � r; ..,q r i } �.. i , y .f � �� i t z t'. � 1 '�ft k .. �:fJy s•i ✓ y 4 ,.,. ..Y „4 -r. .,..,r,, t., � :,;,t , ,.I�,n.w �,. _�:fti,. .,...... t„ t' *:.i ....., �r. .�;.. , 4rrt,,r:.. .c ? �. ... . .mo t .. .. } , s h. f,, .,s , t...... +e.f } i $ h t� SKID CHANNELS For use with ny Load Support Beam. ROW SPACER Four 7/16" x in bolts with nuts Included with each row spacer. Frame -i.. 21,6 Depth Part No. Wt. Cap. Standard 30" SC•30 8 °5 970 4 I` Spacing Part No. Wt, �' 36" SC-36 10.0 800 " '1'4" 40" SC -40 11.0 715 6" RS-6 1,3 44" SC -44 12.0 650 8" RS-8 1.7 48" SC -48 13.0 590 10" RS-10 2,0 60" SC-60 17.0 470 0 ��;j r � 12 RS-12 2.3 ►� 18" RS -18 3.1 24" RS -24 4.0 Frame part No. Wt. Ca \ � :. Ai �, 36" RS-36 6,0 2' Depth 48" RS 48 8.0 Heavy Duty 30" SCH 30 11.5 3350 0 r 60" RS-60 10,0 fl 36" SCH•36 13.5 2720 0 0 II 72" RS -72 12.0 40" SCH•40 15.0 2420 0 `� 44" SCH•44 17.0 2180 0 4" 48" SCH•48 18.0 1980 0 Q 60" SCH•60 22.5 1560 4 ‘% DRUM CRADLE Model DC if For use with any Load Support r" Beam to prevent drum from rolling, FORK CLEARANCE Alt B ase of cradle fits over top of support Frame .�' beam, Can be used singly or in pairs. BAR Depth Part No. Wt, � �.. Use with any Load 2".. '�I Shipping Weight each 3 lbs. Support Beam, 30" FCB -30 5.0 36" FCB -36 6,0 40" FCB•40 7.0 ■ 21/2" 44" FCB•44 7.5 48" FCB -48 8.0 ,/ 60" FCB•60 10.0 4 WALL TIE Two 7/16" x 1" bolts with nuts Included with each, 0 Wall to Column Part No. Wt. CROSSBARS IO W 0 Face Without Flanges Should only 4" Wt, 4 1.8 be used In 6" Wt. -6 2,1 3 " outer support 8" Wt. -8 2,4 positions, 10" Wt, -10 2.7 12" Wt, -12 3,0 With Flanges C.- Depth Depth of Part No. Wt. Cap, of Part No. Wt. Cap. COLUMN PROTECTOR Frame Frame Standard Use with beams having 3 A" step, 444# CBF•30 3.5 465 30" CB-30 3.0 465 36" CBF36 4.2 375 36" CB-36 3.6 375 1 40" CBF•40 4.6 335 40" CB-40 4.0 335 44" CBF•44 5.0 280 4 4 " CB-44 4.5 280 48" CBF•48 5.5 230 4 CB-48 5.0 230 60" CB•60 6.3 140 0 Model Height Wt. 60" CBF 60 6.8 140 CP•24 24° 14 Heavy Duty Use with beams having 1' /s" step, 30" CBHF•30 4.7 1340 30" CBI-I-30 4,0 1340 , 36" CBHF•36 5.6 . 1080 36" CBH•36 5.0 1080 a 40" CBHF•40 6.2 955 40" CBI-I-40 5.5 955 a 44" CBHF•44 6.8 860 44" CBH•44 6,0 860 48" CBHF•48 7,4 780 48" CBH•48 6.7 780 \ 60" CBHF•60 8.6 615 60" CBH•60 8.4 615 5 a 4 f e ."'.. ' ' / , . . • 1, 71 !_ i : ✓ 1 fi at . !. .. - '"" aa:.asw.:.. .. 1 r '' ..r k} . a{.__..�. - -'i:::''' ::'..:';‘ . 1'14:'-'.:::::A;(71. YY • ' • : • • ' �Z fi ' v .;� «:> 41, t� 1 .N: ' R 'd ' . ? t �� 1 " " � • : y. '. Mk .. 1 W^ $ = . ai „ : i f ( 1 Si ►i ; 'Z'..:: • I� t" rT {{ 1 ` 1. 7 �1 1 { r C 6 aa : 5 . a: q °" � Y . , .a.. .:... `tut!►,:w I �.. T • F . ,. � 'r'`Y'.LMPw k - , 't , ., y t f ,. tam , ••! �1! jII. � , .t ' 1 h,,, • } R.. is • f p . ?,,, Ir JI 7: i 4, - ..j ' ` 1 ipts 1 .�� yyi`+ ,�� ...... am^ t A ' i t ,fir Y` - R a+•` y , t i t 1.....0 t C+� ii a' r ,,. 7' ,r '.• ,.*', • ',7 •'t L Irmo t .r.1`,... . r 'ti'x ..e.':'‘,:., . i : • > ,,,t d t^ , >' t s . � o � "'1 ...r....: a w.t.le. r ..t t �, aY$ ., f]! °tl ? I-I � "•' t Ira: . • or Your Other Specialized Racking Need -- 51 mHi c ': f. ' CAT # LMT 105 CAT • LMT 106 CAT • I MT 107 CAT • LMT 109 Mb." ';y; ;;• THE MATERIAL HANDLING INSTITUTE, INC. 4 '`ilever Drive-in Versa & Hot Rolled . ; ? : rra¢ • Stora Long•shelf Structural MEMBER COMPANY } teens Storage . Storage a ILA Ili Sy :tuts c. .. -Systems Systems rim ,vu t RACK MFG. INSTITUTE M DISTRIBUTED BY: LODI METAL TECH, IN P . 0. Box 967 / 21 S . K St. T Lodi, California 95241 Tel: (209) 334 -2500 / Fax: (209) 334 -1259 Write or call for a free catalog on any of the other systems or materials Lodi Metal Tech offers the material handling industry. Ask about Lodi Metal Tech's Quick Ship Program. 1...._ LMT 1' M 6 s i CAT # LMT 108 ........._______ I ,...„,..____ ....,....„, DEPARTMENT OF LABOR AND I NDUSTRIES ES . , : .... EON IS REGISTERED AS PROVIDED BY LAW AS A ,......7.-f41.7,1-Hcti..,..:1Sr.v..C,...ER...4.31:Zi:S:TH:.:;..s.A.T.zzl.,:2::...:... ,... _ --:-: ...-- .. .. ...... -11 1E PERSON NAMED H ER EON II 13' -,;;;.'„•,- ,..i.;,.-7.-kitip-r.:4.-4-4--4,_,,,ii-::::.,-.21---*1:,..,-;..:1 1 . , -- $ :. - 4' . ; '-. :Z*.';''''''''''4:-5;.-V-1.--.'0Fi.gitif:•-.!":4;.--fg:,....t".:.tA:i..?::..--51 : - - -- :- • ' "-- - :-.-.....:-1-;.-■;"4:.:4--4-:43::-.i----1--:e.ki-V-i e ,-,--, *_. 71 - • ---- P:7-1A116.1iltig.p0E:: 44 . . g.6 6,--',.--:- A t -- -,-.. . : i."..13 = 1. - 41A tM : 1 STATE OF WAS cYlif) I Il j k i iNTikiM;Vi. I 1 04.44.Ti ; 4 i47 tr? 1.'4';'?,:iliiii.;',f;t4,1-.5--tti--,-;.4.--il.,,---..-.., , - --.. I '')' ilk ZR • -i . t-_ - $1! 0 LL CNI I ' - . A 1 ;3 g _ i 'It . -4;--5.1., - • - i . . a.ri PLUN - 3- -.;-,---;-::"Atu-4:x..1_,1-1_•!..4-fr.,6-4.,,, ' ' ' . - 4i•'-IV.47.f,910ift.15741;-",6(,:;;;IW-41:1!.,1 *IP :s _ , ......0.,:f ... , , ,-- -.-...-: -•''' '.1" - -:-...,- 1 . rne•pr — - IL ' ''‘ "..13';''' -.. -.- : ;1' ii Ayp.ttf.of la ,-- .---..-.9 8t. :----:: -:-:- 5 •gzE a- i 1, • : , ` ' ''' • . . --F''' ': " , -.', :• - :'"! _ . •L , '/.:"..-• l'' . •rtf.....' .. ..'i %' ' .." - -" :-.. rt " ;', 7.7 If ' - 1 ' ' :-.1- —'::'••-•'.:*"-- 1$ - ' J ' t I !..■•■ 1.1rWeWdVl______\ AVIANME I fl (3-62 t.....nc icp ' LAY CERTIFICATE .-. - . C - . . . . ^� _,— +••�.'""".- ..-,.- are I ck anU(ava15 N � f undelsta:es°, U thau pan Ch' ,l o! Imrors endoT�� ions ano a¢Prov t au�no e IIiP viol Ion of en/ tloe no ca,Vl of con- 2:dHted de n e aSu cy ,mdowled9eU. V flY �� , ca l ad(' a t e t4 1 -!-.:-.. - IT + � ohmic © I N '. :. 001? r 1 _ =� _ _ -I I 406. I ,r 1 • • 3 "1 4 -Tye N � , e DiRTER 7° � NAL EXPIRES 0S/Sl,e/ 4 I .. . Zs a OCT a 01995 25 313 South ItefY Street 1 Bos * WDI, CA 95241 '* RACK ONLY aa‘‘0 0 1 N PIA 0 Lk4cxs c-- ,rN V :S RECEIVED p I II 421 19 e MAPC1ufiL WNAV $ UAW 14441/ cI o ru K NT wlu �CA(.E N$ h0 ®, PI' 'f?adt.ata Equ1P. NO 0 7 f995 I ttsr \eici "D - PERMIT CEEfl NOTES RACK DESIGNED AND - FABRICATED PER, 1. U.B.C. 199L SECTION 2706 I. TABLE 23- P- I1 -4(10), AND U:B•C. STD. 27 -11 - SEISMIC ZONE 3. 2. A.N.S.I: MH 16.1 - 1985 (RACK, MANUFACTURERS .. INSTITUTE - SPONSOR), BRACKET ASSEMBLY 2 3/4 3 CITY OF LOS ANGELES APPROVED FABRICATOR -- 1 06 �, 7YP 1/e 7/8 LICENSE 501244. : + 4 WELDED PER A.W.S. D 1.3 BY WELDERS CERTIFIED — I .' 1 I /21 PER AWS STANDARDS WITH L.M.T. FULL TIME I I I �I AWS CERTIFIED WELDING INSPECTOR. : 4 5. WELD WIRE USED IS .045•DIA CERTIFIED BY CWB TO ® I ® d AWS A5.18 (ER70S -3) AND AWS A5.17 (EM13K). O O _... - -' 6, RA S HALL BE INSTALLED WI A ' ® 'N 1/ e , TYP MAXIMU TOLERANCE F ROM THE V ERTICAL ® Q OF 1 INCH IN 10 FEET OF HEIGHT. - L I i/2 -e BEAM GECTIDN .075 THK. ASTM A570 GR50 RACKS SHALL NOT OBSTRUCT EXIT DOORS, PATHS TO EXITS AND EXIT ILLUMINATIONS. • LBF404 -106 • GENERAL NOTES _— - BEAM ASSEMBLY 1/2 DIA 4 HOLES 375 R I I 7/16 UNC x I•LG HEX HD BOLT & NUT ` }� LOCK I I' O _11 1/4 Q ���JJJJ I�vl 3 ' H 1 .4 1 9/16 C c) C C C I r LENGTH SEE 1 1 /2 I__ ®I I`i I 1 .--1 /8 FRAME ASSY 2 17/32 7/8 „ .... :'_ _- 2 TYP _ — _ - _ _ '7- O I I' 6 �� 1 PIN 1 l/2 l2 192 - I i : 1 2 I 4 1/8 1/4 REF 1 1 1/4 1_ I 3 3/4 _....r._ 7/8 } _ _ L ' Il 0 CROSS STAKE 1 - 8 - - SPRING 4+-3/4 R nc STUD • , I I .531 SQUARE 1/8 R -� 1 5/8 �-- �--- 3 1/4 .030 C1075 SPRING STEEL HARDENED TO RC44 -48 TYP 14GA ASTM A570 GR50 3RPLACESAKE BRACKET GR36 14GA ASTM A570 GR50 LM301 12GA ASTM A570 GR50 STRUT & DIAGONAL DETAIL BEAM BRACKET ASSEMBLY SPRING LUCK ASSEMBLY ROW SPACER DETAIL FRAME COLUMN DETAIL A 3/16 19/32 DIA r"2 .3/16 V 2 3/4 -- 2HOLES Y 7 ' .015 t +.005 - ,020 + .000 4 + .000 — ,,, 2 A06 -800 ,343' ,625 - .296 - •0 05 ,245 -•002 DIA 34 TAP 1/8 / 1/2 �' A I i DIA DIA D11A + 1 DIA I DIA COLUMN 2 REBID 192 EG -. _.- ` y 1 MMIIIII DIAGONA REQD 54 LG IJ_J_ 010 3/4 5 1/2 --.-I 3/4 .344 ,125 ±'005 -.- f STRUT 5 READ 36 LG + .005 7 + :188 - .06 �- :156'005 + •030 - .562 BASE 40 3/16 1 1/2 688 3 020 2 RE00 BASE. 3/8 THK A36 MILD STEEL C1010 COLD HEAD QUALITY C1006 COLD HEAD QUALITY 5 - BASE PLATE TO COLUMN DETAIL BEAM BRACKET STUD BEAM SAFETY LOCK PIN 45 45 45 45 192 FOR RACK MANUFACTURED BY Otlh -171_ LODI METAL TECH ONLY II 111 AI 10701111 ,�'� LM30- 192- 40 -BPS20 I I , ECE ED FRAME ASSEMBLY o 41/4 CI HOF TUVNWIL. • ° A 2 1/4 M IN O Jr � r NOV D 1991 II EMBEDMENT rtL r i - ' l 5 NOM, I� n ' /, O NAIL !. PERMIT CENTRE .t CSiE. o LOAD xw �t D , ® 1�oN,, ' OCT 3 01995 ID00Ib lama A G F[[Plwtw 01/0119 1 Y 0 . S :I ANCHOR HOLT WEDGE ANON R PER I T C B'D ED 1372 - b � ` CONCRETE S ® ® iDT REN' ANCHORS XAE 1 RGDPER CQlUM1J pµrypF 9. miser 109076 CalOf✓�/96 - urn*, urn*, LAB STG 300o- PSi.� t p S; Tingey R.C.E. t 46433 Exp. 3/31/9 d eaa ro 111111 D 4 ® , SOIL BEARING • 1000 PSF ;�( � t, � leoom. leao \ *; � E W, Larson R,C•E• 416233 Exp. 6/30/97 I M leoo.. - �O ANCH ❑R LlE7ATL z CERTIFICATION 2 -` UPRIGH X ® t '1,'','.,".: a I mae. ,ease �eoom I d a LM30- 192 I — " w / (� ® 0 � +1 •NIth "- BEAMS ` ' . A ! A' RLL, A E - PST 07 -19 -1995 - T' 1':j'C 1 O F� OK LBF404 -106 NO'. a REV'S! ON BY DATE zle s rswlr sna'ET off, ;,}gY‘5 I � P w I b / � „� . I ODI MET TECH, INC. g , s 1 a' T �'_ 1 1 TRUCK TRAILER SALES 41 A € r : 0 TRUCK TRAILER SALES #4 ,, I 12119 E MARGINA wAY S9 PALLET RACK 4` PP` n FRONT VIEW SIDE VIEW '- SEATTLE, WA 98168 � ( YNROW1 STRUCTURAL DETAILS NONE' GY w.w..w so Ream 3 M a's 2� OCT X 95 � 5 1 A E s 95-302 • fi x, ILLUSTRATIVE RACK LAYOUT AND ELEVATIONS BEAM & COLUMN ASSEMBLY " 4. PST 2iDCT9s s 1 am ��in�rrm�.rr .. .�....• .f. •• ���•i��� .....� .. ,. T.r:.•Y., �. +.,ten :- r. -:... I