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HomeMy WebLinkAboutPermit B95-0070 - CIRCUIT CITY - STORAGE RACKS , City of Tukwila (v. (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 RACK STORAGE PERMIT Permit No: 895 -0070 Status: ISSUED Type: B -RACK Issued: 05/19/1995 Category: Expires: 11/15/1995 Address: 223 ANDOVER PK E Suite: Location: Parcel #: 022310 -0090 Zoning: CM Contractor License No.: BBINSI *13583 TENANT CIRCUIT CITY STORES INC Phone: 804 527 -4000 9950 MAYLAND DR, RICHMOND VA 23233 OWNER CIRCUIT CITY STORES INC Phone: 804 527 -4000 9950 MAYLAND OR, RICHMOND VA 23233 CONTACT MIGUEL GONZALEZ Phone: 909 869 -0989 161 ATLANTIC STREET, POMONA,.CA 91768 CONTRACTOR B & B INSTALLATIONS INC Phone: 503 635 -6753 111A FOOTHILLS RD, LAKE OSWEGO OR 97034 ******************************************** * * * ** * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Description: INSTALLATION OF STORAGE RACKS. Rack Storage Dimensions - Linear Feet x Height = Totals 122 % 12.0:. 1,464 4,0 8.0 320 184 19.0 3,496 580 19.0 '::11,020 .0 .0 16,300 UBC Edition: 1991 Valuation: 42,000.00 Total Permit Fee: 602:63 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 5- lc( C (G Permit Ce r Authorized Signature Date I hereby certify that I have read and examined this permit and know 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 thls permit does not presume to give authority to violate or cancel the provisions of any other' state or local laws '. regulating construction or the performance 'of , work. `` ;.I am authorized to sign for and obtain this building permit. Signature: _ I mo w__ Date.. sj IpJpJ- Print Name : mot,, , Title: � Q. -A...4-1. • cr This permit shall become null 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. „ , •”. .. CITY OF TUKWIL " • De Department of C o p ,,munity Development - Permit Centi,,, • ' i 6300 Southcenter Boulevard - #100, Tukwila, WA 98188 1908 � = (206) 431 -3670 Building Permit Application Tracking PLAN CHECK PROJECT NAME • NUMBER r C.,UR Cf u SITE ADDRESS SUITE NO. S , MO,O J Q Pk E 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. DEPARTMENT DATE IN REQUIREME /COMMENTS ONSULTANT: Date Sent - Date Approved - BUILDING - ib et -- ---- initial review J` �5 (' O0'T'ED� A)4 FIRE PROTECTION p S rinkiers Detectors N/A ____ FIRE 31/5k r...4 t y(') FIRE DEPT. LETTER DATED: INSPECTOR: INIT: O PLANNING ZONING: JBAR/LAND USE CONDITIONS? r )Yes [J No -- REFERENCE FILE NOS.: INIT: MINIMUM SETBACKS: N- S- E- W- O PUBLIC UTILITY PERMITS REQUIRED? L) Yes U No PUBLIC WORKS LETTER DATED: WORKS INIT: • O OTHER INIT: BUILDING - 1E6) TYPE OF CONSTRUCTION: CERT. OF OCCUPANCY? UBC EDITION (year): final review INIT: t-- t2AG(6 O Yes No ViC / ABUILDING 43/ OFFICIAL I U INIT: REVIEW COMPLETED AMOUNT CONTACTED U `2 OWING: J DATE NOTIFIED .� ^ �2, vD / , 1 q � � c, aC (ini �J 2nd NOTIFICATION BY: (init.) 3RD NOTIFICATION BY: `Ai / (P1.‘ (init.) 01/08193 '- BUILDIkv3 PERM!T ,_ 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 ; PLAN CHECK 0 PLAN CHECK FEE -:.': ..•.. ..: Q. r .. NUMBER - 00 II BUILDING SURCHARGE e► z , 4 APPL (CATION MUST fB OTHER. . ,. FILL:EU..OM . 0:10LTEL.y E TOTAL: ((I ,}Q, (Q SITE ADDRESS SUITE # VALUE OF CONSTRUCTION - $ //� 0' � 223 /A/bot' Pik as' 7 PROJECt NAME/TENANT ASSESSOR ACCOUNT # ( i 11 2 etjr 6-' # (9 as i c`� - ��us o TYPE OF 0 New Building Addition , 'Tenant Improvement (commercial) U Demolition (building) WORK: 0 Rack Storage 0 Reroof 0 Remodel (residential) 0 Other: DESCRIBE WORK TO BE DONE: • /1V 5 1 741 64-7 7 PO .c7 8 Ie34-C- . BUILDING USE (office, warehouse, etc.) co tit si 6 c- Li4-C. NATURE OF BUSINESS: WILL THERE BE A CHANGE IN USE? ;:; No O 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? K No 0 Yes IF YES, EXPLAIN: FIRE PROTECTION FEATURES: 0 Sprinklers 0 Automatic Fire Alarm System PROPERTY OWNER C t 1 PHON c•�..,4 C,(�� #6 - 4 ADDRESS D 3 A- „,�,r�,,,, ZIP 0 g �,� CONTRACTOR E � PHONE , ' �t.s_ma9, e. 503 ( 35- G75 ADDRESS /1/ 4 rvorHi� ,26 Lie Attic-6 0 ( 2 — 9 7 035` WA. ST. CONTRACTOR'S LICENSE # 6 ,r,s _ 02r g ., y' ge �� SZ .q; I ,C, c� EXP. DATE ia -q6 �. - 4i 4 - • 7 - � , 't~ m— t PHONE 9G”) c?4 C1,, ADDRESS /4 / 4 Ge'97/77G S • d 1V10 /V4 e ZIP 9/76. e :: I. HEREBY CERTIFY:: THAT:(;: HAVE READ AND EXAMINED :THIS APPLICATION ` AND::KNOW THE: SAME TO:. BE.TRUE ` AND: CORRECT; AND I: AM AUTHORIZED TO; APPLY :FOR :THIS.`PERMIT :. :,. BUILDING OWNER SIGNATURE DATE / / OR ga._k_ � '.S ! r a I y s AUTHORIZED PRINT NAME 14 ` 6M J ,-.a.4 -t£ -� PHONE 90 fa / ._05,x AGENT ( ADDRESS r `I I g v . U� F6c CITY2IP i ,�- `1!701: >_ CONTACT PERSON ni Ge& GvN `G ,� �PHONE ) 8 4 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 Community Development Building Division at 431 -3670. DATE APPLICATION ACCEPTED �- DATE APPLICATION EXPIRES 5 cLS 1 -10 95 10i43 ... , SUEiMITTAL CHECKLIST COMMERCIAL . ......,......„..,,..... .....-,.......•••••,....................,....:..„...... • .. . • ....... ......... . • . ... ..... • .." • •• .•:-.: • CO NEW..COMMERCIAL BUIL DINOR/ADDITIONS ,....,:, .,, . -, ' .: ri tAM771A ., L ,i j ..T bi J EN 11 : 6 : i r . .: 0 .. 0 1 Fti em Pn t : 0 Y 0 . ,.110 . n ComP leted 09. .. . ,. . , . 9 ........,. e. f 9 : 0 .....: :stru:. ., bOilding permit applic,ation• .., ... ‘ . ......,..,. ..... „. . . , ,. .. Eli . Assessor Acoppn , .,,, ..,.. .. ' ••••••* • Account • Two sots (2) of the following. • .......:.. ..., ....... :.• • ''''' •••:•••TwO(2):Sets of :c5:instruebon.,planS;:•■#...,h1ch... Bpecifications „.,,.. ...... , ... ngine . .. .............,......,...., ,,,,,,,,,,,....,,,, ,.............; ' „ .... • •• • • • p lan • „ „ • ,,.•.,..„•::. ,..... 'v.', , ..,., • • •• :•••••••:•:•••„.....,-..-.'....,•.; ,,,•:•,.., ,... ........,,,,,,,,.,:.,,,,..:.....C.:.',:,%:,,'.,::::',::::',....,::::::',:,,,' • " • • •• . • • .• •, • • • • • • , ..• • •••••••,...,.• ..,.........,..,.:•• . •:• .. .. • . • . • - • • • : • : „ . - ...--...,'' '•- '.-- - .: , ",,,,,,,..:',.:-',:::.,,,,,,,,......,•..,,,,,,....,....,............ , .... ' • ,....,.... * • . - " .: '..:' . • . • • .....' - '" ';'........':.::. •••••••'.. .:10CatiOrt.Pf .tenarit:•SPPP•e'''''':',:1,;:;:;:;.•::::::::;:;::•!.!,:::•:;31:....6i;;;;::::.;:aiiieM.;;;'•:,:: '-...-'. i • calculations stamped by - Ei.. W.a. 0hlrigtOnP 0 ::::••:: „•.::•:., Pviitirid4ifid prepoSed.parking.•:::•::::::::„::::.,,,,.......,,.....:,...,..:.„.:..:,......,........,.., ri ....:.....ee:.. ..... ...: - • • '••• • • ••• ''•": ..- ; • • ••••".:••••:.:::.::...:•:::::.•..„.:-.......:.:11:,,....•.,....,....."...... •••••::::•••••:.,::•,..7‘•",:•:".."...,;,",..■•::La...,:ri:dscaT,,:::.,•pe„...1.p•,lia,....rt,••••••(if:•:!•:a,...7p,,,•,.119iiib..,,i16i:.i........-0...:,..;:....:!7...7.,...::::...::.....,...!.....,......,...p.:..!):::!:::::::::p....i:.::::::...::........::::::::::::::::::::.:::.....:......:::..!:: . Soils report. Stamped by a Washington S tate licensed :,.[• : • it t4ei iiii.,..b . j!10190p.,....„..,....,.:‘,..‘:,:;,,.:.•:,,,:,...„.:......,,..,,,,;, .,...,......:.:.........:,.....;....::::::...i....::::........;..,.....,.....,,,ii.::,:i.......,...,.., ..:::. * . ' .....:* - ........: . ". .'...:::..,:<: ':::,.::..i' • * I TOpOgraphii:ial survey • T ::::... ::: ,.......: •:••• • • '„...:,,..::.,...,...,....„.,,,,,,-,:.....,,,...:..,.."..,,,".:::.,..„..,.....,..;,..:'.....:::::„:„....,..-...,:.......,,.i,..:. ••"": ":••••••.::: of adjaCent(ceMine :.1b... or . s ... q Ua ;, .. : 1 99 ,.:i. ....:: : :: : :::: ;. .... ::::::::: . :. ................ :. ....„ ;:. .......,.., ,, ,,. 1 Energy calculatic a Washington . .. it9. ri. s. . 9C ■:0vdeell:4ime(!eicips il •:•• '••••::. . ::.......:::':::::::•••:".....".•:;,.,::.i.,....,:.,::::,.,..:;.,•.:::.:"..,..:::::::::::.:•::::••:•:::::::.::.,:,:::::.::::::::::::.:,...,,,......„.,.:....:,...„......,...,..........., .....,.....,..........„..., .,...,..,..,.... , • engineer or architect •.:,.:••••,:,. . ,.. ........ .......:..,:,...:.:......,..,.:,..,..:„:„..„.....:,...,.,,,,,.,......,....„,..:..,:::•.:„.,„:„.,,..,„,.,..i„.*:..„... 1 po le nant space 1 ,•...... 63 ...... 11ed . •......,,.....,......., .,.,,,. , • 1 I Legal descriptioty:::)..: ...:.......::: ,... ...,,.... . .. :•-•-•••• :::.:,...,..,•.:.).•.::•.:•,•:::•:....::::,.::.„,:.::: .::::::::::::......: .........„..: .... ch. room a .........,..„......„......„...,........ • Tenant egress plan i v 'witti:.i.se:Of each ,... ,... .. .,.. ..., • • • • • • '• •••• ••••••••••:":-.•••••• ' ' 'doors' ress•pattems,•:.:, : .,„,.,.....„.....,„,.... d ,.. .. e I I Working draWings', stamped,by a ,,.........:. ..,.„ .. architect, Which inclucte New existing w :..:: :-•.::....:, New .,walls;,:ti11, elish ......5! '•'• for ( one b ...vb.''' .{::]. Constriktion.details....)::::.,:.:,,.•":„..-.,..;•:::::::-.:.:.:.,:::::„.:„:::::::•::.•,:::;.::::„.,.:„::::::.„-.:.,..:‘,.„....„,:::::,..•,:::::::,,:„:::••••••!:,.:••,::::•::::::::.::::.::::. .o...... Structural drawings at , .. , „:„ . T... : :: . „.. • : • •••• • : • Site plan' .. •• :, ••,•:- .....,:•••;::•.•„:::."• : ..... • . • .... -:•. •••:•••• :‘,...:,:,.,.......„,:.....:,,.::.,:„.,,„..:.....,:...;,... .•.,-..:.,...,......... . . :.,.. .:::: ' ,.. : • Architectural drawings pr :•.::•: • ..••••••••:::••:,••:•...•:: : • 1....:,..„,.,.'.:„.:.•.„..,.,•.:'. h - s m e 9. • ct 9 1O , ns': , s ... o ... .cStrliationon .... .a nd : "::::: , • • :::-•..•:::: ::::.:. ,...,•:•.:...,:....,..:. .....,..........._ . t for floor and.:Celling;• ' It • naiict.'::".;'::.•:::: ••. -..•:::.••:•••••••;.• ••.ions',: ........... ... . , ,.., , . ., . . . Mechailical drawings Elevat ::•:.'::.::: :•:"'••:••••:::•••••••;••••::::::::::.:::::::::::" .. •:r, . E• ::,..E:.structpral.cala..60t1906'faiiiiied.:biWAiihliii6k!! c° 2•iiitei., ; :i . i . ".:;:: : ::::: : . eng;neor may be Uired if structtiralWOrli•* Civil drawings ::::::••••••• :•••.. • : . : . :' ....... • : •••:......i.:::.:::•;;.•.... , ,.. , ::::.:::::::;:::J:::::::::•::;•:.: ; , ..,:,..::•.....::::::„•:•,..,., - •-• - .. ' - .:...:.:•.;.:....::::....:.:.••...:::...:: ...Land6C6pd , ,...... ..., ...... ...., , . . : , , ,,‘ NOTE ft • utility wOrkic.•to,be:clone,•strbm iti:Sepa...ta 0 ...:. • .• ' ' dibrilee:tenre:Oroject) i... .,. • ri:Completed:utility•Perrnit app ... ,... ,.. ''''':::••••.,'•::::::' ::• • • •• • aPPliclition:OPdl 0 0 17 .....,,.....:•••••,::.•: .... •••••••;,•'.• •••••••;••••• ..; . , .. . . , ,, .: . ••••••• ••••::•:::: : ...::. r-t.§.1).:..(p) set crest , 7 .. .v.i ..., ..!....:::.: ................... ....... . . .. ‘ ---".. - ---....•............,,,...........,......„,........,..:::............:.....„ . • • • .. -....:-...-,----,: ..... • • . • • r fon and checkli u t ... NOTE....See utility permit appicar ......:......:... . :„.:::.....,,..„.i,.:... .;:...,... :„.. .: .,.. .. „. ; .: 1 :.. . . .,... . ,.....::::....::::.,:.::'.:: .. .... :: ::: .... • .• 1. ... .: .• , .i : • .... ..* ........ %,.... .... . :,.. ..' % ... ••. ,...... ,,.0......n ..„. . 00o,..ti ........„:,...:.„.....:„...,:......,........... submittal requirements. ....,,,...,.........,..... ,..,,.........,...,.,.... :„..,.....,.,,...,...::..:,. ..1 permit epp I .... .... .. ... . o., E :Assosot Ac Nurnber:::." .. . . : . ....,....„.....:....,....... . ... ,:: RACK STORAGE .n.. • • i• ' deicriblitg'eXistingroo„:rnef en ..... ... .........,..„..., and ..... : :-.. . : ::. .., ... . . , , . , . • , .• • - .• 1• .. .ali e inov r iiiiii 9 o i : n :.,..:.:.:„:„....:;.: ' - - ... .. .. • ' ' • .' ... : . L.--7 1 :material 'being iiristalied.,.. J...:,.. ............ :,., ., , . ., s, , ,,.., rvi Completectbuilding permit apalicetion... . ,.....„ .......:...........„,.....,........... • ' . . - . . ' ...:'''''.....:::.'": .::.NOTE:: A:•tertilicatiOnletter d prier,tO.:final inSPa O ticrt:and a rt : 7, : •• . ,-.:•.:. ..... ....• . .........,..-....„..•••• ••• •• • •.,:.".••".• •.•••••• ••••• : AssessoriAccoUnt Nu ': : 111 .'% . .• '‘ - . . ff' f thoPermit';,Y .. • Two (2) sete of:planshIch ipc , w • • lude' ••••••••-• •::'.'•'.•:::::••:••••:'.:::':••••••••:::•••:::•••••:•.-- "•"•••••-•,:•., ." •.::ANTENNA/sATgLLIT,:olStf ..........„...............,................ ...... ... ... .. . . • vi• Building floorPlan •••:• ,,,, ::...,•., i ....,-.....:,.. ........ .... y..: ......... ::;.. .......: ::::.,:.........:.. .. :.,„:...... .. .. „:„...,:i:.....,......::::.........•,..:•.•:..:••••„••....,:••;•:••••:•:,........::,..,•,...S..,.....',........•.....,. i.."..'..,......:: • • • -.: • Entire spaoa where racks will be , , . , . ..: . : .. . • • .. „ • .,....,.. . ........ ...„ . . . . . . ... .• . .. . • ... ...............„..,,,..........,............„........,.„.......,.:::::: . . . „....„ ..... ... : i:a ted .:..:-....:....:::-..::::::...:.:...:.:.,•„:..:.,...:::::.:.:....:.:....,...:„.„,„ „ • • :' .. •• Exit doors :: •:.: ,,.„:,.: ,.,,......,..,.,.. • — : .. fsfumber::::::::,..,.:.„!••:•.:•• •• • : : : :, : , : :„ . i : . . ,, : : • , ; ;;; . • : " . : ' ,: • , :,.:Z•• , • • •:: : : „ . .....1 ,.,„ . . .. .•,..,'..:, . .......:::;....„..............:....,. '. ' •• • - • Dimensions of all aisles .:••• •••••,:•.::::•„ ,....: .. ... • :. ' . :.....„..::.:::: :,...:.::. . • :.:.'„•: ,...: (2) sets ef plans,•w.....fitch tert.CI.U....,d.....e...,:..1:gl:•:„::::...q••:.::::::::,.....:',.:......„:.:,..:::„:.•i:•:,'.•••::::::::.:!::::::„...:................:::::.:„.:1.,:.......:.,,...,:.,:;.••....'•:::.:;i::•:::...,•::.;-...):„...::„.„. : isles and ..:..::•••••• ....."•- ••••::::::::..,•„,,..;":,•••:::',::::•:.:::::"::::::.:.....,::.:•,..,.:,,,,..., ...,.:::„.......,.:......... . ... Tenant spar' floor plan showing rack storage layout,...a , . i . [1' exits, : ' ::•••:.• 7. .• •. '.'• .. "...• .• • ......,: . „,......,.., : .,......, ....., ... [ --- S PI • (showing building and locebon nte ) .. •;:.::: ..... ; .. . ' NOTE include mensions'of racks (hei gh ' width and i817till'ili16 ‘..5 and exit ways on plan -1 beiailg':ante6*s4tellfte dl . s.,..„.,.....:....................„.....,....„:...:.:::::::.,.,i,,,;„:,,,..,....,..;,,i.........,„..::,..:„:ii.:1.,......,..„..,...:„..:„.::„.,.....„.,,:. :, cli .wi , . ,. . , ,: ‘ . . . ' • • h'Etrid: : • • • •:.....,.....:.,......: .:•,:::. .,.. ... ..: l' ed Lc/i Structural c alculations at . I ' ions 6 tamped by:..,.. .:. ‘ , .... Washingto . . a . State icens . L :.structural:calcul,p99s Ili :::,:. :. . ... . • • .. . . : .. • . • • . . i•••ta 0 a'. 1 .ta..... .. . : ... . ..•„„... . :. ••••-•:•••• • • •• .. engineer (rack st:7age 8'.qnci.over) .....,,,,. engineefnaY.be .,............ ‘.... , . .. --, RESIDENTIAL - • • ... • ... ..... • .. ... , . , . ..• •.• •••,• ....,..•:,,,.... :,:•:••••,..•........:::„:......,..,,. • ..,, ,...••;•......,•.......::,....,.......„., .„... ...,„....,..,,,.......,.......,„...,..„ .,....„.....:........:..:,.....,,.... :',...... NEW SINGLE-FAMI LY DWEL .RESIDENTIAL.:.•13MOD ,,....,,,.........:.,..,..,,...,:. ‘,,.,.... . ,... , . . ‘. LINGE/A DDITIONS :: •:,•,..............,.. ..:,,,..„.........: 0 • • . . . h• ..c thPleied•bbilding•perinttaPpliCatior ne Clu I liat ' .:•::::::'' ......•••..... ,.,.............„.....,...,.:.....:„...,... ri,Comploted building pPrn14:aPPcion (one for each struCture) -- ,..7 --.. ,...:::::::::::,•.:.:.::: . ::• t•!' : ::: :: :: .: ' , ..,.:• .: . • :•• •• • • •• :',:, : :::: . -..,•:•:,..•.: :: :::: . :: i :AsSessorAccoun Numbor „... Legal description :::••::: .:: : •••.•:. , •."":,...,:::,:,:.,.,:,,.:„:„.:..,:..,:.:,...:..::...,,:::.::,,;...:,.:::::::::..,)....,...,.,..,.,.:..:::,„,,,,..:. • ....„....::::::.. . • . • ' ‘ • • :‘..• • ' • • : • • • 1t1 •• • '•••1 :TW .99 dreWIna Whichl ,............. .: .........,..:..,...........„.„,...,..:.:,....,.......:....::„..i.,..:...........„:„....„..,....:„..........,.,.:........:::::„., - : --. •••• • .•-.-....:: ••"..•.•••••••••..:•....:..•.•.:.._.•.. • ..• Assessor • .. . • • . Sito ' ''''' - ' ' ''......4-"•%:••:'''''''''•".•:''' '''' •::: ' : ''''''' ::: '''" : ' :• ••• • •" • • • ••••':•"'''"'"* . •••';•;••••••••:".. ,, ."•: , ': , .....••••••• Two.sots:,(2).91.werkingdrawings,.„ , ... i. ,, „ :.:,,,, , . .., , . ,. . .,...,.. ..: • • * ' whictinaltjCie:' -• ‘•--;•: • • •••• - :•:••::::::•::••'''':•••,•'.:Oloorplari Foundaton plan Si te ln:• ;:: : : ::* . :: ::: :: : : ::: : : • :::::::::::: : :: : : : k : :::::::::: : ::"...... , ',..:1:•:."„:1••••.;•:•.•:• : :•: : ::.: . :•:•:::..::•: , : ::,... , .. , •„•:,...,....::,... :: : . ... : „ . ... , ,.. : ,...„,...,,........ :Iii ..............,.......... :. „ :, .., . • ,.. : ....... . ()lap : - ! --; , 77 -0 7 . • „prip Ian ,....SboW,C1Osest hydretrt location . „.„ : .p,,, r . . :...,.........,..,..,i ii.i 14.viiii40...,.::.:„.:,,.........,....,ii........;........i...i....i:,....,,,,.........:.„....:4.,:::...:.....:.:::.............u.ii....:....i.,..,,,: '•'''"I'"'ill f . ah .:::.•.:i.::;:'...:.fi:i.:..,...:::::-::::.:'.;::::::::. "..0..:"..":::'.".;.:'•":::..ii::.;::,1:1::':',1:':.:::::,..:::::.J:::!iA::::::.;::::::::..::::::.:::::::'::;!..k.ii'...:'::;:::::,!•.::::::.!::.::::::::$1:::::'::::::::::: ria „:„.,....:.„..:...,:„..„.„.. '..•:.'.::: !'Founda)ion . .131 , an• . :........., , :• , , , .. , •• • •,..:.! . .,." .. .:: • :: :: /e .. d . u acess , ..c. „......„. ...... .., put Idli..ig9IPY9•t'.:•:-: (all :::.....:::.• : . . . ...,...........,...........,.....I..„....1 tu BUildin ....:.........„.,.....,..„...„:„...„.........,.........„,...........,......i.........„.x.:„...:i.::.....„....,..........,...,...........,:,.........: ••••••••••••••••;: - • •:•.tf ele:VationSlall •views) .:.•:.,.. . . rs •'• • - :•::•••:•• •• • 8:tiding :cross4eCtion' ' . ... •. u NOTE A any ;Vtllity,.. k is t be do ei:'ria preyid.q.Ut! :: p erenil ......... , .. ' '-: .'•:••••';', :. StructUral framing . plans:::•,:::::•::: : „ . :::::::::, , .•..•,,,...„.„.,..... ,: .....,....... :........:.., ........: ...,... ....,..,..... .. ,,,,,.............„,..:.,.........,,,,.....,:::.........,:,,,:....,..:,.....,;;I ; ti:::„.........,...........,,..f..... :: deeC r --- • Washington'Siate nergje. C ode . ,..... ....,.......,...„.„,...;.... „.,...... i::i.....,.„.,i,......:.:.:.... ,....,....,,..., ....... . ::: .....,....::. %.,..,::.,..,..„ ..... ... a ii6lidaitiii s ., .-.. ” • ...H.::::::::..::.... . . ... ,.......,;..::::::::::.....:.::::::::::::;..,:::,::::;.::.,::::::11:::::::::::::::,;: ....::.i1.00190:byii01.99:p9911::.:„..:...„......„:„:„.:„..ii::::::„:::::::::.:.:,..::::,:::::,:.:h,:,:,..:,:.:::,:::.:::::::,..::.::::::::::::::::::,::::::::::,,:::wi::.:::::::::::::::::::::. REROOPS r vi.i..t.Y, P:97 ,,...:.:P.P., 06 :::::.::::::::i.:,:',:::,4::::.',I•::::::::::]::::::::::•:;::::a:::::,•,:::::p::,::.,:::::g.:;:Q: ..,..r.,.'::A:•:i;•ii;i:.* si.(6ii• ' 6.i '''''''""' . '' . : : : : ' ; ':' ,: :::::" ,, ': ;. :::; : '::: , :i?:::'i . '' , 1::: . iii:';' , : , ;:' 1 :'.:'::' , '::: :.:: ei tite p l an s U., : ...... ........: ,. ....: •. : : : ::• :::::: : :::.";• : ::: ..,. . ,. ...:::::::::;:".•:::•,:• ; ;:i.i:'...1.••,....: . :,i,.....:...: : : : :,... :: : : :„ . .......: • •::::.•:•:••••••••',..:.„, • • . • •• ••• • .••••• ••••••." ••••••:;•••••••••••: saii oarra .. , .... i . ,..::::: „ , i....,. , it,y,t?...... .. . ... , . . .. .. ,. i :exle000 :: roof ,. msten.........,........„. ...„ ..... .......,..... ,i... ,.... , ... ,....,..:::::;:;. _ ,..;.......,. ::. Narg:::P ulld; 0 g .s i i .9 p Ian ::iiii0; uti*i#1t ... a ... :' . i.i; . P:: 7 .... : ...: ::..... . ...; f .:ii n ..... i 4 0 ...: 0 . : :1 .;, utility permit .. .application . and P. 0 cificjdb....m....ittal1„ :•,::•-•;:•.,:.......... ,,,....„. .,.....;,.................,.....:„‘„.„. ,..,..... ..... ‘........,:s.::. .. d ' :kolitiiil Inapectiott:onct pign A dd IP na t° P°0 1 , 7 . f ? P #1::F:1:: soil ::::.:.. ..,.....: I : . : - .., ..; 7 ....:,::. ::.::,.. ..,::.. , :i1 : ::: . ::: , : ,:.: :::.: .::;:.:::::i: i:: :: pf„ „,„..........„....,...,............... . . ..... eita .,., :. , r C^7'T*.r^"" r"' 'S �ry""r7V "T�'rl'''"T''"!tiT't . . ^'�4 {?! i T .iw2•r�•.� r .ir. ,. : i,.r, ' v�Y.I;`K!3:F!'� r I � 1 t� 1 • IP 1 GENERA 362.50 k kk*** k**h** A k A *k *•kk ***k'kk *A * * * : lhAk k** & Akk *A*A * *kkAk * **kkk GENERA 4.50 O3 Y OF ruKY#T.L.A, WA TNFiNSMI: TOTAL. 367.00 h* Akh* A- A k* k * *** ****A *kA**khkkkkkk**A•k•kA A * *Ah*kA* *A ** **A *4 * *{ *kk GHEM 367,00 4pA 3MT1 Number: 94002309 Amount: 367.00 05/19/95 1l z • CHANGE a. ;r ° _ rl vrnet l4etl�ada CHECK No l:at; Ini 2 `}4 � 2�135A000 "' 12:17 Permit No 033 -0070 Type: 0-RACK RACK STORAGE PCrtMI'( Parcel No 022310-0090 Site bite Address:' 223 ANDOVER' PI( E Total Fees: 602.6:3 This Payment 367.00 Total ALL Pmts: 602.63 Balance: .00 A** vk****, A*A Ak* ' 71 *A ** **Ak.•, * * * * * ** * *A* *AAA ** * *Ak* * * * ** * * AAAtt* Account Code Description 000/322. 100 Amount BUILD/ NC - NONRES 362.5() 000/386.904 STATE BUILDING. SURCHARGE . U y.... �• y... w...... w .... r. w... �..... wr r - r. r .. , , r •............. r w ... '+ ... w . • n. r w , • GENERA 235.63 o4 .A.**..k4r/t It 11*.ittk4e.A 4c*******.A.A fe**.k & #* 4&* kk TOTAL 235.63 CITY OF TUKWILA, WA TRANSMIT rHEct( 235.63 **********.jr*A ****-A—k*A"kic.,k4c**********.kif•A*A************* le A*4* CHANGE LOU TRANSMIT 'Numtier: 94001950 Amount; 235.63 03/10/Itth557 0850A000 15:33 Payment Method: CHECK Natal ion; SEIZMIC Init: SAO • - • • 4.• Permit No: I3950070 1 Type: 6.-lIACI( RC IC STORAGE PERMIT • Parcel No: 022310'70090 • Site Addi^ess: 223 ANDOVER E , Total Fees: 602.63 This Payment 235.63 Total ALL Pmts: 235.63 • Ilalance: 367.00 • : 4*A*4.*** tki***********#e* Account Code Description Amount 000/345.830 PLAN CHECK NONE S 235.63 , • • , , • • • • , , " • . ;, , • :„ , „ • ;, " ' ' • 1* 5q INSPECTION. RECORD 7 Retain a copy with permit 74(7. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 (Co Types. n ,‘ Ili Address: a 01)(tovri 1 s Date Called: Special Instructions: Date Wanted: € [ c ne C36 f' 6 i'cl i )re.' I „ riequester: I . h C CU rrlS ph one N a: nspre-Ir Lin a Li LI 3 • , Approved _ per applicable codes. O Corrections required prior to approval. COMMENTS: • • , nspector: o 1111N1111111 ' • $3o.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 117-14°.; ,- 41 7 t:, 00 - , , - -I ". INSPECTION RECORD C D/ e l 5 I Retain a copy with permit , 0010 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION %. 4 \ \ 6300 Southcenter Blvd., #100, Tukwila, WA 98188 N A (206) 431 ...noz- nqa: /-7 , ype o es . : ';-' ton: - r, _ r-Af C.k-S L.-A YZ. CAA t'l CATI ' Address: v. e • Date Called: Special Instruct : Date Wanted: 7 ixt qr cm • jil, Pi 1%1 c A t 1 v.C., Requester. PloneNo.: 0 Approved por applicable codes. GA Corrections required prior to approval. COMMENTS: I ' . I cH 4 113-14 FHLI:c ao-a-r. otJ i,‘LFLus: atAw i timmits ' ) C-A PA-c..1 'NI sic, Ai A C,C P 4 . - -SferS . . , -.....N. nspector: gaik■_IN . . st7 0: ip $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter 13tvd., Suite 100. Call to schedule reinspectlon. i ,‘ ' k 4 \.• .' '' O' . " - . 4 ' '' 1 -et0 4 4' . ,D, - , ,.7,.....„14...-„. }s �gi�Y �fr".. t�' .:'.'i33 �:at., 4 '/ '�!" i .�'S j ! +'' , +c'' , x4 " �' /i t ; .�, y �� {r.� 't , a -4 { u t , . ✓� 0411:61 ° )1;' City of Tukwila Y � Tkil John W. Rants, Mayor i Fire Department Thomas P. Keefe, Fire Chtef 1 TUKWILA FIRS DEPARTMENT FINAL APPROVAL FORA Permit No. t 9 '67: te - -/�C � / Project Name V Address ZZ-Z A' I , ' -f/ J � �� Suite # , Retain current inspection schedule Needs shift inspection X Approved without correction notice Ir kr Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: / Authorized Signature DatS J FINAIAPP.FRM T.F.D. Form F.P. 85 Headquarters Station: 444AndoverPark East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575-4439 . , 0 . . 0 . .. • CITY OF TUKWILA Address: 223 ANDOVER Pt` E Permit No: B95 -0070 Suite: Tenant: CIRCUIT CITY STORES INC Status': ISSUED .. Type: B -RACK _ Applied: 03/10/1995 Parcel #: 022310 -0090 Issued: 05/19/1995 ****' k***.***' k* k***' k k**' k***********' kk* k****' k*• b*** *•k'b** **.*•k'k'bk* *k *•k * ****'k Permit Conditions: 1. No changes w i l l be made ...t , .t'be o;: lti�e;°ap {1'aii:s;:^iil,ers.. approved by the �a;pd':f Architect or Engineer ."Tiik•'wi'1"a Bu ;l'd.'fri11.,,.Division. 2. All permits insp0,tton "r ' e c. r d s. , and, a p p r� o v e d:.,,p'i„ �ls shall , ii e available at t r.e�-'�j;oti si,tc�r:p:^i:br f tol;`t ;►e state of``anv;on- strudtion. Tntti �e docuniant , ara�. Go°• be ma inta 'rldd aril vai 1- able until � t �;,�,r .,{ w 3 , � ,� �. � r � �' � c f xl ''.',.:0,,,,, }�: ffi�nc�1 �i,n "spe is gr±ent !d. �.�, 3. All coast ct'iot? tb,. be done f i,r�' e infohrnance 44t,hy f ' plans an, • ; r'`e.me : of. the�i.�lir f orm tau i�l'dipg O t 19 ' ;:• Edition s a' en d i d 0 "°. ` �' \ t :' „'.r ,, cj y ;, 4 4. Val idirt ;`of Permit „ The a issu, nce of �,a permit dr, appp�u'a1 '4 \ p1ans(�' icattons , etid�'`.dohiputat,,t6ns shall not,. be 4,11 '+`c \\ struedj toieb. `a permit ;foot', or .a'�iproval of, any \S ' of arl provisions of the- " code or 'o? ari•t'' , � � oche or�dina' ce. of the':' uri l ction - -. No Permit preS,um1n to �a 31. give aut to violate. or /Lancet the yprovi ions of ttro:is' V'.' code i sha l 1 be f,va 1 id 4 1 ,a 1 , ,, •..4 ,I. t . 1; , 4 .. . t IC i� .1. f '� } a c l.', ..i 3'' i �1 � ( �, r it S ref y : J `- e ff i j :f` c i,,,1 \ \,,,,,,, \.) o '''"it, 1/ 14 1 . . 41441 . i { -0 ti c ..... ! .fl \* l x3�.; ' - f / y +/ \ I - i' Ff t� yt�l 2 P} /ji 3 r L 1 OM ' 1 'i f f r , ,t r 1 ,'4 y f4t fx , ' it i ) '6 {W i.y 1 aJ° { Ri ni r .� ag's`' d )tj • MAR -13 -1995 11:51 909 869 0981 P.02 r • w �. _.. ` - X13 l _ 3 6 EtS` CITY OF TU KWI LA RACK STORAGE DIMENSIONS �..I N BAR F EET X H �I ITT ,� TOTAL /Wm, / 4 6 ° ( i TPA D X g 3 X • ... adte 8q r X l6 r = 3 � 580 I X (1 1 //o z.d • X • GRAND TOTAL = k3 . r 1 SEIZMIC MATERIAL HANDLING ENGINEERING EST. 1985 STORAGE ROCKS STEEL SHELVING CITY APPROVALS ALASKA NEVADA DRNE -N RACKS MOVABLE SHELVING STATE APPROVALS ARIZONA FEW MEXICO CANTLEVER RACKS STORAGE TANKS PERMffTNG SERVICES CALIFORNIA OREGON MEZZANINES MODULAR OFFICES PRODUCT TESTING COLORADO PENNSYLVANIA CONVEYORS GONDOLAS FELD NSPECTIDN IDAHO UTAH CAROUSELS BOOKSTACKS SPECIAL FABRICATION MISSOURI • WASHNGTON .i•:::� f' } n • ''%, %am is SEISMIC ANALYSTS OF STORAGE RACKS FOR ' CIRCUITCITY#3336 "' 22.3 A Y s � �► D O V e 0. 7 P. a-1t E Acs-r >j TUKWI LA, WA #95 -131 h >.;;:: ; ,.,,. � :,. ,< ::. iii:. ;,; ;,;; �. . ::i /... *Z ..,,.. ... .. .. r /.„ :ti .:f+ . J.. . /i i.:,,,,,,-,,•':.,-,;::,,../.'..,,,,.. ..... ............. : . ..> y; �.,.,. ,.,,.::r�.�,::,....•..... :.. . .::.. :.� ter .f, F :•r, : n „,.., ..., : di . ',"' / y ii: f ff ': ' '' ' ;i / ApQ ‘ 1 0 FA\.. r t RECEIVED ,�,,, CITY OF TUKWILA MAR 1 0 1995 PERMIT CENTER 161 ATLANTIC STREET • POMONA • CA 91768 • TEL: (909)869 -0989 • FAX: (909)869 -0981 riglittrZlie.1111111 PROJECT CIRCUIT CITY #3336 INC. FOR SHEET NO. 2 OF 49 MATERIAL HANDLING ENGINEERING P.T. 2- 27 -1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 CALCULATED BY DATE 161 ATLANTIC STREET • POMONA • CA 91768 TABLE OF CONTENTS DESCRIPTION PAGE # COVER SHEET 1 TABLE OF CONTENTS 2 SCOPE 2 PARAMETERS 3 CONFIGURATIONS 4 - 15 COMPONENTS & SPECS. 16- 39 LOADS AND DISTRIBUTION 40 LONGITUDI NAL ANALYSTS 41 COLUMN 42- 43 BEAM 44 BEAM TO COLUMN 45 BRACING 46 OVERTURN! NG 47 BASE PLATE 48 SLAB &SOIL 49 SCOPE: THIS ANALYSIS OF THE STORAGE SYSTEM I S TO DETERMINE ITS COMPLIANCE WITH THE APPROPRIATE BUI LDI NG CODES WITH RESPECT TO STATIC AND SEISMIC FORCES. THE STORAGE RACKS ARE PREFABRICATED AND ARE TO BE FI ELD ASSEMBLED ONLY, WITHOUT ANY FI ELD WELDI NG. SEIZMIC PROJECT CIRCUIT CITY #3336 ■'� FOR INTERLAKE (IL) INC. SHEET NO. 3 OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P. DATE 2-27-1995 TEL: (909)869 -0989 o FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN ANY ADJACENT BAYS. THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYZED IN BOTH LONGITUDINAL AND TRANSVERSE DIRECTION. STABILITY LONGITUDINALLY IS DEPENDANT ON BEAM TO COLUMN MOMENT, WHILE THE BRACING ACT TRANSVERSELY. •lI 1,„. I 1 6 I� • 411) A 4 4, 4 400' 1. COLUMN. TRIBUTARY AREA 2. BEAM. 3. BEAM TO COLUMN. 4. BASE PLATE. 5. HORIZONTAL BRACING. 6. DIAGONAL BRACING. 7. BACK CONNECTOR. TRANSVERSE LONGITUDINAL TOP VIEW .. - .. .. . ., ......... 1 i t , SEI I C C PROJECT CI RCUIT CITY #3336 t , INC. FOR INTERLAKE (I L) SHEET NO. OF 49 MATERIAL HANDLING ENGINEERING P.T. 2- 27- 1995 TEL (909)869-0989 • FAX: (909)869-0981 CALCULATED BY • DATE 161 ATLANTIC STREET • POMONA • CA 91768 CONFIGURATIONS • A- S/R 2,400 lb. - - _ 3 5 It 2,400 lb. f . 2 5f.. 228" 2,4001b. 4 - - 1 . 112" 4" / . • 7 - '1 144" le- 48" A- D/R - 2,250 lb. - - — 3 53" 2,250 lb. 2 71 5 ., : --: ..,,. _._. 228" 2,250 lb. 1 4 " 112; 4 r ' / -- 180" ,f- 36" --41,1` r I SEIZMIC PROJECT CIRCUIT CITY #3336 INC. FOR INTERLAKE (I L) SHEET NO. 5 OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T. DATE 2- 27-1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 CONFIGURATIONS B- D/R 36" DEEP ` 1,800lb. _ _ - - - 64" f: 1,8001b. 4 4" 6)" 228" 4 „ .."-- 1 800 Ib. 3 4? 1,8001b. 4 3 " 2 1,8001b. T" 1 3, " -� I L-- 144 " - ' 14 36" - 44 36" 'l' B- D/R 48" DEEP 2,400Ib. _ _ _ _ 5 r � 64" 4 " 2,400 lb. 4 4" 6" 228" 4 „ 2,400 lb. 3 4 " 2,400 Ib. 4 " T .._ 2 2,4001b. 4 , 3 „ 1 / I- II II -- 144 " - #1`" 48" - 01' k ir . , ■ SEIZMIC PROJECT CIRCUIT CITY #3336 INC. FOR I NTERLAKE (I L) SHEET NO. 6 OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T. DATE 2- 27 -1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 CONFIGURATIONS D- D/ R 2,400 lb. _ _ _ _ _ 3 7 2,400 Ib. 4 1 , 6 3„ 2,400 Ib. 2„ 5 4 „ 2,400 Ib. 228" 4 4 �, IL 2,400 Ib. 3 3 2,400 Ib. 4 �, 3 ,. 2 2,400 Ib. T I 3 / elf 1 — II II _ J. II . --- 144 "- It 48" 4 fi 48" 4 E- S/R / 1,000Ib. _ _ _ 3 1 4 „ 23" 98 „ 1,000 Ib. 2 23" 43" 7 " 1,000Ib. 1 T l`- 96" ---4 24" 4 • SEI ZMI C PROJECT CI RCUI T CITY #3336 INC. FOR INTERLAKE (I L) SHEET NO. 7 OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T. DATE 2- 27-1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 CONFIGURATIONS E- D/R • / i 1, 900Ib. _ - r „. 3 4,, 2S" 98" 1 Ib. 2 2" its" 1 " 1,000 lb, 1:1 1 I I I 96" --- 7f .1 24" --4' 4 24" -4 F- D/R 7 .e.. , 1,800 4 l I II 5 1,800 lb. 4 _ T" sir 228" 1,8001b. T 3 „ 3 1 800Ib. 4 „ 3 2 1,8001b. I 3” 4 /f 144 " --- if .1 36" - SEI PROJECT CIRCUIT CITY #3336 INC. FOR INTERLAKE (IL) SHEET NO. 8 OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T. DATE 2-27-1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 CONFIGURATIONS . G- S /R_ • / _ 2,4001b. _ - _ 6 64" 42" 2,400 Ib. / 5 4�� " 2,400 Ib. 3 228" 34 d r„ 4 42" 2,4001b. 3 " 2,400 Ib. 4" 3" 2 2,4001b. 4 ' 3 1 / il e---- 144 " --71' .I 48'71 • G- D/R / _ 2,4001b. - _ _ _ 64" • T " 2,400 Ib. { 5 4" 3" fr —+ 2,400 1b. 228" 4 4 „ ... : 2,4001b. 4 Til 3 , i , 2,400 1b. 4 A TH 2 r 2,400Ib. , 1 1 3 . / -- 144" 48" 1 x s 3 . . .. .. ...._ . .. _._,,„ , . PROJECT CI RCUIT CITY #3336 FOR I NTER LAKE (IL) INC. SHEET NO. OF 49 MATERIAL HANDLING ENGINEERING 1).T. 2- 27- 1 995 TEL: (909)869-0989 o FAX: (909)869-0981 CALCULATED BY DATE 161 ATLANTIC STREET • POMONA • CA 91768 CONFIGURATIONS I- S/R 2 400 lb. / .1 -----._.■ - - - 4 f ---- , 64" Ti le 2,400 lb. - 3 4" 5 3" .f 228" , 2,400 lb. ..,_.. "2 55" 2,400 lb. T .../—.. _ 1 . 4" , sf it / _ - - #1 '---- 144" It- 48"—k I- D/R 2,400 lb. _ - - ' 4 f--- , 64" 2,4001b. .. . # 1 ' ag" si ., „e......._ 228" 2,400 lb. 4 " 2 ' 53" T " 2,400 lb. _ 1 71 5.f • / _ — , -1 l'---- 144" .1 48" 4 4i 4/ SEI PROJECT CIRCUITCITY #3336 INC. FOR INTER LAKE (I L) SHEET NO. OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T. DATE 2- 27 -1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 CONFIGURATIONS • K- S/R 3,000 Ib. 2 4 8 n 4,c" 228" 3,000 Ib. _ 4 " 1 Ti ..._ 1 2" 4 11 pir . / 4 180 " -- 4 #1`" 48" 4 K- D/R 36" DEEP 2,250 lb. 2 4" 8 " 4 " 228" 2,250 Ib. 42" 1 4 " 112" 4 11 - � 1 4 180" I 36" 4.1i T SEI ZMI C PROJECT CI RCUI T CITY #3336 IN FOR INTERLAKE (I L) SHEET NO. 11 OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T. DATE 2- 27-1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 CONFIGURATIONS K- D/R 48" DEEP ,e__. 3,000 2 4" 8 11 4 :::" 11 228" 3,000 Ib. 4 „ 1 71_ :f 4" / / #1 180 " --- le- 48" 4* 48" -71' L- S/R ,( 2,400Ib. - - - I 4 64" 4" i---- 2,400 lb. 3 4" 5 " 228" 2,400 Ib. 4 " 2 4 " 2,400 1b. 4 1 6" 4 - / I 144" k 48" -4 S EIZMIC PROJECT CIRCUIT CITY #3336 _ 50 INC. FOR INTERLAKE (I L) SHEET NO. OF OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T. DATE 2-27-1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 [ CONFIGURATIONS • L- D/R 36" DEEP • 1,800 Ib. - - - - 4 64" 4 " 1,800 lb. . - 3 4 " 5" 228" 1,8001b. 4 " 2 4 " 1,8001b. _ 4 1 63" 4, r" .1' 144"----71' 3 6" --7f" 36"-4 L- D/R 48" DEEP 2,400lb. _ _ _ _ / of 64" 4 " I t-- 2,400 lb. 3 4" 5 " 228" 2,400 Ib. 4 " 2 4" 2,400 Ib. 4 �� 1 63" 4 4'- 144 " — l- 48" — 7I' 4' 4' SEIZMIC PROJECT CIRCUIT CITY #3336 FOR I NTERLAKE (I L) INC. SHEET NO. t3 OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T. DATE 2- 27-1 995 TEL: (909)869 -0989 • FAX: (909)869 - 0981 161 ATLANTIC STREET • POMONA • CA 91768 CONFIGURATIONS T- S/R f _ 2,4001b. _ _ _ I 4 64" 4" 2,400 Ib. 3 4 " sf" 228" IL 2,400 Ib. 2 4 ,, 4 t 2,400 Ib. 1 4 43" / ` 144" fi 48" - ' T- D/R 2,400 Ib. _ _ _ _ _ ¶ 14 ,�-- 64" 4 2,400 1b. 3 4" . 6 228" 4f , 2,400 Ib. 2 al 4 " 2,400 Ib. 1 Ti. 144" fi 48" -4 1 1 S EI ZM C PROJECT CIRCUIT CITY #3336 INC. FOR INTERLAKE (I L) SHEET NO. 19 OF_ 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T. DATE 2-27-1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLAN11C STREET • POMONA • CA 91768 CONFIGURATIONS . M- S/R _ _ _ _ - 1,000 Ib. 4f 4 z " 1,000 Ib. 144" 3 a2„ 2f" 1,000 Ib. 2 - 2 " 1,000 4 „ 1 23" / 96" -- 4 le- 24" -71' M- D/R / / - - - _ . _ r f _ 1,000Ib. 4 4 213" _ 1,000 Ib. i r 144" 3 2 4 „ 1,000 Ib. 2 2 " 1,000Ib. 4 „ 1 7 " / l` 96" k- 24" 4 ,1' k SEIZMIC PROJECT CIRCUIT CITY #3336 INC. FOR INTERLAKE (I L) SHEET NO. 15 OF 49 MATERIAL HANDLING ENGINEERING P.T. 2-27-1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 CALCULATED BY DATE 161 ATLANTIC STREET • POMONA • CA 91768 CONFIGURATIONS N- S/R 1,000 lb. - - - 4 • 34" 4 li-- 1,000 Ib. 3 34" 144" Jr 1,000 lb. 1" 2 34" l e-- 1,000 Ib. 1 I" 3 l` 96" -- 71" .1 36" - ' N- D/R / 1,000Ib. _ - _ - 4 1 34" 4 1,000 Ib. 3 34" 144" 1,000 Ib. 4 2 34" 1,000 Ib. 1 4" 34" / ) 96" ------ .$ 36" mot' 4' 4. SEIZMIC PROJECT CIRCUIT CITY #3336 INC. F OR I NTERLAKE (I L) SHEET NO. Igo OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T. DATE 2- 27-1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 A- S/R 2,4001b. _ 336# _ 449# . SPECIFICATION 3 53" af" - MAIN STEEL 55000 PSI 5 3" 4 " - BASE PLATE STEEL 36000 PSI / 2,400Ib 25 33. 2 # a" - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 56" - FLOOR SLAB 6" X 3000 PSI. REINFORCED 228" / 2,400 lb. 168 a L 22224# - SOIL BEARING PRESSURE 1000 PSF 1 - SEISMIC ZONE 3. 4[1_ - TYPE = SINGLE ROW UNITS. 1 2" - BASE SHEAR FORMULA = ZIC(wLL +w DL) /Rw 4" PPPIF •,`-- 144" ,l` 48" mot' lu= 144" SECTION AXIAL FORCE MOMENT BEAM MCMENT 1 3,675 lb. 31,801 in.Ib. 22,027 in.l <stdconn. 2 2,450 lb. 8,253 i n.l b. g, 485 i n.1 b. <- stdconn. 3 1,225 lb. 4,716 i n.l b. 4,358 i n.l b. < stdconn. A- S/R DESIGN LOAD = 2400# - BASE PLATE COLUMN BEAM 3X3X13GA( LU75) V 7.75 X 5 X .375 COLUMN STRESS =0.44 4- 3/4x2- 3/4x 14GA/496H Mbase = 9887 i n.1 b. TO 1 -4 3X3X13GA/ 1- 5/8X13GA MAX LOAD /LEVEL = 3,383 lb. BACKER STRESS =1.01 BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L V HORIZONTAL . f DIAGONAL . j V ANCHOR STRESS =0.49 1 1/2 X 1- 1/2 X 14 GA 1 1/2X1 -1/2X 14 GA PUNCT. STRESS = 0.51 # CF ANCHORS = 2 STRESS = 0.15 STRESS = 0.31 BENDING STRESS =0.47 • SEI ZMI C PROJECT CI RCUI T CITY #3336 INC. FOR INTERLAKE (I L) SHEET NO. 11 OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P . T . DATE 2- 27-1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 A- D/R 2,2501b. _ 161# _ _ 215#i SPECIFICATION 3 1 `-- 53" 4f" - MAIN STEEL 55000 PSI 53" 4" - BASE PLATE STEEL 36000 PSI 1 2,250 Ib 12i 61. 2 4" - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 5 - FLOOR SLAB 6" X 3000 PSI. REINFORCED 228" 2,2501b. 80# 4 „ 107# - SOIL BEARING PRESSURE 1000 PSF 1 - SEISMIC ZONE 3. 4 - TYPE = INTERCONNECTED UNITS. 1 2 " - BASE SHEAR FORMULA = ZIC(wLL / 2 +wDL) /Rw 4 r , 180" * 36" — A' Iu= 180" SECTION AXIAL FCRCE MOMENT BEAM MCMENT 1 3,450 I b. 10,443 i n.I b. g, 201 i n.l b. <- stdconn. 2 2,300 lb. 3,958 i n.l b. 5,1 10 i n.l b. < stdconn. 3 1,150 lb. 2,262 in.lb. 3,131 i n.I b. < stdconn. A- D/R DESIGN LOAD = 2250# BASE PLATE COLUMN BEAM .J -s/ 3X3X13GA(LU75) .J 7.75 X 5 X.375 COLUMN STRESS =0.27 5- 15/16x2- 3/4x14GA/689H Mbase= 9550 in.lb. TO 1 J 3X3X13GA/1- 5/8X13GA MAX LOAD /LEVEL= 3,795 Ib. BACKER STRESS =0.45 BEAM I S O.K. OVERTURNING BRACT NG . SLAB & SOI L ✓ HORIZONTAL .J DIAGONAL .J J ANCHOR STRESS = 0.07 1 1 /2 X 1- 1/2 X 14 GA 1 1 /2 X 1- 1/2 X 14 GA PUNCT. STRESS = 0.39 # OF ANCHORS = 2 STRESS = 0.06 STRESS = 0.12 BENDING STRESS =0.31 . . r e SMIC PROJECT CIRCUITCITY #3336 • FOR INC. INTERLAKE (I L) SHEET NO. 16 OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T. DATE 2- 27-1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 B- D/R 36" DEEP - 1,800 lb. 1 188 - - 251# SPECIFICATION 5 - - MAIN STEEL 55000 PSI 64" f----,, - BASE PLATE STEEL 36000 PSI if 1,800 lb * 35 # 180# 4 4" - ANCHOR - WEDGE TYPE 1/2 x 3 -1/2 6" - FLOOR SLAB 6" X 3000 PSI. REINFORCED 228" 1,800 lb. 86# 4 " 114# - SOIL BEARING PRESSURE 1000 PSF 3 T " - SEISMIC ZONE 3. 1,800 lb. 52# 4 " 70# - TYPE = INTERCONNECTED UNITS. " 2 3 - BASE SHEAR FORMULA = ZIC(wLL / 2 +wDL) /Rw 1 1,800 Ib. .26# 4 1 35# 3" —T — � 1 144" le 36" 4 I u = 144" SECTION AXIAL FORCE MOMENT BEAM MCMENT 1 4,625 lb. 3, 674 i n.l b. 5,690 i n.I b. <- stdconn. 2 3,700 lb. 3,707 i n.l b. 5, 906 i n.l b. <- stdconn. 3 2,775 lb. 4,104 i n.l b. 6,485 i n.l b. < stdcann. 4 1,850 lb. 4,865 i n.l b. 5,942 i n.I b. < stdconn. 5 925 Ib. 3,018 in.lb. 3,509 in.Ib. <stdconn. B- D/R 36" DEEP DESIGN LOAD = 1800# BASE PLATE COLUMN BEAM J V 3X1- 5/8X13GA(LU25) V 7.75 X 3.5 X.375 COLUMN STRESS =0.61 4- 3/4x2- 3/4x14GA/496H M base = 3673 i n.I b. MAX LOAD/LEVEL = 3,3831b. BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L V HORIZONTAL .J DIAGONAL .J V ANCHOR STRESS = 0.09 1 1/2 X 1- 1/4 X 14 GA 1 1/2 X 1- 1/4 X 14 GA PUNCT. STRESS = 0.54 # CF ANCHORS = 2 STRESS = 0.10 STRESS = 0.27 BENDING STRESS =0.49 • SEIZMIC PROJECT CIRCUIT CITY #3336 INC. FOR INTERLAKE (I L) SHEET NO. 15 OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T. DATE 2- 27 -1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 B- D/R 48" DEEP .."--,X.-. _ 2,400 lb. 2 � 48� _ _ 3e.• SPECIFICATION 5 64" 4 - MAIN STEEL 55000 PSI " - BASE PLATE STEEL 36000 PSI 2,400 Ib. 170# 23 i f 4 4 " - ANCHOR - WEDGE TYPE 1/2x 3 -1/2 60" - FLOOR SLAB 6" X 3000 PSI. REINFORCED 228" 2,4001b. 113;, 4 l5. 0# - SOIL BEARING PRESSURE 1000 PSF / 3 4 " - SEISMIC ZONE 3. 2,400 Ib. 49# 4 " 92# - TYPE = INTERCONNECTED UNITS. 3 „ 2 - BASE SHEAR FORMULA = ZIC(wLL / 2 +wDL) /Rw 1 2,400 Ib. 34# 4 „ 6# 3" • / -- *----- 144 " - ---4 h` 48" -4 l u = 144" SECTION AXIAL FORCE MOMENT BEAM MOMENT 1 6,1251b. 6,438 in.Ib. 2 4,900 lb. 4,878 i n.l b. 7, 658 i n.I b. <- stdccnn. 7,13 9 i n.l b. 3 3,675 lb. 5,400 i n.l b. < stdconn. 4 2, 450 I b. 6, 402 1 n.l b. 7,901 i n.I b. < stdconn. 5 1,2251b. 3,972 in.lb. 7,187 1n.lb. <- stdconn. 3,986 i n.l b. <- stdconn. B- D/R 48" DEEP DESIGN LOAD = 2400# BASE P LATE COLUMN BEAM .J V 3X1 - 5/8X13GA(LU25) V 7.75 X 3.5 X.375 COLUMN STRESS =0.94 4- 3/4x2- 3/4x14GA/496H M base = 3230 1 n.I b. MAX LOAD /LEVEL= 3,3831b. BEAM I S O.K. OVERTURN! NG BRACING SLAB & SOI L V HORIZONTAL .J DIAGONAL .J .J ANCHOR STRESS = 0.12 1 1/2 X 1- 1/4 X 14 GA 1 1/2 X 1- 1/4 X 14 GA PUNCT. STRESS = 0.63 # CF ANCHORS = 2 STRESS = 0.18 STRESS = 0.43 BENDING STRESS =0.61 SEI ZMrC 1 PROJECT CIRCUIT CITY #3336 INC. FOR INTERLAKE (I L) SHEET NO. 20 OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T. 2- 27-1 995 TEL: (909)869 -0989 • FAX: (909)869 -0981 DATE 161 ATLANTIC STREET • POMONA • CA 91768 D-_. D/R, _ 2,400 lb. 2 _ _ 299# SPECIFICATION s " 7 4, , 257# - MAIN STEEL 55000 PSI 1' 6 2,400lb. 193# 3z - BASE PLATE STEEL 36000 PSI ' f " 2,400 Ib. 16 # 215# = ANCHOR -WEDGE TYPE 1/2 x 3-1/2 2 .. 4 5 4 , 178# 2,400 Ib. 133# 17 FLOOR SLAB 6" X 3000 PSI. REINFORCED 228 " 4 „ 4 - SOIL BEARING PRESSURE 1000 PSF 2,400Ib. 94# i 26# 3 3 - SEISMIC ZONE 3. 2,400 Ib. 63# 4f:1_ i4# - TYPE = INTERCONNECTED UNITS. 3 „ 2 - BASE SHEAR FORMULA = ZIC(wLL / 2 +wDL) /Rw 1 2,400 Ib. 1# 4 • 2# 3" _ _ _ 1 44" 14. 48" 4 Iu= 144" SECIICN AXIAL FORCE MOMENT BEAM MCMENT • 1 8,575 Ib. 8,306 in.Ib. 2 7,350 Ib. 6,967 in.Ib. 9,636 in. b. <stdconn. 3 6,125 lb. 6,462 i n.l b. 8,714 in. b. < stdconn. 4 4,900 lb. 7,132 i n.I b, 8, 797 i n. b. stdconn. 5 3,675 lb. 4,055 i n.l b. 7,593 in. b. <- stdconn. 6 2,450 lb. 3,341 i n.I b. 5, 698 i n. b. <- stdconn. 4,569 in. b. <stdconn. 7 1,225 Ib. 1,797 in.Ib. 2,898 in. b. < stdconn. D- D/R DESIGN LOAD = 2400# BASE PLATE COLUMN BEAM EFF. V V 3X1- 5/8X13GA(LU25) V 6.5 X 3.5 X .375 COLUMN STRESS =1.28 4- 3/4x2- 3/4x14GA/496H Mbase= 5229 in.lb. MAX LOAD /LEVEL = 3,383 Ib. BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L �/ HORIZONTAL .J DIAGONAL .J J ANCHOR STRESS = 0.16 1 1/2 X 1- 1/4 X 14 GA 1 1/2 X 1- 1/4 X 14 GA PUNCT. STRESS = 0.95 # CE ANCHORS = 2 STRESS = 0.25 STRESS = 0.60 BENDING STRESS =1.00 SEIZMIC PROJECT CIRCUIT CITY #3336 isi INC. FOR INTERLAKE (IL) SHEET NO. 21 OF 49 MATERIAL HANDLING ENGINEERING BY P . T . DATE 2- 27 -1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 E- R 1,000 Ib. 2 . - 4i .-- 2 . 72 • S P ECI Fl CATI ON 3 j: ,.. MAIN STEEL 55000 PSI - BASE PLATE STEEL 36000 PSI / - ANCHOR - WEDGE TYPE 1/2 x 3 -1/2 - FLOOR SLAB 6" X 3000 PSI. REINFORCED 98" 1 108# • 23,, 144# 2 - SOI BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. 46" �` - TYPE = SINGLE ROW UNITS. 1 " - BASE SHEAR FORMULA = ZIC(wLL +wDL) /Rw Id( 1,000 Ib. 12# 1 6# 96" --' .1 24" `71 Iu= 96" SECTION AXIAL FORCE MOMENT BEAM MOMENT 1 1,575 lb. 650 i n.l b. 3,121 i n.l b. < stdconn. 2 1,050 lb. 3,592 in.Ib. 3 525 Ib. 2,347 in.Ib. 3,969 in.Ib. *- stdconn. 2,173 I n.I b. < stdccnn. E- S / R DESIGN LOAD = 1000# BASE PLATE COLUMN BEAM A/ 3X1- 5/8X14GA(LU21) V 3 X3 X.125 COLUMN STRESS =0.40 2- 5/ 16x2x 14GA/201 H BASE PINNED MAX LGAD /LEVEL = 1,062 Ib. BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L V HORIZONTAL V DIAGONAL . f J ANCHOR STRESS = 0.20 1 1 /2 X 1- 1/4 X 14 GA 1 1/2 X 1- 1/4 X 14 GA PUNCT. STRESS = 0.32 # CF ANCHORS = 1 STRESS = 0.06 STRESS = 0.07 BENDING STRESS =0.16 SEIZMIC PROJECT CIRCUIT CITY #3336 • FOR INTERLAKE (I L) INC. SHEET NO. Z OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T DATE 2- 27-1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 E- D/R / _ 1,000 lb. 106# _ _ 1 42# SPECIFICATION 3 MAIN STEEL 55000 PSI 2 ��� 4 - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3 -1/2 l - FLOOR SLAB 6" X 3000 PSI. REINFORCED 98" 2 1,000 Ib 5 6 # Z'" 1r - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. 49" / - TYPE = INTERCONNECTED UNITS. 2 „ - BASE SHEAR FORMULA = ZIC(wLL / 2 +wDL) /Rvi / 1,000 Ib. � # 8 # I: 1 }r •I_ 96" - -- fi 24" 4 I u = 96" SECTION AXIAL FORCE MOMENT BEAM MOMENT 1 1,5751b. 340 in.Ib. 2,111 in.Ib. <stdcann. 2 1,050 lb. 1,882 in.Ib. 3 525 Ib. 1,229 in.lb. 2,555 in.ib. <stdconn. 1,615 in.Ib. <stdconn. E- D/R DESIGN LOAD = 1000# BASE PLATE COLUMN BEAM 3X1- 5/8X14GA(LU21) 3 X 3 X.125 COLU V N STRESS =0.25 2- 5/16x2x14GA/201H BASE PINNED MAX LEAD /LEVEL = 1,062 I b. BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L V HORIZONTAL .4 DIAGONAL V V ANCHOR STRESS = 0.06 1 1/2 X 1- 1/4 X 14 GA 1 1/2 X 1- 1/4 X 14 GA PUNCT. STRESS = 0.23 # OF ANCHORS = 1 STRESS = 0.03 STRESS = 0.04 BENDING STRESS =0.09 . • SEiZMIC PROJECT CIRCUIT CITY #3336 INC. FOR INTERLAKE (I L) SHEET NO. 2-3 OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P DATE 2-27- 1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 F- D/R - - - - . SPECIFICATION ..,,,e_... 1,800 166# 4 „ 2_220 - MA STEEL 55000 PSI I" 5 - BASE PLATE STEEL 36000 PSI 1,800 Ib. 139# 185# 4 4 " - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 S " - FLOOR SLAB 6" X 3000 PSI. REINFORCED 228" 1,800 Ib. 91# 4 122# - SOIL BEARING PRESSURE 1000 PSF 3 T it, - SEISMIC ZONE 3. 1,800 Ib. 61# # 4 „ �1 # - TYPE = INTERCONNECTED UNITS. 36" 2 1,800 Ib. 30# 40# - BASE SHEAR FORMULA = ZIC(wLL / 2 +wDL) /Rw - 4 " 40 3" --, _ -, fi 144 "----,1' fi 36" 4 Iu= 144" SECTION AXIAL FORCE MOMENT BEAM MOMENT 1 4,625 lb. 4,164 i n.l b. 6,148 i n.I b. < stdconn. 2 3,700 lb. 4,133 i n.l b. 5,858 i n.l b. <- stdconn. 3 2,775 Ib. 3,582 in.Ib. 4 1,850 Ib. 4,286 in.Ib. 5,934 in.Ib. <stdconn. 5 925 Ib. 1,333 in.lb. 4,810 in.Ib. <stdconn. 2,667 i n.I b. <- stdconn. F- D/R DESIGN LOAD = 1800# BASE PLATE COLUMN BEAM V j 3X1- 5/8X13GA(LU25) V 7.75 X 3.5 X .375 COLUMN STRESS =0.66 4- 3/4x2- 3/4x 14GA/496H M base = 4163 i n.l b. MAX LC14D /LEVEL = 3,383 lb. BEAM I S O.K. OVERTURN! NG BRACING . SLAB & SOI L V HORIZONTAL . j DIAGONAL . f ANCHOR STRESS = 0.09 1 1/2 X 1- 1/4 X 14 GA 1 1/2 X 1- 1/4 X 14 GA PUNCT. STRESS = 0.51 • # OF ANCHORS = 2 STRESS = 0.10 STRESS = 0.27 BENDING STRESS =0.46 SEI ZMI C PROJECT CI RCUI T CITY #3336 INC. FOR INTERLAKE (I L) SHEET NO. 21 OF 49 MATERIAL HANDLING ENGINEERING P.T. 2- 27 -1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 CALCULATED BY DATE 161 ATLANTIC STREET • POMONA • CA 91768 G- S/R - 2,400 Ib _ 480# _ _ 6 � 40 . SPECIFICATION f 6 f--- - MAIN STEEL 55000 PSI 64" 4 " - BASE PLATE STEEL 36000 PSI 2,400 lb. 345# 460# - ANCHOR - WEDGE TYPE 1/2x2-1/4 3 5 4" .7- 2,4001b. , 2 277# ...0# - • FLOOR SLAB 6" X 3000 PSI. REINFORCED 228" ;t;,: 4 - SOIL BEARING PRESSURE 1000 PSF 3 2,400Ib 2�0 4 280# -t- 3„ 2,400 Ib. 134:. " X79# - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. 3 „ 2 - BASE SHEAR FORMULA = ZIC(wLL +wDL) /Rw 2,400 Ib. X 67# 4 9# / 3 „ 1 Ate 144 " - --71' /1" 48" 4 l u = 144" SECTION AXIAL FCRCE MCMENT BEAM MCMENT 1 7,3501b. 11,370 in.lb. 13,479 in.lb. <stdconn. 2 6,125 I b. 1 1 , 588 i n.l b. 13, 706 1 n.l b. < stdconn. 3 4,900 lb. 11,824in.lb. 12,3251n.1b. <stdconn. 4 3,675 lb. 8,826 i n.1 b. 9,714 i n.1 b. < stdconn. 5 2,450 lb. 6,603 1 n.1 b. 9,142 i n.l b. < stdcann. 6 1,225 Ib. 7,681 1n.1b. 5,840 in.Ib. a- stdconn. G- S/R DESIGN LOAD = 2400# BASE PLATE COLUMN BEAM 3X3X13GA(LU75) V 8 X 8 X.375 COLUMN STRESS =0.80 4- 3/4x2- 3/4x14GA/496H M base = 113691n.Ib. MAX LOAD/LEVEL = 3,3831b. BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L V HORIZONTAL . / DIAGONAL V Ni ANCHOR STRESS= 0.18 1 1 /2 X 1- 1 /2 X 14 GA 1 1 /2 X 1- 1 /2 X 14 GA PUNCT. STRESS = 0.80 # OF ANCHORS = 4 STRESS = 0.31 STRESS = 0.62 BENDING STRESS =1.01 SEI ZMI C PROJECT CIRCUIT CITY #3336 INC. FOR INTERLAKE (I L) SHEET NO. 2.5 OF 49 MATERIAL HANDLING ENGINEERING BY P . T . DATE 2- 27-1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 G- D/R / 2,400 lb. 244# _ 326# 6 7" 4f" - MAIN STEEL 55000 PSI 64" 4 " - BASE PLATE STEEL 36000 PSI 2,400 Ib. 76�# 234# - ANCHOR - WEDGE TYPE 1/2 x 2-1/4 3 " 5 4 " 2,400 Ib. 141# 149# - FLOOR SLAB 6" X 3000 PSI. REINFORCED 228" ; ,, 4 „ + - SOIL BEARING PRESSURE 1000 PSF 3 2 Ib 107* 4 143# - SEISMIC ZONE 3. 33" � -- 2,400 I b. • 4 " • 91# - TYPE = INTERCONNECTED UNITS. 3 „ 2 - BASE SHEAR FORMULA = ZIC(wLL / 2 +wDL) /Rw 1 2 400 Ib. .: • 4# 4 - • 5# 3 144 " --71' •1` 48'4 I u = 144" SECT1CN AXIAL FORCE MOMENT BEAM MOMENT 1 7,350 lb. 5,801 in.lb. 7, 857 i n.l b. <- stdconn. 2 6,125 Ib. 5,912 in.lb. 7,973 in.Ib. <stdccnn. 3 4,900 lb. 6,033 i n.1 b. 7,268 i n.1 b. <- stdconn. 4 3,675 lb. 4,503 1 n.1 b. 5,936 i n.I b. <- stdconn. 5 2,450 Ib. 3,369 in.lb. 6 1,2251b. 3, 919 in.lb. 5,644 i n.I b. < stdconn. 3,959 i n.1 b. < stdconn. G- D/R DESIGN LOAD = 2400# BASE PLATE COLUMN BEAM 3X3X13GA(LU75) V 7.75 X 5 X .375 COLUMN STRESS =0.52 4- 3/4x2- 3/4x14GA/496H Mbase= 5800 in.lb. TO 1.4 3X3X13GA/1- 5/8X13GA MAX LCAD/LEVEL = 3,383 Ib. BACKER STRESS =0.32 BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L V HORIZONTAL V DIAGONAL . j 1/ ANCHOR STRESS = 0.14 1 1/2 X 1- 1 /2 X 14 GA 1 1/2 X 1- 1/2 X 14 GA PUNCT. STRESS = 0.68 # OF ANCHORS = 2 STRESS = 0.16 STRESS = 0.31 BENDING STRESS =0.72 SEIZMIC PROJECT CIRCUIT CITY #3336 INC. FOR INTERLAKE (I L) SHEET NO. 2.(o OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T. DATE 2-27-1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 I- S/R -/—/ - z,aoo lb. 4 17� ••• S 56_ . SPECIFICATION 4 1' 64" 4f, - MAIN STEEL 55000 PSI 64" 4 " - BASE PLATE STEEL 36000 PSI 2 ,400 Ib. 30. 400# 3 4t ' - ANCHOR - WEDGE TYPE 1/2 x 2 -1/4 53" - FLOOR SLAB 6" X 3000 PSI. REINFORCED 228" 2,400 lb. 197 :" 4 263# , - SOIL BEARING PRESSURE 1000 PSF 2 - SEISMIC ZONE 3. 53" 4 " - TYPE = SINGLE ROW UNITS. / 1 2,400 Ib - •5# 26# - BASE SHEAR FORMULA = ZIC(wLL +wDL) /Rw 5 4" — 144 " ---71' •1 48"4 1u= 144" SECTION AXIAL FORCE MOMENT BEAM MOMENT 1 4,900 lb. 12,633 i n.l b. 14,724 I n.l b. < stdccnn. 2 3,675 lb. 12,816 in.lb. 13,432 in.Ib. <stdccnn. 3 2,450 lb. 10,048 i n.l b. 10,363 i n.I b. <- stdconn. 4 1,225 lb. 6,679 i n.l b. 5,339 1 n.I b. <- stdconn. 1- S/R DESIGN LOAD = 2400# BASE PLATE COLUMN BEAM V 3X3X13GA(LU75) V 8 X 8 X.375 COLUMN STRESS =0.78 4- 3 /4x2- 3/4x14GA/496H Mbase= 12632 in.Ib. MAX LOAD/LEVEL = 3,383Ib. BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L V HORIZONTAL .4 DIAGONAL .. .J ANCHOR STRESS = 0.23 1 1 /2 X 1 - 1 /2 X 14 GA 1 1 /2 X 1- 1/2 X 14 GA PUNCT. STRESS = 0.56 # OF ANCHORS = 4 STRESS = 0.20 STRESS = 0.41 BENDING STRESS =0.60 ► • SEIZMIC PROJECT CIRCUIT CITY #3336 INC. FOR INTERLAKE (I L) SHEET NO. 21 OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P DATE 2- 27-1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 1- D R / 2,4001b. 2120, _ _ 2$3# . SPECIFICATION 4 64" 4f MAIN STEEL 55000 PSI 64" 4 - BASE PLATE STEEL 36000 PSI 2,400 Ib. 150# 204# 't 3 4" - ANCHOR - WEDGE TYPE 1/2 x 2-1/4 5 " - FLOOR SLAB 6" X 3000 PSI. REINFORCED 228" 2,400 Ib. 100 :" 4 1 34# - SOIL BEARING PRESSURE 1000 PSF 2 - SEISMIC ZONE 3. S " 4 - TYPE = INTERCONNECTED UNITS. 1 2,400 lb. , 64# - BASE SHEAR FORMULA = ZIC(wLL / 2 +wDL) /Rw : 4�" 144 " - ' fi 48" I u = 144" SECTION AXIAL FORCE MOMENT BEAM MOMENT 1 4,900 lb. 7,672 i n.I b. 8,105 i n.l b. < stdconn. 2 3,675 lb. 6,539 in.Ib. 3 2,450 Ib. 5,126 in.lb. 7,833 in.lb. <stdconn. 4 1,2251b. 3,408 in.Ib. 6,2671n.lb. <stdconn. 3,704 i n.I b. <- stdconn. I - D/R DESIGN LOAD = 2400# BASE PLATE r COLUMN BEAM •./ 3X1- 5/8X13GA(LU25) V 7.75 X 3.5 X.375 COLUMN STRESS =1.00 4- 3/4x2- 3/4x14GA/496H M base = 5218 in.Ib. MAX LOAD/LEVEL = 3,3831b. BEAM I S O.K. OVERTURNING BRACING SLAB & SOIL V HORIZONTAL .4 DIAGONAL .4 ANCHOR STRESS = 0.09 1 1 /2 X 1 - 1/4 X 1 4 GA 1 1 /2 X 1- 1/4 X 14 GA PUNCT. STRESS = 0.51 # CF ANCHORS = 2 STRESS = 0.14 STRESS = 0.35 BENDING STRESS =0.46 • • SEIZMIC PROJECT CIRCUIT CITY #3336 INC. FOR INTERLAKE (I L) SHEET NO. 2S OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T. DATE 2-27- 1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 K- S/R / - - - - SPECIFICATION 3,000 lb. 403# ' 537# - MAIN STEEL 55000 PSI 2 4 - BASE PLATE STEEL 36000 PSI I" 4 - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 - FLOOR SLAB 6" X 3000 PSI. REINFORCED 228" 3,000 Ib. 2250 4f1._ 22 # - SOIL BEARING PRESSURE 1000 PSF 1 - SEISMIC ZONE 3. , 4 - TYPE = SINGLE ROW UNITS. 112" - BASE SHEAR FORMULA = ZIC(wLL +wDL) /Rw 4_ fi--- 180" ,1` 48" 4 Iu= 180" SECTION AXIAL FORCE MOMENT BEAM MOMENT 1 3,050 Ib. 25,648 in.Ib. 19,260 in.ib. <stdconn. 2 1,5251b. 8,871 in.1b. 6,436 i n.I b. <- stdconn. K- S/R DESIGN LOAD = 3000# BASE PLATE COLUMN BEAM - 3X3X13GA(LU75) V 7.75 X 5 X.375 COLUMN STRESS =0.37 5- 15/16x2- 3/4x14GA/689H M base = 8950 i n.I b. TO 1V 3X3X13GA/ 1- 5/8X13GA MAX LOAD /LEVEL = 3,795 I b. BACKER STRESS =0.79 BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L V HORIZONTAL . / DIAGONAL . J V ANCHOR STRESS= 0.29 1 1 /2 X 1- 1 /2 X 14 GA 1 1 /2 X 1- 1 /2 X 14 GA PUNCT. STRESS = 0.41 # CF ANCHORS = 2 STRESS = 0.13 STRESS = 0.26 BENDING STRESS =0.33 , i • • SEIZMIC PROJECT CIRCUIT CITY #3336 FOR INTERLAKE (I L) INC. SHEET NO. OF 49 MATERIAL HANDLING ENGINEERING P.T. 2- 27-1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 CALCULATED BY DATE 161 ATLANTIC STREET • POMONA • CA 91768 K- D/R 36" DEEP . SPECIFICATION 2,250 Ib. 155# f" 207 - MAIN STEEL 55000 P _ F-- 4 - BASE PLATE STEEL 36000 PSI 8 .. 4 .. - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 - FLOOR SLAB 6" X 3000 PSI. REINFORCED 228" 2,250 Ib. 86# 6 II_ 115# - SOIL BEARING PRESSURE 1000 PSF 1 - SEISMIC ZONE 3. 4 - TYPE = INTERCONNECTED UNITS. 1 2" . - BASE SHEAR FORMULA = ZIC(wLL / 2 +wDL) /Rw 4 " 7 •f_ 180 " ---- 71' 61` 36"4 Iu= 180" SECTION AXIAL FORCE MOMENT BEAM MOMENT 1 2,300 I b. 6,664 i n.i b. 7,041 i n.l b. < stdconn. 2 1,150 1 b. 3, 418 i n.l b. 3,709 i n.I b. < stdccnn. K- D/R 36" DEEP DESIGN LOAD = 2250# BASE PLATE COLUMN 1 BEAM 3X3X13GA(LU75) V 7.75 X 5 X.375 COLUMN STRESS =0.17 5- 15/16x2- 3/4x14GA/689H Mbase= 6664 in.lb. TO 1 V 3X3X13GA/1- 5/8X13GA MAX LOAD /LEVEL = 3,795 Ib. BACKER STRESS =0.26 BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L V HORIZONTAL .4 DIAGONAL . J V ANCHOR STRESS =0.04 1 1/2X1 - 1/2X14 GA 1 1/2X1 -1/2X 14 GA PUNCT. STRESS = 0.25 # CF ANCHORS = 2 STRESS = 0.04 STRESS = 0.08 BENDING STRESS =0.14 , • ralltiallinassisileiliMaill PROJECT CIRCUIT CITY #3336 INC. FOR INTERLAKE (I L) SHEET NO. 30 OF 49 MATERIAL HANDLING ENGINEERING BY P . T . - 27 -1 995 TEL: (909)869 -0989 • FAX: (909)869 -0981 • DATE 161 ATLANTIC STREET • POMONA • CA 91768 K- D/R 48" DEEP / / - - - - . SPECIFICATION 3,000 Ib. 2044 f 273# - MAIN STEEL 55000 PSI 71.- 2 Tel_ — BASE PLATE STEEL 36000 PSI I" 4 „ - ANCHOR — WEDGE TYPE 1/2 x 3-1/2 — FLOOR SLAB 6" X 3000 PSI. REINFORCED 228" 3,000 lb. 11 0 4., 153# — SOIL BEARING PRESSURE 1000 PSF 1 . \ — SEISMIC ZONE 3. 4 - TYPE = INTERCONNECTED UNITS. 1 2" — BASE SHEAR FORMULA = ZIC(wLL / 2 +wDL) /Rw 4" /. •- 180 " - -- ,1"- 48" 4 Iu= 180" SECT1CN AXIAL FORCE MOMENT BEAM MOMENT 1 3,050 Ib. 8,791 in.lb, 8,650 in.lb. <stdconn. 2 1,525 Ib. 4,508 in.1b. 4,254 i n.I b. <- stdconn. K- D/R 48" DEEP DESIGN LOAD = 3000# BASE PLATE COLUMN 1 BEAM J V 3X3X13GA(LU75) V 7.75 X 5 X.375 COLUMN STRESS =0.23 5- 15/16x2- 314x14GA/689H M base = 8791 i n.l b. TO 1V 3X3X13GA/ 1- 5/8X13GA MAX LOAD /LEVEL = 3,795 lb. BACKER STRESS =0.38 BEAM I S O.K. OVERTURNING BRACING 1 SLAB & SOI L ✓ HORIZONTAL .4 DIAGONAL . J V ANCHOR STRESS = 0.06 1 1 /2 X 1 - 1/2 X 14 GA 1 1 /2 X 1- 1/2 X 14 GA PUNCT. STRESS = 0.29 # CF ANCHORS = 2 STRESS = 0.06 STRESS = 0.13 BENDING STRESS =0.19 • SEIZ PROJECT CIRCUIT CITY #3336 INC. FOR INTERLAKE (I L) SHEET NO. 31 OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T. DATE 2-27- 1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 L- S /R_ - 2,4001b 4 050, _ _ 540# . SPECIFICATION 4 64" 4f" - MAIN STEEL 55000 PSI 64" 4 " - BASE PLATE STEEL 36000 PSI 2,400 Ib. 291# 38.# 't 3 - 4" - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 5" - FLOOR SLAB 6" X 3000 PSI. REINFORCED 228" 2,400 Ib. 192'" 4 " 256# - SOIL BEARING PRESSURE 1000 PSF 2 1" - SEISMIC ZONE 3. 2,400 Ib. X20" 4 461 # - TYPE = SINGLE ROW UNITS. 1 - BASE SHEAR FORMULA = ZIC(wLL+wDL)/Rw 63" 4 144 " -71' le 48" 4 I u = 144" SECTION AXIAL FORCE MOMENT BEAM MCMENT 1 4,900 lb. 17,001 i n.I b. 14, 948 i n.l b. <- stdconn. 2 3,675 lb. 8,896 i n.l b. 11,330 i n.l b. <- stdconn. 3 2,450 lb. 9,765 i n.I b. 10,128 i n.l b. N stdconn. 4 1,225 lb. 6,491 in.lb. 5,245 in.Ib. <- stdccnn. L- S/R DESIGN LOAD = 2400# BASE PLATE COLUMN BEAM 3X3X13GA(LU75) V 8 X 8 X .375 COLUMN _ STRESS =0.85 4- 3/4x2- 3/4x 14GA/496H Mbase = 16350 in.! b. MAX LOAD /LEVEL = 3,383 lb. BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L V HORIZONTAL . j DIAGONAL . j V ANCHCR STRESS = 0.22 1 1/2X1 - 1/2X14 GA 1 1/2X1 - 1/2X14 GA PUNCT.STRESS = 0.56 • # CF ANCHORS = 4 STRESS = 0.20 STRESS = 0.41 BENDING STRESS =0.60 SEIZMIC PROJECT CI RCUIT CITY #3336 INC. FOR INTERLAKE (I L) SHEET NO. OF OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T 2-27-1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 DATE 161 ATLANTIC STREET • POMONA • CA 91768 • L- D/R 36" DEEP - , r - l,aoo Ib. 157# .. 209# • SPECIFICATION 4 � 64" 4f MAIN STEEL 55000 PSI 64" 4 - BASE PLATE STEEL 36000 PSI 1,800 ib 1 1 3# ��# 3 4" - ANCHOR - WEDGE TYPE 1/2x 3 -1/2 53" - FLOOR SLAB 6" X 3000 PSI. REINFORCED 228" ✓ 1,800 Ib. 74# 1r. 99# - SOIL BEARING PRESSURE 1000 PSF 2 4 1" - SEISMIC ZONE 3. 1,800 Ib. 46# iu 42# - TYPE = INTERCONNECTED UNITS. 1 - BASE SHEAR FORMULA = ZIC(wLL / 2 +wDL) /Rw 63" 4," fi 144 "-----71' fi 36" 4 I u = 144" SECT1CN AXIAL FORCE MOMENT BEAM MOMENT 1 3,700 [b. 6,466 1 n.i b. 2 2,775 Ib. 3,450 in.lb. 6,958 in.lb. < stdconn. 5,618 in.lb. a- stdcann. 3 1,850 lb. 3,786 in.lb. 5,152 i n.l b. c- stdconn. 4 925 I b. 2, 517 in.lb. 3,258 in.lb. < stdconn. L- D/R 36" DEEP DESIGN LOAD = 1800# BASE PLATE COLUMN BEAM 7.75 X 3.5 X .375 COLUMN 3XSTR SS X1 0 3 9 LU25) 4- 3/4x2- 3/4x14GA/496H Mbase= 6465 in.lb. MAX LOAD/LEVEL = 3,383Ib. BEAM I S O.K. OVERTURNING BRACI NG SLAB & SOI L V HORIZONTAL . / DIAGONAL . j ANCHOR STRESS = 0.07 1 1/2 X 1- 1/4 X 14 GA 1 1/2 X 1- 1/4 X 14 GA PUNCT. STRESS = 0.44 # OF ANCHORS = 2 STRESS = 0.08 STRESS = 0.21 BENDING STRESS =0.36 • SEIZMIC PROJECT CI RCUIT CITY #3336 INC. FOR INTERLAKE (I L) SHEET NO. 33 OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T. DATE 2- 27 -1995 TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 L- D/R 48" DEEP 2,400 lb. 206# - 275# SPECIFICATION f 4 64" 4f" - MAIN STEEL 55000 PSI 64" 4 " - BASE PLATE STEEL 36000 PSI It 2,400 Ib. .148# 198# 3 4" - ANCHOR - WEDGE TYPE 1/2 x 3 -1/2 5" - FLOOR SLAB 6" X 3000 PSI. REINFORCED 228" 2,400 Ib. 98# 1" 130# - SOiL BEARING PRESSURE 1000 PSF 2 4)" - SEISMIC ZONE 3. ,_, 2,400 Ib. 41# 4 �2# - TYPE = INTERCONNECTED UNITS. 1 - BASE SHEAR FORMULA = ZIC(wLL / 2 +wDL) /Rw 6 4" 144" fi 48" - 4 I u = 144" SECT)CN AXIAL FORCE MOMENT BEAM MOMENT _ 1 4,900 lb. 8,508 'nib. 8,523 i n.l b. < stdconn. 2 3,675 Ib. 4,539 in.Ib. 3 2,450 Ib. 4,982 in.Ib. 6,760 in.1b. <stdconn. 4 1,225 lb. 3,312 i n.l b. 6,147 I n.I b. < stdconn. 3,656 I n.1 b. <- stdconn. L- D/R 48" DEEP DESIGN LOAD = 2400# . BASE PLATE COLUMN BEAM EFF. V J 3X1- 5/8X13GA(LU25) V 6.5 X 3.5 X .375 COLUMN STRESS =1.26 4- 3/4x2- 3/4x14GA/496H M base = 8507in.ib. MAX LOAD/LEVEL = 3,383 Ib. BEAM l S O.K. OVERTURNING BRACING SLAB & SOIL V HORIZONTAL . J DIAGONAL . j V ANCHOR STRESS = 0.09 1 1/2 X 1 - 1/4 X 14 GA 1 1 /2 X 1- 1/4 X 14 GA PUNCT. STRESS = 0.55 # OF ANCHORS = 2 STRESS = 0.14 STRESS = 0.35 BENDING STRESS =0.47 SEI ZMI C PROJECT CI RCUI T CITY #3336 INC. FOR__. INTERLAKE (I L) SHEET NO. 39 OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T DATE 2- 27-1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 - C 1 S// 611 ATLANTIC STREET • POMONA • CA 91768 T- R 2,400 l b. 429# - __an 7 3 . SPECIFICATION f _ 4 i - MAIN STEEL 55000 PSI 64" 4 " - BASE PLATE STEEL 36000 PSI 2 , 4 00 Ib. 309# 412# 3 a" - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 63" - FLOOR SLAB 6" X 3000 PSI. REINFORCED 228" a „ - SOIL BEARING PRESSURE 1000 PSF / 2,400 Ib. 18 1 # 241# 2 - SEISMIC ZONE 3. 41 4 ,� - TYPE = SINGLE ROW UNITS. 2,400 lb. 90# 1 20# 4. - BASE SHEAR FORMULA = ZIC(wLL +wDL) /Rw 44 „ 1 a I f-- 144 " -- I` 48" 4 I u = 144" SECTION AXIAL FORCE MOMENT BEAM MOMENT 1 4,9001b. 11,622 in.lb. 13,332 in.lb. <stdconn. 2 3,675 lb. 1 1, 041 in.Ib. 13,803 i n.l b. <- stdconn. 3 2,450 lb. 12,565Inib. 11,7221n.lb. <- stdconn. 4 1,225 Ib. 6,878 in.Ib. 5,439 in.Ib. <- stdconn. T- S/R DESIGN LOAD = 2400# BASE PLATE COLUMN BEAM 3X3X13GA(LU75) V 8 X 8 X .375 COLUMN STRESS =0.60 4- 3/4x2- 3/4x14GA/496H M base = 11622 i n.1 b. MAX LOAD /LEVEL = 3,383 lb. BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L V HORIZONTAL . j DIAGONAL V V ANCHOR STRESS = 0.23 1 1/2 X 1- 1/2 X 14 GA 1 1/2 X 1- 1/2 X 14 GA PUNCT. STRESS = 0.56 # OF ANCHORS = 4 STRESS = 0.20 STRESS = 0.41 BENDING STRESS =0.60 SEI ZMI C PROJECT CI RCUI T CITY #3336 INC. FOR I NTERLAKE (I L) SHEET NO. 3 S OF 4 9 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T. DATE 2-27- 1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 • T- D/R z,400 lb. 219# - 2 _ 92 . SPECIFICATION I 4 64" 4f" - MAIN STEEL 55000 PSI 64" 4 _" - BASE PLATE STEEL 36000 PSI 2,400 Ib. - ,' 210# 3 4° - ANCHOR - WEDGE TYPE 1/2x 3 -1/2 63" - FLOOR SLAB 6" X 3000 PSI. REINFORCED 228" 4 „ - SOIL BEARING PRESSURE 1000 PSF / 2,400 lb. 92# 2 - SEISMIC ZONE 3. 4 4 - TYPE = INTERCONNECTED UNITS. 2,400 Ib. 6# 61# - BASE SHEAR FORMULA = ZIC(wLL / 2 +wDL)/Rw 4 1 41 1 144"--4 .I`. 48 " 4 I u = 144" SECTION AXIAL FORCE MOMENT BEAM MOMENT 1 4,900 lb. 6,640 i n.l b. 8,137 L n.l b. < stdcann. 2 3,675 Ib. 5,633 in.lb. 8,022 in.lb. <stdconrl. 3 2,450 lb. 6,411 i n.l b. 6,960 i n.I b. < stdconn. 4 1,225 Ib. 3,509 in,lb. 3,755 in.lb. <- stdconn. T- D/ R DESIGN LOAD = 2400# BASE PLATE COLUMN BEAM J 3X1- 5/8X13GA(LU25) V 7.75 X 3.5 X .375 COLUMN STRESS =0.90 4- 3/4x2- 3/4x14GA/496H M base = 5 218 i n.I b. MAX LOAD /LEVEL = 3,383 lb. BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L V HOR IZONTAL . j DIAGONAL V V ANCHOR STRESS = 0.09 1 1/2 X 1- 1/4 X 14 GA 1 . 1/2 X 1- 1/4 X 14 GA PUNCT. STRESS = 0.51 # OF ANCHORS = 2 STRESS = 0.14 STRESS = 0.35 BENDING STRESS =0.46 SE IZMI C PROJECT CIRCUIT CITY #3336 {NC. FOR INTERLAKE (I L) SHEET NO. 3(0 OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T DATE 2- 27-1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 M- S/R / / - - - SPECI Fl CATI ON 1 - MAIN STEEL 55000 PSI 1,000 Ib. 171" 231# ,A - . - BASE PLATE STEEL 36000 PSI ' 4 7 " - ANCHOR - WEDGE TYPE 1/2 x 3 -1/2 1,000 lb. 129# 174# - FLOOR SLAB 6" X 3000 PSI. REINFORCED 144" d r 3 2 4 — SOIL BEARING PRESSURE 1000 PSF 1,000 Ib. 86# 115# - SEISMIC ZONE 3. 2 2 " - TYPE = SINGLE ROW UNITS. 1,000 Ib. 43# 4 „ 57# _I. - lib — BASE SHEAR FORMULA = ZIC(wLL+wDL) /Rw 2 ,� 1 _ _ _ fi — 96" - -- 4' fi 24" - 7I' Iu= 96" SECTION AXIAL FORCE MOMENT BEAM MOMENT 1 2,100 I b. 5,631 i n.I b. 5,180 i n.l b. <- stdconn. 2 1,575 Ib. 2,729 in.Ib. 3,425 in.1b. * stdconn. 3 1,050 lb. 2,122 i n.I b. 2,668 i n.l b. <- stdconn. 4 5251b. 1,213 i n.I b. 1,606 i n.I b. < stdconn. M- S/R DES l GN LOAD = 1000# BASE PLATE COLUMN BEAM 3X1- 5/8X14GA(LU21) V 3 X3 X.125 COLUMN STRESS =0.68 2- 5/16x2x14GA/201 H BASE PINNED MAX LOAD /LEVEL = 1,062 I b. BEAM I S O.K. OVERTURNING _ BRACING SLAB & SOI L �i HORI ZONTAL N i DI AGONAL V 4] ANCHOR STRESS = 0.40 1 1/2 X 1 - 1/4 X 14 GA 1 1 /2 X 1- 1/4 X 14 GA PUNCT. STRESS = 0.44 # CF ANCHORS = 1 STRESS = 0.08 STRESS = 0.22 BENDING STRESS =0.26 SEIZMIC PROJECT CIRCUIT CITY #3336 INC. FOR INTERLAKE (I L) SHEET NO. 31 OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T. DATE 2-27-1995 TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 M- D/R • SPECIFICATION �" MAIN STEEL 55000 PSI 1,000 Ib. 990 # 4 121 # ., - BASE PLATE STEEL 36000 PSI 4 „ - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 1,000 1b. 68# 90 - FLOOR SLAB 6" X 3000 PSI. REINFORCED 144" 3 2" 4" - SOIL BEARING PRESSURE 1000 PSF 1,000 Ib. V 45# 60# 6 - SEISMIC ZONE 3. 2 2" - TYPE = INTERCONNECTED UNITS. 1,000 lb. 22# 4 „ ♦ 30# - BASE SHEAR FORMULA = ZIC(wLL / 2 +wDL) /Rw 2 „ 1 7 — I �" . I- �I� 96" —4 .1` 24" -4 Iu= 96" SECTION AXIAL FORCE MCMENT BEAM MCMENT 1 2,100 I b. 2,949 in.lb. 3,189 i n.l b. < stdconn. 2 1,575 Ib. 1,429 in.lb. 2,270 in.lb. <stdconn. 3 1,050 Ib. 1,112 in.lb. 1,873 in.lb. <stdconn. 4 525 Ib. 635 in.1b. 1,318 in.Ib. <stdconn. M- D/R DESIGN LOAD = 1000# BASE PLATE COLUMN BEAM 3X1- 5 /8X14GA(LU21) 3 X3 X,125 COLUM V STRESS =0.45 2- 5/16x2x14GA/201H BASE PINNED MAX LOAD /LEVEL = 1,062 1 b. BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L V HOR 1 ZONTAL .4 DIAGONAL .J V ANCHOR STRESS = 0.08 1 1/2 X 1- 1/4 X 14 GA 1 1/2 X 1- 1/4 X 14 GA PUNCT. STRESS = 0.32 # OF ANCHORS = 1 STRESS = 0.04 STRESS = 0.12 BENDING STRESS =0.16 ' SEIZMIC PROJECT CIRCUITCITY #3336 FOR INTERLAKE (I L) INC. SHEET NO. 3$ OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T DATE 2- 27 -1 995 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 • N - /R / 1,000 Ib, 173 2 +2 31 . SPECIFICATION 4 MAIN STEEL 55000 PSI 34" 4,f" - BASE PLATE STEEL 36000 PSI 1,000 Ib. 129# 1730, - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 3 34" - FLOOR SLAB 6" X 3000 PSI. REINFORCED 144" 1,000 lb. 86# 4 " 1 15# - SOIL BEARING PRESSURE 1000 PSF 2 - SEISMIC ZONE 3. 34" - TYPE = SINGLE ROW UNITS. 1 1 Ib. �3# 4 �7# - BASE SHEAR FORMULA = ZIC(wLL+wDL) /Rw 34" Jr . / / 96" - - - , 1` 36'4 Iu= 96" SECTION AXIAL FORCE MOMENT BEAM MCMENT 1 2,100 I b. 6,930 i n.I b. 2 1, 575 I b. 3, 313 i n.l b. 6,122 i n.I b. < stdconn. 3 1,050 lb. 2,577 i n.l b. 3, 945 i n.i b. <- stdconn. 4 5251b. 1,473 in.lb. 3,025 In.Ib. <stdconn. 1,736 in.Ib. <stdconn. N- S/R DESIGN LOAD = 1000# BASE PLATE COLUMN _ BEAM 3X1- 5 /8X14GA(LU21) V 3 X3 X.125 COLUMN STRESS =0.80 2- 5/16x2x14GA/201 H BASE PINNED MAX LCIAD /LEVEL = 1,062 lb. BEAM I S O.K. OVERTURNI NG BRAC I NG SLAB & SOI L V HORIZONTAL . j DIAGONAL . j V ANCHOR STRESS = 0.16 1 1 /2 X 1 - 1/4 X 14 GA 1 1 /2 X 1- 1/4 X 14 GA PUNCT. STRESS = 0.39 # CF ANCHORS = 1 STRESS = 0.09 STRESS = 0.24 BENDING STRESS =0.22 SEIZMIC PROJECT CIRCUIT CITY #3336 INC. FOR I NITER LAKE (I L) SHEET NO. a5 OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T. 2- 27-1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 DATE 161 ATLANTIC STREET • POMONA • CA 91768 N- D/R 1,000 Ib. - 90# - - 121# SPECIFICATION : ► ,, 4 - MAIN STEEL 55000 PSI 34" :I - BASE PLATE STEEL 36000 PSI 1,000 Ib. 68# 90# - ANCHOR - WEDGE TYPE 1/2 x 3-1/2 3 1 - FLOOR SLAB 6" X 3000 PSI. REINFORCED 144" 1,0001b. 45# 4 " ` 600# - SOIL BEARING PRESSURE 1000 PSF 2 - SEISMIC ZONE 3. 34" - TYPE = INTERCONNECTED UNITS. 1 1,000 Ib 22# 4 " �0# - BASE SHEAR FORMULA = ZIC(wLL / 2 +wDL) /Rw 3 1 Y ) j . fi 9 6" -- ---ot' fi 36" - or Iu= 96" SECTION AXIAL FORCE MOMENT BEAM MOMENT 1 2,100 !b. 3,630 i n.l b. 3,683 i n.l b. < stdconn. 2 1,575 lb. 1,736 in.lb. 3 1,050 lb. 1,350 in.lb. 2,543 in.Ib. <stdconn. 4 525 lb. 771 i n.l b. 2,061 i n.I b. < stdconn. 1,386 in.lb. <stdconn. N- D/R DESIGN LOAD = 1000# BASE PLATE COLUMN BEAM V 3X1- 5 /8X14GA(LU21) A / 3 X 3 X .125 COLUMN STRESS =0.51 2- 5/ 16x2x 14GA/201 H BASE PINNED MAX LOAD /LEVEL = 1,062 lb. BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L V HORIZONTAL .4 DIAGONAL Ai Al ANCHOR STRESS = 0.08 1 1/2 X 1- 1/4 X 14 GA 1 1/2 X 1- 1/4 X 14 GA PUNCT. STRESS = 0.29 # OF ANCHORS = 1 STRESS = 0.05 STRESS = 0.12 BENDING STRESS =0.14 SEIZMIC PROJECT CIRCUIT CITY #3336 INC. FOR I NTERLAKE (I L) SHEET NO. 90 OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY 13.T. DATE 2- 27 -1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 LOADS & DISTRIBUTION A- S/R UVE LOAD PER SHELF (BASED ON CUENT SUPPLIED DATA) = wLL. DEAD LOAD PER SHELF = wDL SEISMIC SHEAR BASED ON STD 27 -11 OF THE 1991 UBC = V. WHERE V= ZIC[wDL +wLL] /Rw SEISMIC ZONE = 3 3 2,400 Ib. — 33�i Z = .3 76: 1 = 1 2,4001b. 252# C = 2.75 2 Rw ( LONGITUDI NAL) = 8 Rw (TRANSVERSE) = 6 228" 24001b. 168# 1 wDL = 50 lb. 1 z" I NTERCONNECTED UNITS. LONGITUDINAL DIRECTION VI on = 1 * 2.75 (7200 +150)/8 144"---4 VI 9 I u= 144" VI ong = 758 I b. Fi = V Whi /1Wh _ 449# TRANSVERSE DIRECTION VI ong = .3 * 1 * 2.75 * ( 7200 + 150) / 6 4 , ►# Vtrans = 1,011 I b. Fi = V Whi /EWh 4 „ _ - 224# 4 " 4 TOTAL FRAME LOAD = 7,3501b. J l` 48" 4 SEIZMIC PROJECT CIRCUIT CITY #3336 INC. FOR INTERLAKE (I L) SHEET NO. 1I OF 49 MATERIAL HANDLING ENGINEERING P.T. 2-27-1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 CALCULATED BY DATE 161 ATLANTIC STREET • POMONA • CA 91768 LONGITUDINAL ANALYSIS :A- S/R • THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT MID- HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE.(OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT). VI ong = 2 * Vcol 758 I b.I , Vco1 379 1 b. _ F 1 = 84 I b. 56 In. Beam to Col. Conn. F 2 = 126 1 b. Fl = )..._._�� li F 3 = 168 1 b. 1121n. .-1= h= 1101n. 1 Col. to slab. -41 011k BASE PROVIDE PARTIAL FIXITY. SEE BASE PLATE SHT. Mbase = 9887 in.Ib. Mupper + MI ower = Mconn'R' + Mconn'L' iln. Mupper Mconn " L " Mconn'R' = Mconn'L' Mconn * 2 = Mupper + MI ower G LI- JL 7 Mconn = [ Mupper + MI ower]/2 Mconn "R' M lower RESULTING FORCES ON COLUMN it SECTION AXIAL LOAD MOMENT Mconn irs Mimeo 1 3675 31800 B BLAB 22027 2 2450 8253 8484 3 1225 4716 SEIZMIC PROJECT_ CIRCUIT CITY #3336 FOR INTERLAKE (IL) INC. SHEET NO. 91 OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T 2-27- 1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 DATE 161 ATLANTIC STREET • POMONA • CA 91768 COLUMN ANALYSIS :A- S/R • COLUMN IS ANALYZED PER AISI COLD- FORMED STEEL DESIGN MANUAL. Pmax = 3,675 I b. Mmax = 31,801 i n.I b. Kxlx /rx =1.2 * 110 / 1.282 = 103.0 <- GOVERNS l A —$0.1 KyI y /ry = .8 * 42 / 1.472 = 22.8 Cc = (217/2E /Fy) = 102.0 B SI NCEXI'IeE /23(KI /r)' Fa = 14,086 psi . ' IMP fa /Fa = Pmax /(area* Fa) = 0.19 >.15 D E �r SECTION PROPERTIES A =3" B =3" C= .75" D= 1.625" E =.75" Wt. =0# F'e =1 an /2E/23(Kx1 x /rx)'2 t1 = .0897" t2 = .0897" Area= 1.339 " /2 F'e = 14,086 psi. Ix = 2.2 " ly = 2.902 "M4 Fb = .6 *F 33,000 psi. Sx = 1.467 "h3 Sy = 1.215"A3 Y — — p . rx = 1.282"A2 ry = 1.472"A2 Cm *fb /Fb[1- fa /F'e] = 0.82 _ _ _ _ COMBINED STRESS = 1.01 56" 42" 110" 42" Front View $ide Vies% • SEI PROJECT CIRCUITCITY #3336 • INC. FOR INTERLAKE (IL) SHEET NO. 13 OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T. DATE 2- 27- 1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 COLUMN ANALYSIS :A- SIR COLUMN IS ANALYZED PER AISI COLD- FORMED STEEL DESIGN MANUAL. Pmax = 2,450 lb. Mmax = 8,253 i n.I b. Kxlx /rx = 1.2 * 56 / 1.2291 = 54.7 <- GOVERNS * A---al Kyly /ry = .8 * 42 / 1.08 = 31.1 = _� ='�__ B Cc = (2Tr '2E /Fy)45 = 102.0 SINCE KI /r =Cc, Fa = .522Fy - [(Id /r* Fy)/ 1494]/2 = 24,659 psi. fa = P max/Area I� —Id = 3,121 psi. ( C fb = Mmax /Sx SECTION PROPERTIES = 10,384 psi . A= 3" B = 3 " fa /Fa =0.13 x.15 E =0" Wt. =2.784# fa /Fa +fb /Fb c 1.33 ti = .0897" t2 = 0" Area =.7851 "^2 Fb = .6* Fy = 33,000 psi. Ix= 1.1923 "MIy = .9171 "^4 fb /Fb = 0.31 rx = .7948"A3 1 "A2ry = 1 08 COMBINED STRESS = 0.44 _ _ _ -7 56" 42" 1 tO " 42" J Front View Side View n 11111.577t111.1111 PROJECT CIRCUIT CITY #3336 • INC. FOR INTERLAKE (I L) SHEET NO. OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T. 2- 27 -1995 TEL: (909)869-0989 • FAX: (909)869-0981 DATE 161 ATLANTIC STREET • POMONA • CA 91768 BEAM ANALYSIS :A- S/R BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE THE SYSTEM, ALTHOUGH IT DOES NOT PROVIDE 100% FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING THEY HAVE PINNED ENDS. FOR THE COMPUTATION OF BEAM TO COL MOMENT CAPACITY, THE PARTIAL FIXITY OF THE BEAM,(ASSUMED AT AN ARBITRARY 25% OF THE FIXED END MOMENT OR 2,000 in.ib. WHICH EVER IS SMALLER) WILL BE ADDED. I act = 144.0 in. 2.75" I max = [1950 + 1200(M1 /M2)]b /Fy 1.75 "-4 SINCEM1 /M2 =1.0 r"" 'max = 3150* b /Fy = 158 in. j 1.625" SINCE 'max >I act Fb = .60Fy = 33,000 psi. _j_ MAXI MUM STATIC LOAD PER LEVEL DEPENDS ON 4.758" 1) BENDING CAPACITY M = Sx* Fb = w1/2/8 t= .0747 i n. = 36795i n.I b. J CAPACITY = 2(8*M/I) = 36341b. Sx = 1.115 i n.A3 2) MAXI MUM ALLOWABLE DEFLECTION (L/180). Ix = 2.787 in.M4 = 5w1 '4/384EI CAPACITY = 2[(384EI)/(5* 180 *1 /2)] = 33831 b. MAXIMUM STATIC LOAD PER LEVEL I S 3,383 lb. ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL. Mstatic= w1 X12/8 = LIVE.LC14D *L/(2 *8) Mall cm( stab c) = Sx * Fb Mimpact= 1.125 *Mstatic Mal I ow( sei smi c) = 1.33 * Sx * Fb Msei s mi c = Mconn (SEE LONG. ANALYSIS) LEVEL Mstatic Mimpact Mal I ow Msei smi c Mal low RESULT 1.125 Mstatic (static) (sei smi c) 1 21600 24300 36795 22027 49059 GOOD 2 21600 24300 36795 8484 49059 GOOD 3 21600 24300 36795 4358 • 49059 GOOD • SEI ZMI C PROJECT CI RCUI T CITY #3336 INC. FOR I NTER LAKE (I L) SHEET NO. 9 5 OF 49 MATERIAL HANDLING ENGINEERING p 2- 27 -1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 CALCULATED BY DATE 161 ATLANTIC STREET • POMONA • CA 91768 BEAM TO COLUMN CONNECTION TESTS WERE CONDUCTED ON THE STUD MATERIAL FOR INTERLAKE BEAM TO COLUMN CONNECTION AND PRODUCED AN ULTIMATE MOMENT OF 27,703 IN -LBS FOR STD CONN AND 36,014 IN -LBS FOR H.D. CONN (SEE TEST RESULTS BELOW). PREVIOUS BEAM TO COLUMN CONNECTION CALCULATIONS USED WERE CONSERVATIVE COMPARED TO THE TEST RESULTS. Table C-1: CANTILEVER TEST RESULTS SAMP BEAM END BEA. BEAM ULTIMATE SPRING PLATE WELD DROP MOMENT CONST • 1 331 6" D 31661 388, ' --g.. 2 331 6" D STD 27703 410,119 3 331 8-3/8" D STD 39576 361,990 --a.. 4a 331 84/8" D SID 36014 295,290 4b 331 8-3/8" D SID 39576 313,782 NEN 331 84/8" D DN =2.1:': 57385 440,040 5b 331 84/8" D DNA N2.1:•:. 55406 472,878 6a 331 8-3/8" D DN -21: 55406 45.924 6b 331 8-3/8" D DN =21:: 55406 463,090 • 7 331 9.112" D STD 41555 343.343 • 8a 331 9-1/2' D SID 39576 320.026 " 8b 331 9-1/2" D STD 37597 297 76 9 377 6" C + 0.188 31661 384.216 10a 377 6" C - 0.188 27703 369,256 10b 377 6' C • 0188 33640 371,248 lla 377 8-3/8" D STD 56396 403,953 llb 371 8-3/8" D S'I'D 62926 472,008 MN 377 8-3/8' D STD 59364 484,890 12b 377 8-3/8" D STD 59364 473.912 • 13a 377 9.1/2" D STD N/A N/A • 13b 377 9-1/2" D STD 55406 493,969 • 14a 377 9-1/2" D STD 55406 480.482 • 14b 377 91/2" D STD 63322 461,930 15a 377 8 -3/8", t =0.150" D STD 51408 654,774 15b 377 8-3/8" t=0.150" D STD 52550 626,167 16a 377 9.1/2" Bolt nun D STD 67973 604,757 16b 377 9.1/2" BoltTTuu D STD 68544 436,663 17a 331 9.1/2" Bolt Thru 17 STD 42840 526.384 17b 331 9-1/2' BoIt Thru D STD 51408 532,949 17c 331 9 -1/2" Bolt Tbru D STD 52836 293,626 17d 331 9.1/2" Bolt Thru D STD 49980 423,114 18a 662 8 -3/8", 1=0.150" D DN =2.188 57120 507,971 18b 662 8 -318" t =0.150" D DN =21: 54264 521,110 18c 662 8.3/8" t =0.150" D DN =21:: 54264 521.971 NOTE: 1) In the BEAM DROP column the ( +) and ( -) indicates the beam is above or below the end plate due to weld placement. 2) N/A indicates the results were not used due to a testing error. 3) " indicates the samples will not be used in the analysis because t end plates were not bolted. SEiZMIC PROJECT CIRCUIT CITY#3336 INC. FOR INTERLAKE (I L) SHEET NO. 48 OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T. 2- 27-1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 DATE 161 ATLANTIC STREET • POMONA • CA 91768 BASE PLATE :A- S/R BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY). THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE 1) MOMENT CAPACITY OF THE BASE PLATE, 2) MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3) Vh /2 (FULL FIXITY). Mb IS THE SMALLEST VALUE OBTAINED FROM THE 3 CRITERIA ABOVE. Pcol = 3675 lb. B = 7.75 in. D = 5 in. t = .375 in. Mb = 9887 i n.l b. b =3 in. b1 = 2.375 in. P/A = Pcol /(D* B) = 94.83 psi. Pcol M/S = Mb /((D* B /2)/6) =197.5 psi. p-!. fb2 = 2b /B *fb = 121.0 psi. fb1 =fb -fb2 = 76.46 psi. bl , b ' bl-/ Mbase = w b1 '2/2 = b1 '2/2[ fa + fb1 +.67fb2] n Mbase = 710.8 i n.l b. Sbase = 1 * t /2/6 = 0.0234 i n.n3 fa reaM Fbase = .75Fy * 1.33 = 36000 psi. fb2 fb /Fb = Mbase /(Sbase *Fbase) = .84 fb fbl ANCHORIENSI ON EMo =O T *d2= [Mbase- Pcol *b /2] 1 Pcol T = Mbase /d2 - Pcol *b /2d2 T= 1000lb. r • Mbase Mbaset dl b iik as' I Mbase d2 •II/ 'Farb f /[.. dl }/ • SEIZMIC PROJECT CIRCUIT CITY #3336 INC. FOR INTERLAKE (I L) SHEET NO. -99 OF 49 MATERIAL HANDLING ENGINEERING CALCULATED BY P.T. DATE 2- 27-1995 TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 SLAB AND SOIL :A- S/R • THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING. L )iUNCTURE Pmax = 1.4 DEAD LOAD + 1.7 LIVE LOAD Pmax = 1.4 * Pcol + 1.7 * (Mot /d) = 12,572 lb. Fpunct = 2 *sgrt(f'c) = 109.5 psi. Apunct = w +t /2 + d +t /2 2* t = 225.0 i n./2 F 1 :<: >;; ?<::: t f v Fv — Pmax / A unct unct 0 5 ( P P 01SLAB TENSION / b Jr B Asoi I =Pmax /(1.33 * fsoil) = 9.43 ft./2 = 1,358 in./2 / L L = sgrt(Asoi I) = 36.8 in. B = sgrt(w *d) +t = 12.2 in. b = (L- B)/2 = 12.3 in. Mconc = wb'2 /2 = (1.33 *fsoil *b /2)/(144 *2) BASE PLATE = 701.8 in.lb. w =7.75 in. d -5 in. Sconc = 1*t/2/6 = 6.00 i n.A3 Fconc = 50 *sqrt(f'c) = 246.48 psi. CONCRETE fb/Fb = Mconc/(Sconc* Fconc) = 0.47 t = 6 in. f'c = 3000 psi. SOIL fs= 1000psf. , c,s LA 461 Cit Or Tukwila (.. 0k y FIRE DEPARTMENT 444 Andover Park East � ? 0 , Tukwila, Washington 98188 -7661 (206) 575 -4404 X908 • John W. Rants, Mayor March 14, 1995 Fire Department Review Control #B95 -0070 (512) Re: Circuit City - 223 Andover Park East Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. Maintain fire extinguisher coverage throughout. Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) 2. No point in a sprinklered building may be more than 200 feet from an exit, measured along the path of travel. (UBC 3303(d)) Obstructions, including storage, shall not be placed in the required width of an exit, except projections as permitted by the Building Code. Exits shall not be obstructed in any manner and shall remain free of any material or matter where its presence would obstruct or render the exit hazardous. (UFC 12.104(a)) • When two or more exits from a story are required, exit signs shall be installed at the required exits and where otherwise necessary to clearly indicate the direction of egress. (UBC 3314(A)) The color and design of lettering, arrows and other symbols on exit signs shall be in high contrast with their background. Words on the sign shall be block letters 6 inches in height with a stroke of not less than 3/4 inch. (UBC 3314(b)) • a`p1I1Lq rV ISN City or Tukwila f � Q k z FIRE DEPARTMENT • Alt G7 444 Andover Park East O Tukwila, Washington 98188 -7661 (206) 575 -4404 x908 John W. Rants, Mayor i O CIS\ Page number 2 Aisles leading to required exits shall be provided from all portions of buildings. The width and spacing of aisles shall be maintained at all times. (UFC 12.104(b)) Exits shall be illuminated any time the building is occupied with light having an intensity of not less than 1 foot candle at floor level. Fixtures required for exit illumination shall be supplied from separate sources of power for Group I, Divisions 1.1 and 1.2 occupancies and for all other occupancies where the exiting system serves an occupant load of 100 or more. (UBC 3313 (a)(b)) When two or more exits from a story are required and when two or more exits from a room or an area are required by U.B.C. Section 3303, exit signs shall be illuminated. (UBC 3314(a)(c)) The power supply for the exit pathway illumination shall normally be provided by the premise's wiring system. In the event of its failure, illumination shall be automatically provided from an emergency system. Emergency system shall be supplied from storage batteries or an on -site generator set and the system shall be installed in accordance with the ;t requirements of the Electrical Code. (UBC 3313(b)) 3. High -piled combustible storage is combustible materials in closely packed piles more than 15 feet in height or combustible materials on pallets or in'racks more than 12 feet in height. For certain special- hazard commodities such as rubber tires, plastics, some flammable • liquids, idle pallets, etc., the critical pile height may be as low as 6 feet. (UFC 9.110) To use any building or portion thereof exceeding 2,500 square feet for the storage of high -piled combustible stock. A floor plan showing the dimensions and location of the stockpiles and aisles shall be submitted with applications for such. permits. (UFC SP W1LA {V IP City of Tukwila O FIRE DEPARTMENT 444 Andover Park East 0 Tukwila, Washington 98188 -7661 = (206) 575 -4404 . 1909 . John W. Rants, Mayor Page number 3 4.108(h3)) Maintain minimum 6" longitudinal flue space between back to back racks. 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 column, (c) ceiling sprinkler density minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA 231C, 3 -2.3) Storage may not be closer than 36 inches in all directions to ceiling -hung "Space or Unit" heaters. (UFC 11.404) Storage may not be closer than 18 inches below sprinkler heads. (NFPA 13, 4 -2,5 and NFPA 231,5 -1) 4. For racks or rack storage exceeding 4 feet in width, sprinkler protection may be required at one or more levels of the racks depending on commodity class and height of storage. • 5. 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 #1646) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10,503) (City Ordinance #1646) ,t 7�S::C�'k ! _..... . -. ._ ,. __ _....... _ »�..+wo-was..ra.:T'T:Y Yn rnr?mrrwv, ��� " �4s Y Cit l Tukwila 84 1•,,..i. 0 FIRE DEPARTMENT 444 Andover Park East • ttt) ` y . p Tukwila, a hi gt n 4 88_661 y908 • John W. Rants, Mayor Page number 4 6, This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation: Yours truly, %/?' The Tukwila Fire Prevention Bureau cc: T.F.D. file ncd • • • C. CITY OF TUKWILA Id: ACTP125 Keyword: UACT User: 1677 03/10/95 Activity Table Processing RACK STORAGE PERMIT • Permit No: B95 -0070 ; ,T,enarits:; :GTtCUI,T! ;C;ITX S'IORESQrt�INC� Status: PENDING ' 223 ANDOVER PK E • Type: B -RACK Vers: 9401 Screen: 01 Base Information Parcel No: 022310 -0090 Owner: CIRCUIT CITY STORES INC Validated By: SAO Plan Ck Approved: / / Applied: 3/10/1995 Status: PENDING Issued: / / Completed: / / Act /Inactive: A Final Notice: / / To Expire: / / Nature of Wk: INSTALLATION OF STORAGE RACKS Location: Zoning: CM Valuation: 42,000.00 UBC Edition: 1991 Rack Storage Dimensions - Linear Feet x Height = Totals .0 .0 .0 .0 .0 .0 F7= Update, F2= Previous Line, F1= Screen Index, ESC= Cancel Update CITY OF TUKWILA Id: ROUT130 Keyword: UACT User: 1677 03/10/95 Activity document routing maintenance. 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I 0 0 a 1 00 10 VIEW* T NG YPICAL.BRACI CONNECTION 0 ROW_SPACF"R414 GA THK.) - VIEW. GENERAL_CONFIGURATION TYPICAL_BEAIIMTO COLUMWCO.NNECTION F3.95-00/0 1 NOTE: , ALL WELD =1/9" THK. NOTES: TYPE .a BEAM WELD 1. STORAGE RACK DESIGNED PER SECTION 27 -11 OF THE 1991 UBC STD. 1" 1 3/a" 2. STORAGE CAPACITY: SEE DRAWING No. 95-131B 3. POST LOAD SIGNS AT CONSPICUOUS LOCATIONS DEPICTING + - THE DESIGN CAPACITY OF THE RACK USING A PERMANENT /p�� r + 1 5/8" rr Q PLAQUE NOT LESS THAN 50 SQUARE INCHES 4. � r ® 4. AASSTM A570 FOR SHAPE Fy = 55,000 PSI GRADE 55 3 1/2" MIN. EMB DMNT. r - i SE PLATE STEEL 38,000 PSI GRADE 38 14 GA 1/4" 14 GA 1 1/ 2" J"{ 6. ALL BOLTS A307 (UNLESS NOTED) 0 6" v z * 7. ANCHORS HILTI KWIK BOLT 11 OR APPROVED EQUAL ; I 2 I ICBO #4827, L. A. R. R. #24946 Intilf,ai I i - -- 1 1 /2" — CS i 14 GA 8. CONCRETE 6" THICK X 3000 PSI L ni 1 1 /2" v -- O - 9. SOIL BEARING PRESSURE 1000 PSF USE W /UPRIGHT TYPE III31 USE W/ UPRIGHT TYPES O F I 1 (2)BEQUIRED_PER2_IOLEBASEPLATE �; j, (4) REOUIREQ PEA 4 I-IC)1 F Ad SF PLATE ` -30- 1 5/8"v" * L84981i= 4 3/4 "X144 "L 7 GA LB689H= 515/18"X180"L DIAGONAL_ANND DIAGONAL AND COMPONENTS ARE TO BtUBED Oil 0 ANCHOR 4 A ORIZONTAL BRACE 4B ORIZONTAL BRACE ELEVATIO�TYPEA,TYPES TYPED OaEAM _ 6 _DONNECTOB TYPLFIYPE GJYPES YPEJ , 1/8" 2 -24 (TYP. 1 /8^/45/8„ <TYP . Ire "D2.24 <TYP. Ire "�/as/e „<TYP. » „CTYP. TYP�_L'. AND TYPE _T_�_.SEE DRAWING_ e �/2 s/e 0 © N0.9 t31 B cp ELEVATI_ONNIEVYS” 0 0 0 CI 0 -fat- to 0 s k, - r - t c _ , , tar , 3" 111 0 simr 4 1 " 3" v RECEIVED , 3 „ 2 1/2' " I 21/2" 1/r Pr 2" / YP. J ` ��s CITY OF TUKWILA +! : 3 0A. t I I ''; ; 13 DA. � I I �„ �� - - - ' - - J MAR 1 0 1995 e l + 1 _ _ _� _ 15/8« ■ 13/4 1313A. 8" w` PERMIT CENTER /16 "0 13 ca: - 1-41-• 3" 1 5/8" 13 GA. i 1 5/8" 13 GA. I I16"0 _ -11,—=— \- _ -16 .. _ _A Ire V 2 „ (TYP. /16 "0 3 /2" TYP. /1 i1 ECM MATERIAL HANDUNO 3" 1/8 1 2 3/4 0/ �� INC. ENGINEERING ,�,_ 3 4- t - 141 Atlantic Street 7/8" TYP « «� TY° — 4 7/8» TYP. j I EST. 1985 Pomona, California 91768 1/e j/ 3/4 7/8 TYP. 1/8" V 3/4 "� TYP. - , ! , � ' / Tel. (909) 849-0989 • Fax (909) 849-0981 0 0 7 3/4" 7 3/4" 3 4 ~ SCALE DRAWN BY CALIFORNIA USEWM UPRIGHLLTYPE_® USE W /UPRIGHT TYPE USE WefLUPBIGHT TYPE 1" TYP. 9/18 "0 CONTRACTORS NONE S.K. DRAWING LICENSE DATE APPROVED BY SEE LAYOUT D 1 A _COLUMN SEE L AYOUT_DAAW1 SEE _LAYOUT DRAWKING 8 8xrme3 4.12.98 t NO. 665374 AND ELEVATIONDRAWING 1 A COLUMN AND ELEVATION t)RAWING AND ELEVATI.ON_DRAWJNG USEINLUPAIGHT_IYP_E IM DESCRIPTION 1 3/2/95 SAL E. FATEEN 0 kW BACKED(42:'__TALL) FOR LOCATIONS Apik BACISER_� > >2" TALL FOR LOCATIONS FOR._LQCATI� SEELAYOUTDRAWING STORAGE RACK DETAILS (INTERLAKE TYPE) ) 1B _COLUMN 1A COLUMN AND_ELEVATION DRAWING FOR LOCATIONS ADDRESS DRAWING NUMBER 2A _BASEPLATE(3l_8 "_THK") ooze 2A BASEJPLATE(3/11"?IiK") ooze 2B _BASE_PI.ATE(3 rTHK.) aon 0 _BASE PLATE(3l8 „ THK.) CIRCUIT CITY #3336 u, Ap r T WA 95 -131 A I TYPE•A BEAM�LEVATION8 TYPE A48 TYPE49D , �BEANI ELEYAT101V8 -89d T1fPE -818 TYpE.eaea�a - rum= (81NGLEROW . (INTERCONNECTED) (INTERCONNECTED) (INTERCONNECTED) TYPE.�BEAM_ELEVATIONS (INTERCONNECTED) 03 6' FLUE SPACE © &F LUE SPACE © & SPACE © 6"FLUE SPACE ® ® &FLUE SPACE � +t— 144" - rt +F 48" t 1 38 48" + ,I 144" ...et elf 38" r 4r t ,t• 48" r 38" 1 +1 48" 3& f Q #'--- 148" -- f 4. W a" + • air —T- Ir - - 41 f I � - I - '�' 32" 56" 42" l i / ', �� 42" 64" 1 1 / �j a2" 1 1� i 1 j 42" 42" — 4z" i t � - - 11 = 92" ni 42" 1i `♦ 1i 42" 4 iI ♦ • 1 i 42" 1i� ♦ ♦ 1i 42" 42" 42" . eir -4- 1 1 1 58" " —�r- 1j • - - - i1 —f 60" i1' - - 11 -+- 11 r —1 -- —'1'' --ile 228 42" 1 / / 1 42" 228" 11 /' 11 42" 11 ,' 1 1 42" 42" 40 " 228" 42" r ll/ II I • 1 1, 1 --iii- l _ 4 :Ps - - it — Ir ... i -- I -1 " 4 2 „ 1 ♦ 1I 42" ; ` ; 42" ; ♦, ;i a2" 42" 32" 42 " 112 1 • • 1 1 • 1 1 1 " 112" j_. -- 32" d - -w 1 c- 4I—�}- 32" ib 42" i �,' 11 1 4 & - 1 / / 11 42" 11 11 42" 42" f I 1 1 --s- 4 1 ,C __i11 1 tC - - i� I` - 1 - s • 9" 9 " 9 " 9 " TYPE -F BEAM ELEVATIONS (INTERCONNECTED) TYPE -Q BEAM ELEVATIONS (SINGLE NOW (INTERCONNECTED) T�LBEAM ELEVATIO (SI OLEA� (INTERCONNECTED) in ? 3;U48+ _ &FLUE SPACE I y ® &FLUE SPACE �J,� 11/ © &FLUE SPACE 144" 1 144 + 4 1 + 48" 4W + 1 144" + 48" + i i i r - - 1- —t- 11 / / 11 42" 64" \ 42" 42" 84" 42" 1 1� / ; 42 " 00 ' �' � h 1 1 1 ......... 13r 11 `♦ 1 42" 32" / 42" 42" 42" 1 ♦ 1 42 I r- - -4- \ -1, - - 58" -4- it - 1 228" 11 / / / 11 42" _ 228" \ 42" 42" H 228" 42" 11 11 42" 36" 1 - it 3g " .� 11♦ it 1 ` • l i q2 _ 42" 42" • 'r'8" 42" 1 1 ♦ ♦ 1 42" 11 ♦ • ♦ I 1 — - / - y l 1 38" �r - - $ -4- 32" — Ir -I \ a 1 5 2" 4 f 11 � ' ji 42 " 4 11 a2" 42" a - it 36" IC- -iI j 1 11 T T I r TYPE -K BEAM ELEVATIONS N�� T YPE -L BEAM ELEVATIONS E' n ' E ' Gstagsoyo (INTERCONNECTED) gNTERCO NECTED) (SINGLE_RO (INTERCONNECTED) ED (INTERCONNECTED) 0 {� © j� 6"FLUE SPACE © &FLUE SPACE n El &FLUE SPACE 0 6 "FLUE SPACE 1 s" t ., 48" 1 l 48" 3 8" to © 1 4 8" 3 6" 1 't 144"— + 48" t 1 48" 3 8" F 0 it 36 r 48 " is Jr 42" 42" - 42" 0 /' 0 42" i 42" 42" 1 1 / ' 1 1 42" . 4. jL 1 � I •• - i -+�- -1 P 1 1 �" j ♦ ♦ j 42" 42 1 1 ` ♦ 11 42" i. 1 1 ♦1 1 1 • ♦ 1 a d e -$ 1 226" " 4 4 1 / � 42 Z28" 42" 42" 11 / / 1 4 2" . 42" 42" 11/ 11 1 1 / 1 1 IL _ 40" 1 ll ♦ ♦ 11 1 42" l ` ♦ -il 1 42" a 42" II ♦ 1 42" l • 1 112" 112" I1 -1 _ 1 4 1 68" 4 42" 1 1 / / 11 42" -1-- 'of o 42 " 4 2" 42" 42" Ica", T IC - - it el N. "st 9" V .. 9" we 9 " 9 " 9 " TYPE_TBEAM_ELEVATIONS TYP 48 TYPE-T48 crrRECEIVED a (81NDL ) NOTES: D © 6 "FLUE SPACE ® DENOTES LAST LETTER IN DRAWING NUMBER STORAGE CAPACITIES: 50 PSF MAR 1 0 1995 144 "-4 + 48"1L .t. 48" 36" SEE DRAWING NO.95.131A FOR DETAILS PERMIT CENTER I 1 , ; 1r. „ 1 DENOTES UPRIGHT TYPE f t : : 4 > MATERIAL HANDLING 84 42” � / 11 42 SEE ADJACENT LEGEND ENGINEERING —}" I 4 � ; _ 'i � # INC. 161 AtleMlc Street na, California 91768 • 42" 1 1 ♦ I 42" EST. Pomo 4 11 - I r 41.17 Tel. (909) 869.0989 • Fax (009) 889.0981 68" 11 �1 / 4 " 11 / 1 �w1� '' s SCAL ORAVYN BY 228 4 2 " , 42" 0� 1;� •' . � CALIFORNIA NONE S.K. " _ J i ' ♦ 1 1 - � A Q P R 0 f. CO L N CER Rs DATE A PPROVED BY 48 1 42• i ` 0 42" ' 1 a9'J r � t 41 2.98 I 3/2/95 SAL E. FATEEN --ir 4 4 1 � / i 42" M a 1 b k...0e .), D STORAGE RACK ELEVATIONS (INTERLAKE TYPE) 1 - i! tNt +O1v'C1 ADDRESS CIRCUIT CITY #3336 DRAWING NUMBER 95 -131 B 9" 9" LL! AntmaL TUKWILA WA I ST I iiscirissootio __________ _________________ i r s 0 s 4 4) 1/8" ' �, 1 1/4" TYP. O e; O 0 7/18"0 STUD 0 1 1 8" . t• 41 0 ■ 0 1 4 %., \ I . 1 « TYP. i / A I °e/I . 1" 0 D / a • �( 4 " ® 2" 31/4" / I 2 " 4 3" APPROX. 1/8" ' 1 1/4" TYP. a 0 60> ,. �• pi 0 ' • ..r' 0 ATTACH W/ 1/4" 0 BOLTS \ Al 3" APPROX. ® 0 O 0 a 1 g 0 - 0 1 0 �A 0 Row SPACER (14 OA THK.) - © VIEWS! nPiCAL BRACING--'[Q--C_OLUMN_CONNECTION GENERAL CONFIGURATION TYPICAL BEAM TO_QLU C NNE_CTION NOTES: RACK EE -SIR RACK aR RACKNT_S/_R RACK MIR RACK N4IR RACJJ42/11 W FLUE SPACE W FLUE SPACE . 1. STORAGE RACK DESIGNED PER SECTION 27 -11 OF THE *— 98" —7, 024°1 *2 4" Mew # * -90 �l AC-36" * Agee" - Ale - 3r * 1991 UBC STD. - 71 - - - - 2. STORAGE CAPACITY:1,000S PER LEVEL 3. POST LOAD SIGNS AT CONSPICUOUS LOCATIONS DEPICTING W FLUE SPACE 34« 42 THE DESIGN CAPACITY OF THE RACK USING A PERMANENT * — �98 - * « «r� «fir ,�c 4 42 " " 42" PLAQUE NOT LESS THAN 50 SQUARE INCHES r w - .I " - . P LATE 8. ST EL E000 PS O II SGRADE 3g GRADE SS i 2 8" 34" 6. ALL BOLTS A307 (UNLESS NOTED) 48 " " ANC BASE HO H ILTI KWI BOLT P 8 APPR "1 28 7 EQUAL 28" 144 42 � 144 42 42 IC #4827 , 8L. A. HICK R. R. x 3000 38Al2494 k , CONCR ET" T - 98" " 34" 9. SOIL BEARING PRESSURE 1000 PSF 28" 4 46" 28" 26" + 4 " I 42" 42" - 42" - f- 74 28" f 34" f 7 6" Front View Side View 9" Side View 9" Front View Side View 9 « Side View 9 " Front View Side View 9« Side View 9" SINGLE ROW INTERCONNECTED SINGLE ROW INTERCONNECTED SINGLE ROW INTERCONNECTED TYPICAL STORAGE RACK ELEVATION I - r . L 14 GA � 1 1/4" C ��y pF IMO p i % A ppRpVE P. i NOTE: A 'A WELt> = 1 WELD � CIT OF TUKWILA - 11rz" -- 1" 1" �� �� MAR 1 0 1995 _ - - -_�� 4 HORIZONTAL _& DIAGONAL BRACE 3/4" 4) But O • DWISI� PER CENTER 1 5/8" ; ij 0 0 25/16" 4 14 OA - J 3" 4 1/2" 1 1 4-- " � ��'; N � MA ENGINEERINGNG MIN. EMBDMNT. 6" 0 101 Atlantic Nut 31/2 a._ ` - EST. 1985 Tel. (900) 889.0989! Fax i (909) 889-0981 1/8" THK 0 /� j . 3" —1 9/160" r{ `� ff ` 1 ' �. / ° SCALE DRAWN BY le-- TYP. ire I IIi 1111111P r ® p Hi .a�.r N DATE NONE s.K. II APPROVED BY 1/8" 1 - 12" WRAP 4 — " 7 I mmo 412-96 I NO.885374 3/2/95 SAL E. FATEEN CORNER '�'' 15/8 t GA --It DESCRIPTION (1) REO'D PER BASE P1AIE STORAGE RACK DETAILS (INTERLAKE TYPE) 0 0 COLUMN.ABASE PLATE 5 6 BFAKILCONNECTOB ADDRESS DRAWING NUMBER © ANCHOR zti ,, , ,,,, o �C�IRCUIT CITY #3336 95-131C 1 fair, Gar TUKWILA, WA 5 95 wa0070