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Permit B92-0250 - SPECIALTY COATINGS - STORAGE RACKS
3Pec.1 cook w)s caeo City of Takwilk Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 RACK STORAGE PERMIT Permit No: B92 -0250 Type: B -RACK Category: Address: 1165 ANDOVER PK W Location: Parcel #: 352304 -9097 Zoning: C -M \Contractor License No.: 'TENANT SPECIALTY COATINGS 1165 ANDOVER PARK WEST, TUKWILA, WA 98188 OWNER WAREHOUSE PROPERTIES ASSOC 3201 FAIRVIEW AVE E, SEATTLE WA 98102 CONTACT SWIBERG JIM Phone: 206 575 -2445 1165 ANDOVER PARK WEST, TUKWILA WA 98188 ************************************,******* * * * ** * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Description: ADD PALLET RACKS TO EXISTING WAREHOUSE. Rack Storage Dimensions - Linear Feet x Height. = Totals 108 10.0. 1,080 63 10.0 630 63! 10.0 630 '81 10.0 810 27 :. 10.0 270 .0 Signature: UBC Edition: 1991 Valuation: 3,500.00 Tota'.1 Per'mit Fee: Date: Status: ISSUED Issued: 08/14/1992 Expires: 02/10/1993 (206) 4313670 ,420 38.70 ***************.*************************** * * * * * * * * * * * * * * * * * ** * * * * * * * * * * ** it Center. Auirh�Sri zed Signature I hereby`certi.fy.'that I have read and examined this permit and'know the same to betrue arid correct. All provisions rof: law.' and ordinances;` governing'this'work will be complied,with, whether specified herein or not. The grantingo'f this, permit does not 'presume to give authority to violate or cancel thep of any other state or local laws regulating construction or .the performance 'of.. work... :I am authori'ze'd to .sign for and obtain this building permit. i 4_1222._ Print Nam _QL._ L�E.l Lz. Title � , .c 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. PERMIT NO. CONTACTED Z Pa DATE READY DATE NOTIFIED 2nd NOTIFICATION 'n a %-- (Y - 1cp BY: (init.) BY: (init.) � Y s PERMIT EXPIRES AMOUNT OWING 3S:1 D 3RD NOTIFICATION BY: (init.) BUILDINGOERMIT APPLICATION TRACKING PROJECT NAME PLAN CHECK NUMBER snn D - O SD INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that any time the status of the project may be ascertained. • Plan corrections shall be completed and approved prior to sending on to the next department. • Any conditions or requirements for the permit shall be noted on the plans 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 ". BUILDING SQUARE FOOTAGE/OCCUPANCY INFORMATION (to be filled out by Plan Checker) SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD TOTAL SQUARE FEET DEPARTMENTAL REVIEW "X" in box indicates which departments need to review the project. BAR/LAND USE CONDITIONS? AFIRE O PUBLIC WORKS O OTHER 0 BUILDING - initial review O PLANNING 7 SITE ADDRESS BUILDING - final review ??\ C1 2-- REVIEW COMPLETED OVER S 11z t (ROUTED) INIT: IN INIT: INIT: .3p-Q Li c�1 —rc C. -.'i fic SUITE NO. I R Ciov -2Y Pk CONSULTANT: Date Sent - FIRE PROTECTION: • Detectors FIRE DEPT. LETTER DATED: 4 ` INSPECTOR: ZONING: REFERENCE FILE NOS.: MINIMUM SETBACKS: N- INIT: /�1 Q k,\ _; UJRcEMIIE PUBLIC WORKS LETTER DATED: TYPE OF CONSTRUCTION: 5- UTILITY PERMITS REQUIRED? Yes Date Approved .5/ .3 UBC EDITION (year): 1 C(1 awarll TOTAL OCC. LOAD /A 08/17/90 SITE ADDRESS SUITE # \CoS Pt NooUUeQ P�2K wFST- VALUE OF CQNSTRUCTION . 4, *i( 3s) v . 2 ' PROJECT NAME/TENANT sPFC- t r\LT/ Corm tN.R,S ASSESSOR ACCOUNT# 35a3oLI - gc — (commercial) Li Demolition (building) ❑ Other TYPE OF ❑ New Building Li Addition • Tenant Improvement WORK: 51..Rack Storage ❑ Reroof ❑ Remodel (residential) DESCRIBE WORK TO BE DONE: ADO O P►= �t_..t_ E -r R R LKC To Ex(.s , 1 t'J W A 2S HOUS - BUILDING USE (office, warehouse, etc.) w R F HO v, F NATURE OF BUSINESS: pRtyv -r Q C y f 1 NG SU pPLL WILL THERE BE A CHANGE IN USE? No ❑ 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? ❑ No ®..Yes IF YES, EXPLAIN: THE C_o, n P"J ¶To (c,ED tn) Co ST�Et. D2A.Avt1S PROPERTY OWNER rA) c ;. . r, ASCO, PHONE - 3zc _ 7Q75 ADDRESS ZIP CONTRACTOR 1\)E-2, PHONE ADDRESS ZIP WA. ST. CONTRACTOR'S LICENSE # --, EXP. DATE ARCHITECT •- ... PHONE ADDRESS __ ZIP CITY OF TUKWILA Department of Community Development - Building 6300 Southcenter Boulevard, Tukwila WA 98188 (206) 431 -3670 PLAN CHECK NUMBER DATE APPLICATION ACCEPTED BUILDII PERMIT APPLICATION Division DESCRIPTION BUILDING PERMIT FEE PLAN CHECK`FEE >`:' BUILDING SURCHARGE'<> OTHER: TOTAL. AMOUNT::: RCPT # HEREBY :CERTIFY :THAT HAVE READ AND EXAMIN.ED. THIS:ApPt iCAT1ON. AND KNOW::.' ;BE ` TRUE :AND C.ORRECT,; AND 1 AIWAUTHORIZED;TO °APPLY<:FOR >THISPE BUILDING OWNER SIG �P∎TT t....149,..)-1,\---- DATE �` 13- OR PRINT NAME AUTHORIZED WAL 1-lH3E9. Iv\l AGENT ADDRESS i54 I ft Su) CONTACT PERSON J 1 NI s &) f 3 .a.c, DATE APPLICATION EXPIRES DATE:.. PHONE 2 - y CITY2IP sei; cg166 PHONE " 24LI (- 13 -co 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 applicatlon 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. 03/16101 COMMERCIAL NEW COMMERCIAL BUILDINGS/ADOITION6 • . . . Completed bUildingperrniftipplIcatiori:(One for each structure) . . . Assessor Account Number • Twa sets (2) of ilia following 11 • Specifica ................. ;,:-:.'-',::::.:::;,:.....:-::::;.•.::::,:,:', :,;:::::,:;:::::;:-...;',...;:;::::,,,,, :-.:.!•-:' • '..;.':,...".:;:::::::::::::..:; . ..,:;•:: : :::" . ..;',;;I:;;''. : :;;;;:::::::.:::,•:.:,„.... ; . : .„ . .,.,. ,, :..Etreattrai:CalCalatiOrik•starneed bi .: 9 n 6 inkef . : - .::::': : .i:::;: : : : : : ::::::::::::••::::::::-.; , :'::::::::::::. ,• -.4":'::::::: , ','":-: , ;-:;-::::::::-.';.:::.::::::;;.:',;:::::::: : ::: : ::.:i; , ..::::::::::::• 1 : : :-";;::::::•;.::::::::::::::::::;:::0:::: : ::::::::: : ::: Soils': roped: stamped by a..WaShirigten'Etate":11inS ........ ..................... {---5 Energy , 'Starinped by a • Washington . , . , : .. °P?9Pli.''''....1..';'-'''''''''''''' '§6 I.Sui'Vey- calculations . „ .,... .,, .....;;.,. ...... • .Legalcescrip on .....,,.... , , . : (7 .vvotkino.drawin stamped by a Washington State 1iCerised.::::',:•.'.::::::.,::,;: ' ' Working which include:, :.,:.."..„ - ,, .-, . :............. ..... ,.. . . ‘ ' ' Ian :: :: - :: .. • :. : • • ::: . . • .... ;:, -:-.: .. . :::-:,..:::,....., ..... ... .... • .. -• ' ' • *: • - :... ....-......... .,,...,..,..:,,,....... ,..,,‘,.., ,.. :.:;,,,:::,::•"•: : drawings :•, „ .,.... ‘..:..„, , . ,, . ‘ .: Structural draWings,, '.:1:::::::.;.::•.::-:-...,...-... ,............ .:.. ! Mechanical drawings:.: Elevatierfs':.' '''...;;;.;::-..•.....'•:..::-,:.,;:.:::::".:,',,:"..;':"-::::-;:::::::::::.:':::::::::.;.:::::::::::::.:::::-....-„;.":::.:::;:."::v::::::::::::..?..::::::?:-',.::::,;:.;.::::;':::-":-.:-.. ;.;:,"„::::.',:.,: ,,,......:,;:::::,';;:..; .':,.. ::::::-,•:.-.::::::::::-7..LandsaapePlari . .;.;:-.::::-':';::::-.:':',::: ::•:::::::..::::::':-.:::::::::',,;;;•;:::::'.;';:'',:';.:.::::,.?,•:.;.::::::;.::::::::::':::.:::::,:-li::::•:::::::;:::,;:',.... 11 NOTE :See utility permit application and Checklist for specific utility submittal requirements; . : • : ". ..:ASSeSS01 Number Twa (2) sots of plaas which includo (1 8uilding floor plan showing . . . . Entire;SPiaCe :Where racks will bo located Exit Dimeios all . . . Tenant spaco tloor plan showing .rackStOrage layout aisles and oxits NOTE Jncludo dimens,ons of racks (ha,ght, width and and exit ways. on plen.:••• •.• • ..•-•••••?:•• RESIDENTIAL • 'I"... ..: • • •••.'" •.: . . ... . . • NEW..SINGLE-FAMILY: DWELLINGS/ADDITIONS • :• . Completed buliding;:perinit.applicatien (one for bach:istructure Legal :de sOipticin Assessor Account Numbor • ............................. (2) includo Foundation ptan . ••••.' Floor plan wldth and teribth of access) Roof plan Buliding , ..; cross-section .......... ..„ . .. ••• „... Washington State Energy Code • Completed utility permit :application (one for entire projoot) :'-:; :'• : , : „. . • Six (6) sets of civil drawings • • •.' . Structural calculations stamped by a Washington State licensed engineer (racli'Storage 6' and over) .." SUBMITTAL CHECKLIST Six : sets of Site plans Showing utilities NOTE Buj/ding site • :::! . : plan and site combined Soe :••• checklist for spoclfic riquIrernente. Additional topographical and soils; information MaYbri'required if uniqua „ , „. , • „ • „ . . • • • : • , •-. COMMERCIAL TENANT: IMPROVEMENTS.„,:.;:;, Co niriletedL'U lid' rig plerriiif.'"ap OtU ,ito plan Exisbng and proposed parktng uso, Cross ..... " sections Showing wall construction . anci method of attachment for floor and ceUing Stctifral:caioufstion starnee by a Wathingten-Eiate • , engineer may be required if LictUralworkia10'Ledone,(2aais)......;..;::::;,:::. • nbie:::11ao..utility; work Is ;O:),edoe;•:s . • • •• REROOF .]:- [] Completed • • ; • , .. . . buikflng pemilt appllcation (one for each structure) Assessor Account • L tJarratIvo descnbing existing roof, material baing removed, and matenal being installed . . • a nd s19n . •• • - • • ..••.: Completed building perrnit"EippiicationlonefereachstrirCtUrey: Assessor A Twa (2) sots 01 working drawings which inctu Site plan: Foundation plan Roof plari Butiding elevations 011),19!".!'! Building cross section and plan:.rntist be subm,tted • •• .. . • ...... . • ..... . . . . .. ... • . REIIOOFS ;' ;•••:"- • • • 1II • • .• • h trtictUre Cenpleted :Ae matorial being tnstalled NOTE kaertificaiierlifeiter is required prior fefina slgn Tenant Iocatiori 'adjaCeni (coMmOn"Well):tenent . ; . • .... . . . dimensions of Floor plan:ef:prOpoSedienant spaco Tenant spaca plan with uso of aach room Iabelled Exit doors ograss patterns • • •. New walls;.ex'sting Willi,' and :Walls' to:16e. damolished .. •:: . ... . . „ • • . • • • • • • • . • • • . . .. . ,** ****+*******h*** Of TU/NILA,' WA TRANSMIT 4*k**4**ie^*******+********* TRANSMITNumber: 92000842 Amount: 38.7Q 08/1*/92 10:3* Permit Not 892-0250 Type: B-RACK RACK GTDWAQE T Site Address: 1165 ANDOVER PK W O8/17/92 -Payment Method: CHECK •Notation: SPECIALTY COATJN Init: SAO 'iv***^w****++*******+++*a4i***********.k****+**+***+*****^****+***+ Account Code 0 /@22 8 10� 0 . 000/386^904 Total Fees: Total All Payments: Balance: Description RUILDING NONREG BTATE8UILDING SURCMARBE / Total iPaymmnt): A8.70 3G.70 .00 Paid 34.20 4.50 38.70 'GENERA 38"70 TOTAL 38.70 CHECK 38.70 CHANGE 0"00 2529A000 13:36 Address: 1165 ANDOVER PK W Permit No: 892 -0250 Tenant: SPECIALTY COATINGS Status: ISSUED Type: B- RACK Applied: 07/13/1992 Parcel #: 352304 -9097 Issued: 08/14/1992 *•k *** *•k ** ** k•* * * *•*** k k k** * * ** * * ***•k* ***•k * * ** * ** * * ** k ** k * ** * *•**** *** * ** k•k k* Permit Conditions: 1. No changes will be made to the plans unless approved by the Architect and the Tukwila Building Division. 2. All permits, inspection records, ,..,and...approved plans shall be maintained available at the j:,ob' ror.,::,to the start of any construction. • Th'es . documents ~ to b ntained available until f ' i;r;ayl = inspe.ct ion approval is:. grarit,ed 3. All constructi.ori''`Ito be ,A.doner i ,conformance wi th` - approved ``rren a plans and re q , rents of tie` Un if;orm ,Bu i 1` .i ,tl,r ng <Code 151 Edition). er(; i t° sir 4. Validity Hof iPermi t� The issue "nce cif 'a permit :or approva�# of plans, spe "1f,Ioat.ions ap'de'com p shai�l not strued Ito./ be x a` ; per iriitu `for, oroeR approval of; 'F..anyt 0al.atlon., of any / of the provisions t code or of any.: :other - ordin�a of, the jurisd�ict;i'on No,fpermit presuming autho_:;,lty violate o.r cancel,,,the provisions of this`` code sha1 ea;l''i'd CITY OF TUKWILA rol• : MILI peo ns., =► �� rem: I 14 % %���� Special Instructions: Date Wanted* ,, °- Z ,- SS Requester; MOM "�' Phone No.: G7 • ? 4(4, INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 , --(2O) 431- Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspectlon, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. *ILA Authorized Signature City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Needs shift inspection Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre-Fire: Permits: i c 4.Alr {= Q4V 't : s ,,,JS 4' , 1 4 t� TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Retain current inspection schedule Approved without correction notice Fc o ;6 a % Approved with correction notice issued Gary L. VanDusen, Mayor Control No. Permit No . /? sl -c 1a , a v/ Project Name .5 pr'ri L.t /J./ Address /dc. ti A .Jour„ Pr, - LA Suite e 3 Date FINALAPP.FRM T.F.D. Form F.P. Fire Department Review Control #1392 -0250 Re: Specialty Coatings - 1165 Andover Park West Dear Sir: City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 August 4, 1992 John W. Rants, Mayor The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. A permit is required to use any building or portion thereof exceeding 2500 square feet for high -piled combustible storage. (UFC Article 81) 2. A permit application is enclosed for your convenience. 3. Warehouses designed for high -piled stock shall establish and maintain aisleways of not less than 44 inches to provide access to all exits and fire department access doors. (UFC 81.108) "NO SMOKING" areas shall be designated in warehouses, stores, industrial plants, institutions, schools, places of assembly or where combustible materials are stored or handled, when conditions are such as to make smoking a hazard. Please post the following area(s) with no smoking signs with lettering, size, and location to be clearly visible from adjacent areas (UFC 13.101): 4. In double row racks with heights of storage up to and including 25', an average nominal 6" transverse flue space between loads or at rack uprights shall be maintained. (NFPA 231C 4 -3.1) In double row racks, maintain a minimum 6" longitudinal flue space between the racks. Page number 2 5. Storage of flammable and /or hazardous materials shall be kept below 6 feet. 6. If they are not already existing, provide smoke vents at the roof level. Contact the Fire Prevention Bureau for additional details. Yours truly, City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 The Tukwila Fire Prevention Bureau cc: T.F.D. file ncd John W. Rants, Mayor CITY OF TUKWILA Id: ACTP125 Activity Table Processing Permit No: B92 -0250 Status: PENDING Base Information Parcel No: 352304 -9097 Owner: WAREHOUSE PROPERTIES ASSOC Validated By: SLB Status: PENDING Nct /Inactive: A Nature of Wk: ADD P. Location: ' r ,... Zoning: C -M UBC Edition: 1991 Rack Storage Dimensions - Linear Feet 108 63 63 81 27 x Height 10.0 10.0 10.0 10.0 10.0 .0 F7= Update, F2= Previous Line, ESC = Cancel Update CITY OF TUKWILA Id: ROUT130 Keyword: UACT Activity document routing maintenance. Permit No: B92 -0250 Route: 1 Current Route Line :. 3 of 6 Packet Units Description Station Status Received Assigned Complete aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa Packet Units Action Station Initials Status Received Assigned Completed RACK 01 01 C BLDG KEN Approved 07/15/92 07/23/92 07/31/92 Priority (0 /low..9 /high): 0 Regular hours (HH.MM): .00 Overtime Hours(HH.MM): Comments 1 , wRACK , STQRA 3,[-NQT 4[ a 5( 6[FI 7[ 8[ 9[ 10[ aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa RtE F1 =Help, ESC =Exit current screen. Keyword: UACT Tenant Address: Plan Ck Approved: Applied: 7/13/1992 Issued: Completed: / / To Expire: FLACKS ';TO ,EXISTING WAREHOUS WHIT* User: 1677 07/31/92 . ;<.: r; ::, S RACK STORAGE PERMIT ECIALTY : COATING Y 1 165 ANDOVER PK W Type: B -RACK Vers: 9101 Screen: Valuation: = Totals 1,080 630 630 810 270 User: 1677 07/31/92 RACK STORAGE PERMIT 3,500.00 92 1 1 01 E` 4AGL'ElrEETipmgBY S Q EC\ RLT`/ COAT 'Y�1Ca 1 fr, 5 /\N Ov te`2 PAQ ( ST -rut( L / wA q3t MATERIAL HANDLING & STORAGE EQUIPMENT 1542711th S.W. Seattle, Wash. 98166 (206) 241.5990 1)1A^) CHECK @92 t) - THE: r3u IL D) rVG occLAPANcY Geoutp. IS 2 C N S T R L4 C. IC..T t O N Ty P E is T r LT - (A r C ©& c. e.TE GAD! TH b06 O Poo F t � T f � i S AS ° L L O t "`� S . � Nat to I <L. � " 9 /5' c9oc b NeAOS (So l32 c ) 2GLc2 vPr' e F5.1 RECEIVED Crry OF TUKWILA JUL 3 0 1992 PERMIT CENTER 3-- m SPEUALTY COATINGS Meeting the needs for coatings, epoxy, sealants and waterproofing. 1 165 Andover Park West • Tukwila, Washington 98188 (206) 575 -2445 • FAX (206) 575.2446 ?LAN CHECK 392-02ro OtA'R. m A T 6 t ? t N--.S • ARE 00T atAs S I F t E c E-1A2'AlQD0t.4..s MATEg.111L -S 1 n'1 SD S Re■002-vs E- tRA6 =• ALR E/NOy QCEIQ Ft Le D Tv-1 TF-tL. KW'1,A Ft ►2E' DE7 1 €BUT' out 2- PE2Yr1i # t s g7 -92 DATE cJ/3o/9 2 SUBMITTED TO: ARCHITECT OR ENGINEER CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 * * REVISION SUBMITTAL * * PROJECT NAME S9 EC1(4_T CC) AY U\JGS ADDRESS 1 I L'S A/VODOE2 (4)E5T CONTACT PERSON LOf%C -T PHONE Z+ I -9 �O PERMIT NUMBER `- tfJ -1--6-2C.54 (If previously issued) PLAN CHECK NUMBER 13 9 2- d 2 5 CITY O F TUKWILA JUL 30 1992 PERMIT CENTER TYPE OF REVISION: ANSW EES TO LgI7Eg Saw" 123Iq z . S P (Z. + N e S / m S OS WAzAQOoud 191/1ri 206. S. ALSO ; -_ - OiZI G/TUAL- CALLS HA° A £2g T -\ B LEU / r7O,.)s GJF2E (?cM)6, (,)14t f5 / T ` F,2D m FGoo,Q goy o m 1, G. To 3 Pk G o " Ac PeZ Ei6LoSEIo CAL CS OW d c�'NG SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. 49e-A) Jul 12, 1993 JIM SWIBERG 1165 ANDOVER PARK WEST TUFWILA, WA 98188 Dear Permit Holder: Sincerely, r. ??3 6 - 1 - 11 W Denise Millard Permit Coordinator City of .Tukwila Department of Community Development John W. Rants, Mayor Rick Beeler, Director On Feb 10, 1993one hundred and eighty days will have passed with no inspections having been called for under your Tukwila Building Permit Number :B92 : 0250." Our records indicate you were previously notified of the upcoming expiration date of your permit and given ample time to either apply for an extension or call for an inspection. As of this date neither action has been taken. This letter is final notice that if your permit is not extended or a final inspection accomplished by Ju1.26,:;,;,1993it will automatically expire on that date. Any further work on the project after that date will require a new permit and additional permit fees. If your project has been completed please call for a final inspection. If you are actively working on your project, or if your project has not been started, please notify our office. If you have any questions or need further information on this subject please feel free to call the Tukwila Building Division at 431 -3670. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 • o / z • City of Tukwila tow r j '4& ...".. � 04w fi r" ; 6200 Southcenter Boulevard • Tukwila, Washington 98188 ....................... - 1908 July 23, 1992 Jim Swiberg Specialty Coatings 1165 Andover Park West Tukwila, WA 98188 • RE: Specialty Coatings Rack Storage Application Plan check number B92 -0250 Dear Mr. Swiberg: After an initial review of the subject project and discussion with Tukwila Fire Division, it has been determined that additional required information be submitted prior to completion of the plan review. Please address the following comments. 1. Provide detailed building analysis, include occupancy group, 'type of construction, sprinklers or not. 2. Provide a MSDS (Material Safety Data Sheet) for all products and quantities of each. 3. Provide a HMIS (Hazardous Material Inventory Statement as described by the Uniform Fire Code. 4. If applicable from the above required information provide a HMMP (Hazardous Material Management Plan). Please confirm you have received these comments by contacting this office and /or submit revisions within ten working days. Feel free to call me if there are any questions, 8:30 a.m. to 4:30 p.m. at 4 -3670. Sincerely, en Nelsen Plans Examiner Phone: (206) 433.1800 • City Hall Fax (206) 433.1833 John W. Rants, Mayor RECEIVED CITY OF TUKWILA JUL 1 3 1992 PERMIT CENTER CITY OF TUKWILA RACK STORAGE DIMENSIONS LINEAR FEET X HEIGHT = TOTAL. iaL X t " = IJO so (93 X 12_8' _ 0'5'■ CO3 x 1_ _ _____CaLc)._. l x X2-7 _ _1L_. 24- x \2-6 = a o x GRAND TOTAL = o LODI METAL TECH., INC. LODI, CALIFORNIA INDEX SHT. No. 7 - :II — T • — __ R -1 R -2 R- 3 'R -4 R -5 R- G R -7 R -e R -9 R - 1 0 R -11 REFERENCE APPENDIX COLUMN _T7 .���� PALLET R,ACKIHG STRUCTURAL CERTIFICATION DESCRIPTION :. . GE SRAL�.RAGK *LAYOUT. • : ::_UPRIGHT FRAME :CAP ACIT.Y - AND: BEAM CALCS. : ='SE15M1G ANALYSIS TRANSVERSE 'DIRECTION • ' : ANALYSIS - "LONGITUDINAL DIRECTION. ANCHORAGE ° AND :FOUNDATION CALLS CHECK • OVERTuRN ING - MOMENT- -CALCS BEAM — SECTION PROPERTIES . UPRIGHT 5RAC1NG • u .. BEAM MOM. CAPACITIES ( , BEAM 5RACKETi MOM. . CAPACITIES ALSI. --- F, Vs KO- VALUES. SEISMIC"1" COFF./ WIC STD. Z7- II. .p� BY d D DATE 7 -24 NO.I REVISIONS SHEET NO. A DRAWING NO CO F'Y .:�� 1a�b h‘ fel = - - '� F '+sy; " 1' SEISMIC "C" COFF./ A15C ENGR. JOURNAL M75 2nd. QUARTER AND N•S.F. SEISMIC STUD' 6/1980 URS /BLUMa• ANG�{ORS "' RED HEAP "I.C. B.G. # �37Z RECEIVED cm' o� TuKwIIA LM iO8A5M/3 -88 BROCHURE. JUL 3 0 1992 PALLET RACK INSTALLATION DWG. PERMIT CENTER PAWN'S DESIGN FABRICATION IN ACCORD. wL I) U.13.C.- 88 4 UBC STD. 27 -u - 88 (SECTIONS- Z3124 2724) 2) Mal -1974 ( RACK MFG. INST. 5PoNS ©R) 3) CITY CF LOS ANGELE5 FABRICATOR LICENSE *1244 BY I DAT DI METALTECH., INC. LORI, CALIFORNIA 1 GENERhL �2ACK LAYOUT DESIGN /UBC 88 UBC 5TD, Z7- II /RMI 8s 144" 2.O6G 2.646 ( c. 2. bGb 2,066 1c LBF 454 2.755 w 2,755 LBC+S PALLET RACKING STRUCTURAL CERTIFICATION I L5F45 2.755 2.755 LaC45 7)<4x 1 1S. -- ¢X4/ AI3, 109" % 11 60 P EPA ' ED BY DATE 7- 24- 9 Z. NO REVISIONS K 4..13Z — CONTENT � TYP. 44" MATERIAL ATM A570 tu/ Fy > .45 I<si LOADINGS — MAX. LOADING PER LEVEL AS SHOWN IN GENERAL LAYOUT SEISMIC UBC ZONE -IL[ V = ZIKCSW " C COFF FROM PROBABLE (T PERIOD w/ ALLOWABLE DRIFT Q LL = oC h = .005 TRANS. (5RAGEO FRAME) s .0I0 LONG . (MOM. FRAME) 128 LO LONGITUDINAL TRAMSYERSE SHEET oc j 3 _ DRAWING NO. 11 Y I DATE LODI METAL TECH., INC. LODI, CALIFORNIA - = C` r t..TV ^C6AL1 PALLET RACKING STRUCTURAL CERTIFICATION UPRIGHT CAPACITY SEE SHT. # 1 CONFIG. L M20- CoL..,w /I =.872 iH4; S,y = -5574 ; r = .1.1G5�N• TRANSVERSE W/ BRACING C (1 Z 12) _ 44 " o/c LONGITUDINAL W/ BEA M5 @ C U LENGI♦T )= G D I' 0iG TRANS ^-- ° Y - Y + LONG. ^- `X - X" K.� FA (4.I.S.C. CURVES) SEE sin - u R - I~ =45 CHART V -3.6 20.5 79 AREA (NET) -.618 °' SEE SHT. R -2 VERTICAL LOADING ONLY e 100% UTILIZATION .Z = L.L. + DL. 074 a (7. I a a',`) ♦ t .0 91 + . B 4-4 3. 338" PAC"' UAL MOM DES. = 12.054 + . 247 - 12 i = 4,.151 P M _ 6.151 + M 12 95 / RMI G I.5 % OF W _ ,015 0.150(120 = 7.53 �a K ` II \ 2 J CONT. 5.534 15.039 1- = 57 1. 24,3 K5I FIXED BASE K O.K. .$53 <I, 0.\(. PREPARED BY DATE 7 - 24 -92 NO. 2D.54 -2 KS' PAi.l.ow. = FA CA NET) =20.579415i= 12 K' 20.542 ( 18)= 1'2.695 MALLOW = Fb (5 = 27. (.657) =15.039 15.039 K - 27(484= IS ( "_ CHECK BEAMS: AVERAGE 2 LOAD = r .5 I D� ; MAX. LOAD = �. Sf3s3 L ,L = 5 i a� _ - !0.888 (I oG) Ic'� M 5 4 . 76 4 M = ur Z� 0 — I ; 7 3.013 LB 5q ' O 5 = 54.764/ = 2,0z8/2.. S = M/F b = -131°1 X 7 = 2.704/ 0 1,552 U.J. 1.01a ,u _-t) IS = .OI04 WZ� - •0∎ x loco _ ,4.051/ Z X 3 E7 X 3,5073 2:) = CLEAR SPAN /iSO = 1 o6 /Sd = .58 "› 1 40 s '. O,K• 1-5F . w/ S= ►.141 It? > 1.614114 .'. O.K. . U 5E- _ LBC45 -I01P w''/.. :._1, 5 733 IN) ) 1,352 IN? •• cl, 1c . SHEET NO. 2 X 1.3 DRAWING NO. REVISIONS J BY .075 LM2 - COL • DATE I J.023114 ; S =482 ►N rx = 1,243 3" --1 BRACING DESIGN MEMB. LOAD KIP K L SIZE (PER R -3) 9 , 1047 K- 413 .7 (7z) "I4GA. C I'/z. I'A 10 1.1Bo .284 = 50.4 .044¢ 11 .44 W1'4: 12. 2.037K ( 2.800" ... 034 13 Y INPUT MATERIALS NO, A E I COL . — C 3 x 3 X . 075 1 413 3 E7 .872 BRACE "~C I%z X 1 1 x.075 2 .284 3E6 .044¢ ODI METAL TECH. INC. f LODI, CALIFORNIA . VTRAN V T...,, = .75(1) 1.33)(.070)(1,5- )02,054x,zs -1• .247) = .1.125 k at 1,125 F = 1,125 007) 754 LAT. LOAD D1ST1212,UTION - TRANS. Z IKCS W 4.iego K 2 g1"LLT1 ADP.- .96 I SPCO.i hi. - z -4J4. h- UF3G STD. 27 - 67 I ® .76Z 44 TRANSVERSE COLUMN DESIGN ELEM. VERT 9.89ok 4.545 2. 3 PEClAL7`r..Cofi .I N14 -Tu1 <W1 LA.._.___._._._.. -_ -.. PALLET RACKING DATE STRUCTURAL CERTIFICATION 7 - — . i "P= 2.6 91 -}- 4, q45 = 7. 436 M 4.574 MOM. G ELEM # ACTUAL _ P M < 1,33 ALLOW P 4.574 .ci06 Z, 1.33 O. k. or LM2O 12.645 15.0.31 PREPARED BY NO. REVISIONS BY DATE (,33)= 371 : :TITLE: - -SPLTY. COATI N6.5 - TAYCCR EQPT, SHEET NO. 04 13 DRAWING NO. SEATTLE W4. S'S`T, N0. c. c- i3 L"ODI Metal Tech., Inc. EASI4 -87 FEA File: 961SPC01.127 213 S. Kelly St Date: 7/24/92 Lodi, CA 95240 SPECIALTY COATINGS - TAYLOR EQPT.-SEATL.WA. Time: 8:37:12 ANALYSIS INPUT GRID POINTS NODE X Y Z (in) (in) (in) 1 .00000 .00000 .00000 2 .00000 6.00000 .00000 3 .00000 72.00000 .00000 4 .00000 138.00000 .00000 5 .00000 144.00000 .00000 6 44.00000 .00000 .00000 7 44.00000 6.00000 .00000 8 44.00000 72.00000 .00000 9 44.00000 138.00000 .00000 10 44.00000 144.00000 .00000 MATERIAL PROPERTIES ID E G A IZ J IY (psi) (psi) (in2) (in4) (in4) (in4) 1 3.0000E +007 1.2000E +007 6.1800E -001 8.7200E -001 0.0000E +000 0.0000E +000 DENSITY = .28 lbs /in3 2 3.0000E +006 1.2000E +007 2.8400E -001 4.6400E -002 0.0000E +000 0.0000E +000 DENSITY = .28 lbs /in3 ELEMENT DEFINITION ELEMID MATID N1 N2 N3 N4 THICKNESS Al A2 A3 (in) 1 1 1 2 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 2 1 2 3 0 0 0.00E+000 0.00E +000 0.00E +000 0.00E +000 BEAM 3 1 3 4 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 4 1 4 5 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 5 1 6 7 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 6 1 7 8 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 7 1 8 9 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 8 1 9 10 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 9 2 4 9 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 10 2 4 8 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 11 2 3 8 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 12 2 2 8 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 13 2 2 7 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM BOUNDARY CONDITIONS ID NODE DIRECTIONS VALUE ID NODE DIRECTIONS VALUE (in OR radians) (in OR radians) SHT, No, 5 04 13 SPECIALTY COATINGS- TAYLOR EQPT. - SEATL.WA. 7/24/92 8:37:12 1 1 12 0.0000E +000 2 6 12 0.0000E +000 Load Case # 1 ( ) POINT LOADS ID NODE DIRECTION VALUE (lbs OR in -lbs) 1 3 1 4.18000E +002 2 9 1 6.40000E +002 SPECIALTY COATINGS- TAYLOR EQPT. - SEATL.WA. ANALYSIS OUTPUT GLOBAL DISPLACEMENTS NODE X - DISP Y - DISP RZ (in) (in) (radians) 1 0.00000E +000 0.00000E +000 - 1.02464E -002 2 6.10463E -002 8.70962E -004 - 9.72184E -003 3 4.44236E -001 4.38763E -003 - 3.50050E -003 4 6.45626E -001 7.89315E -003 - 2.79075E -003 5 6.62370E -001 7.89315E -003 - 2.79075E -003 6 0.00000E +000 0.00000E +000 - 7.53577E -003 7 4.50470E -002 - 8.70962E -004 - 7.33238E -003 8 4.20028E -001 - 1.04255E -002 - 4.42917E -003 9 6.79080E -001 - 1.04341E -002 - 3.63434E -003 10 7.00916E -001 - 1.04341E -002 - 3.63934E -003 ELEMENT 1 2 1 2 2 3 3 3 4 4 4 5 5 6 7 6 7 8 7 8 9 8 9 10 9 4 9 10 4 8 11 3 8 12 2 8 13 2 7 ELEMENT FORCES NODE FX (SXX) FY (SYY) (lbs) (lbs) - 2.69127E +003 7.62416E +002 2.69127E +003 - 7.62416E +002 - 9.87863E +002 - 5.74743E +001 9.87863E +002 5.74743E +001 - 9.84734E +002 - 6.72811E +000 9.84734E +002 6.72811E +000 0.00000E +000 - 2.18279E -011 0.00000E +000 2.18279E -011 2.69127E +003 2.95584E +002 - 2.69127E +003 - 2.95584E +002 2.68395E +003 - 1.42203E +001 - 2.68395E +003 1.42203E +001 2.41398E +000 - 7.79592E +000 - 2.41398E +000 7.79592E +000 3.63798E -012 - 3.63798E -012 - 3.63798E -012 3.63798E -012 - 6.47796E +002 - 2.41398E +000 6.47796E +002 2.41398E +000 1.18040E +003 - 2.96107E -001 - 1.18040E +003 2.96107E -001 4.68746E +002 - 3.12963E +000 - 4.68746E +002 3.12963E +000 - 2.03787E +003 - 8.57689E -001 2.03787E +003 8.57689E -001 3.09805E +002 - 7.32126E +000 - 3.09805E +002 7.32126E +000 BOUNDARY FORCES NODE FX FY MZ (lbs) (lbs) (in -lbs) 1 - 7.62416E +002 - 2.69127E +003 - 1.27329E -011 SHT. Np. a- i3 7/24/92 8:37:12 MZ (SXY) (in - lbs) - 1.27329E -011 4.57449E +003 - 4.36256E +003 5.69261E +002 - 5.03347E +002 5.92916E +001 1.01863E -010 0.00000E +000 3.63798E -012 1.77351E +003 - 1.62000E +003 6.81460E +002 - 5.70323E +002 5.57922E +001 - 1.66438E -010 - 3.20142E -010 - 5.04229E +001 - 5.57922E +001 - 8.86871E +000 - 1.46191E +001 - 6.59140E +001 - 7.17898E +001 - 4.33048E +001 - 2.47289E +001 - 1.68627E +002 - 1.53508E +002 SIAT,\Nlo,7 0' 13 ,SPECIALTY COATINGS - TAYLOR EQPT. - SEATL.WA. 7/24/92 8:37:12 6 - 2.95584E +002 2.69127E +003 3.63798E -012 END OF ANALYSIS DATE: 7/24/92 TIME: 8:37:12 - INPUT MATERIALS No.. :• AREA - •" - CoL :x x. oil C... LMZ ~ - :.-: ..- t `: :: . 615 . -. 1.023 . ..1 ODI METAL TECH., INC. LODI, CALIFORNIA 5EA VLONG. = Z I kC5W .75 (1)(1)(.0 Go )(1,5)( 9.090 LATERAL LOAD DISTRIF3UTION -�- vs' :-..5.1./9.;÷ ? ="% = J71 9 ADP - °% %I.SPCOZ SPECIALTY COATINGS Tu kW /LA PALLET CZ AC1.U-1 - -- =S `i'1UCXURAL CERT1FlCAT.LO14 P + M x, P' M' 4,4)45 -t 1 1.354 14 .1AS 19.4.14 C OLu M NS COMC3INED 5TRES5 RATIO WA _ ,334 o1 h, 1.113G STD. 27 -II TITLE=5 COATI N 5 TAYCOR E QPT NE6, R-4 ELEM. Mom. W t SEISMIC 6.zzb -}- 7 =14.088 s 35,7.-oo = 1.00!0 <1.33 C), K. PR EPARED BY DATE 7 -24- 92. NO. 334 REVISIONS BY DAT F 334 (.6 II n STp. 3 PIN 5R KT, Fort LM COL. SHEET NO. 8 - I.3 D . I< , Fag. DRAWING NC N (33) =1IO SHT, Ho. % of 13 LODI Metal Tech., Inc. EASI4 -87 FEA File: 961SPCO2.127 213 S. Kelly St Date: 7/24/92 Lodi, CA 95240 SPECIALTY COATINGS - YAYLOR EQPT.OF S.JOSE Time: 8:43:16 ANALYSIS INPUT GRID POINTS NODE X Y Z (in) (in) (in) 1 .00000 60.00000 .00000 2 .00000 128.00000 .00000 3 109.00000 .00000 .00000 4 109.00000 60.00000 .00000 5 109.00000 128.00000 .00000 6 218.00000 60.00000 .00000 7 218.00000 128.00000 .00000 MATERIAL PROPERTIES ID E G A IZ J IY (psi) (Psi) (in2) (in4) (in4) (in4) 1 3.0000E +007 1.2000E +007 6.1800E -001 1.0230E +000 0.0000E +000 0.0000E +000 DENSITY = .28 lbs /in3 2 3.0000E +007 1.2000E +007 1.0681E +000 2.7526E +000 0.0000E +000 0.0000E +000 DENSITY = .28 lbs /in3 ELEMENT DEFINITION ELEMID MATID N1 N2 N3 N4 THICKNESS Al A2 A3 (in) 1 2 1 4 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 2 2 2 5 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 3 1 3 4 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 4 1 4 5 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 5 2 4 6 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 6 2 5 7 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM BOUNDARY CONDITIONS ID NODE DIRECTIONS VALUE ID NODE DIRECTIONS VALUE (in OR radians) (in OR radians) 1 1 23 0.0000E +000 2 2 23 0.0000E +000 3 3 123 0.0000E +000 4 6 23 0.0000E +000 5 7 23 0.0000E +000 Load Case # 1 ( ) POINT LOADS ID NODE DIRECTION VALUE (1bs OR in -1bs) 1 4 1 1.10000E +002 2 5 1 2.24000E +002 SPECIALTY COATINGS - YAYLOR EQPT.OF S.JOSE ANALYSIS OUTPUT GLOBAL DISPLACEMENTS NODE X - DISP Y - DISP RZ (in) (in) (radians) 1 2.76868E -001 0.00000E +000 0.00000E +000 2 6.04997E -001 0.00000E +000 0.00000E +000 3 0.00000E +000 0.00000E +000 0.00000E +000 4 2.76868E -001 - 2.87797E -034 - 2.60905E -003 5 6.04997E -001 - 2.86201E -034 - 1.35646E -003 6 2.76868E -001 0.00000E +000 0.00000E +000 7 6.04997E -001 0.00000E +000 0.00000E +000 ELEMENT 1 2 3 4 5 6 ELEMENT FORCES NODE FX (SXX) FY (SYY) (lbs) 1 - 1.26218E -029 4 1.26218E -029 2 0.00000E +000 5 0.00000E +000 3 8.89293E -029 4 - 8.89293E -029 4 - 4.35161E -031 5 4.35161E -031 4 1.45519E -011 6 - 1.45519E -011 5 0.00000E +000 7 0.00000E +000 BOUNDARY FORCES NODE FX FY (lbs) (lbs) 1 - 9.86550E -014 - 1.08100E +002 2 0.00000E +000 - 5.62021E +001 3 - 3.34000E +002 8.89293E -029 6 - 1.45519E -011 1.08100E +002 7 0.00000E +000 5.62021E +001 END OF ANALYSIS DATE: 7/24/92 TIME: 8:43:16 (lbs) - 1.08100E +002 1.08100E +002 - 5.62021E +001 5.62021E +001 3.34000E +002 - 3.34000E +002 2.24000E +002 - 2.24000E +002 - 1.08100E +002 1.08100E +002 - 5.62021E +001 5.62021E +001 MZ (in - lbs) - 3.91487E +003 - 2.03536E +003 1.13545E +004 - 3.91487E +003 - 2.03536E +003 SH1% No. io oT 13 7/24/92 8:43:16 MZ (SXY) (in -lbs) - 3.91487E +003 - 7.86808E +003 - 2.03536E +003 - 4.09066E +003 1.13545E +004 8.68547E +003 7.05068E +003 8.18132E +003 - 7.86808E +003 - 3.91487E +003 - 4.09066E +003 - 2.03536E +003 ._ - "��P E C F LT Y C O AT1KCiS ID METAL TECH. INC. -1K P ALLET R ACKING . LODI, CALIFORNIA S CERTIFICATION FPCALC4 00 0 0 p 7.634 24 5 1 2 24 ..--.- 1 --+. 2 /...-- umed rotation point FOOT PLATE DESIGN (TRANSVERSE) ANCHORAGE (LONGITUDINAL) Pail= 4. i4-5 tc P OOL (2 4 )+ P( 5 )> Ms ANCHOR BOLTS: 2 Dia X 4 Long Min. Embedment ur P.ri.. = 4 15 # " P PREPA BY (SHEET NO. ii 13 DATE 7 -Z4 -92 NO REVISIONS A = 4" x 2 = 22 in 2 Effective = , 34-7 kat 22 22 I t,,,, = 2n = 2 (1+ > .3� 7 t = .245 In. < .375 In, Base Plate ...O.K. USE - 7x4x M = 11.334 IC, 1< it 4.945( 4 ) + .415( 51 ) > 11.354 0 0 p .4 15 K 00 K 11 K 'r 15.&81 > 11.35q- DRAWING NO. BY 2,5 00 ps CoHC, DATE ,ODI METAL TECH., INC. • LIZ. CALIFORNIA SLAB BENDING PUNCHING SHEAR V .A t - E RALK_ CONCRETE SLAB INVESTIGATION SHEAR LINE L= 2,763 = 7, 4.36 E_. KC NOTES BE AUSE OF CONTINUITY, THE SLAB WILL TAKE NEGATIVE MO/LENTS P , _ 7 4'36 = 36.4 psi < boot 20 _ 2r L 4.. +14 DATE 7-24-92 2 fc = 2/5040 psi CONCRETE 7 + 17 2 PR EPA - = 1, 000 psf SOIL BEARING BY SHEET NO. i2 13 A __ P. = 7636 = 7. 43a f L= A = F- = 2.7 3 ft fu DRAWING NO. NO REVISIONS BY DATE E S - bh 2 = 126 = sp in 1=1.152 ft, J x= .576 ft 6 f u x = ,,000( 576212 In - M _ — 1,99 0 in -lbs 2 2 f t 4 f M = l q o " = 34718. psi < psi = 1.6 FF = 1.6 2, 500 - 3v �i 6. S 50 / 1 0,1c, Psi = 2 f = 2 2.DO _ p5I O K. 1 ( 5) = 210 Ina )DI METAL TECH., INC. LODI, CALIFORNIA 415x 2&. 44 SP ECIALTY COATINGS T UKWILA, - WA. PALLET RACKING STRUCTURAL CERTIFICATION p= 4.3sU _____. 4 18 k 144 DATE 7..24 92 C ECK OVERTURNING MOMENT OF UPRIGHT rK • ME IN YT2ANSVERSe DIRECTION. RITICAL WITH TOP OAD ONLY._ K 4,3 BO V = ZIKCSw = .75(')CI.3)(.o i)(115)(5,►44x,s +. 247) = • 448' A Nagorz B USING y 2 a QS A 4�4 . art M1tt• EMBED. 2 44. 4 2,540 psi CONCRETE PMRR ICBO R.EPORT No.1372 READI4EAD CAP.= .415 WITHOUT INSPECTION. DVETURNING "MOMENT , 498 14 (1 , 1 1 71. 9 _R.1= SI STING . 1 O M ENT SHEET NO. i3 aF i3 DRAWING NO. REVISIONS BY = )+ , 4.i5( 4 4D Z =} :Ctow. . �. Z �.• 5 13Z AGTUAL "5. 7).-71/ pi K DATE ODI METAL TECH., INC. LODI, CALIFORNIA 5_2CIALTY COATING P EPAREp BY SHEET NO. DATE DRAWING NO. �J TRUCTURAL CERTIFICATION 7 - 24 - 92 �d NO. REVISIONS BY DATE REFERENCE APPENDIX MODEL F - ci = C p C I x in S x in rx in I y In Sy 1n ry In AREA in LB020 .075 2 .75 .2928 .274 .716 .6033 .4133 1.031 .5718 LB030 .075 3 .75 .7604 .4659 1.026 .8786 .6054 1.103 .7218 LB035 .075 3.5 .75 1.1854 .6313 1.223 .9475 .6712 1.093 .7922 LBC30 .075 3 .75 1.3689 .8817 .184 .9403 .6099 .9820 .975 LBC35 .075 3.5 .75 1.951 1.0473 1.363 .9705 .6159 .9614 1.050 LBC40 .075 4 1.5 2.13631 1.2769 1.538 1.105 .7096 .9921 1.125 LBC45 .075 4.5 1.5 3.5073 1.5033 1.709 1.2449 .8025 1.018 1.200 LBC50 .075 5 1.5 4.6437 1.7655 1.908 1.3902 .9029 1.044 1.275 LBC55 .075 5.5 1.5 5.7951 2.0453 2.071 1.5269 .9975 1.238 1.350 LBC55A .105 5.5 1.5 7.7919 2.7571 2.038 2.0719 1.3498 1.051 1.876 LBC60A .105 6 1.5 9.587 3.1421 2.192 2.1979 1.4517 1.049 1.995 LBF354 .075 3.5 1.5 1.4739 .7699. 1.267 .9284 .6242 1.006 .9181 LBF404 .075 4 1.5 2.0512 .9481 1.437 1.0635 .7190 1.035 .9931 LBF454 .075 4.5 1.5 2.7526 1.141 1.605 1.1984 .8143 1.059 1.0681 LBF453 .090 4.5 1.5 3.2119 1.333 1.598 1.3985 .9497 1 .054 1.2578 BEAM SECTION PROPERTIES PREPARED BY P.S.TINGEY NO, DRAWING NO. R -1 REVISION DATE BY X Y to k T Grip CHANNELS d AMERICAN STANDARD Dimensions X X i[ t Grip (i1 b , e. 6 3. Aloe Designation w d o .Web Flange Dis tance Grip t-g•L Thickness t t 2 Width b1 emp th hemp t/ T k I1 In. In. In. In. In. In. In. in. (n. C 5x 9 x 6.7 C dx 7.25 x 5.4 2,64 1.97 2.13 1.59 5.00 5.00 4.00 4.00 0.325 0.190 0.321 0.184 1 ..ii 3 /l8 % 3 /is le 1.885 1.750 1.72.1 1.584 1 11/4 1% 11/4 0.320 0.320 0.296 0.296 % e/sb %1, %la CI CC s/i % 1 %s 11 /is 5 h -- et / - 4 ^- %a -- C 3x 6 x 5 x 4.1 1.76 1.47 1.21 8331 0.356 0.258 0.170 1 1/4 3 /la 3 /8 1/r %8 1.596 1.498 1.410 11/4 1% 13fi 0.273 0.273 0273 1 4 1/4 1/4 eel 11 As 1% lih - •-. -- - -- . -- 2 Y t • ' CHANNELS , AMERICAN STANDARD T Properties k Grip d x , 1 + t (i1 b , Nominal Weiht per Ft. 3. Aloe -13,4' Axis l(•x Axis 1 I S r I 8 r In k6 ( In. In 3 In. 1L In 3 In. 9 6.7 7.25 '4X 5.4 0.470 0.484 0.459 0.457 0.427 0.552 0.386 0.502 8.29 8.93 7.84 8.52 8.90 7.49 4.59 3.85 3,56 3.00 2.29 1.93 1.83 1.95 1,47 1.56 0.632 0.479 0.433 0.319 0.450 0.378 0.343 0.283 0.489 0.493 0 :450 0.449 I 6 5 C X 4.1 0.455 0.438 0.435 0.322 0.392 0.461 6.87 7.32 7.78 2.07 1.85 1.66 1.38 1.24 1.10 1.08 1.12 1.17 0.305 0.247 0.197 0.268 0.233 0.202 0.416 0.410 0.404 LODI METAL TECH., INC. LODI, CALIFORNIA 1.36 COLUMN SECT, PROP. AMERICAN INSTITUTE OF STEEL CONSTRUCTION AMERICAN INSTITUTE OF STEEL CONSTRUCTION PREPARED BY DATE NO. REVISIONS 1 .37 SHEET NO. R- 2 DRAWING NO BY DAT ODI MEN INC. LODI, CALIFORNIA Revised 6/73 eUPPORT I M n iz.4 DIAL. 0• PROPERTIES AMERICAN INSTITUTE OF STEEL CONSTRUCTION PREPARED J �^ DATE NO 1. 57 1. REVISIONS SHEET NO. DRAWING NO. BY DAT1 t ;! • ANGLES Equal legs X LT ki Properties for designing • Size and Thickness k Weight per Foot Ana AXIS X•X AND AXIS Y•Y AXIS Z'z I 3 r s or y r In. In. Lb. In In4 In' In. In, In. L 31/2 X 31 X 'h Me 35 ifs 'A L3X3X%i 7 As 3i yi 2A. 11.1 9.8 X8.5 7.2 5.8 9.4 8.3 •L 6.1 4:9. Nf Nl NN. -f NKNrIN M IME cV lV 11 "1 .4 ssss�� 44444 sagEl 11112 44444 44440 Ms 'y4 3.71 1.09 .962 .441 .939 .820 . 596 L21/2 X2%X' Ors '4 Ms 7 L 2 X 2 X.% ifs — Vs ifs • as c !�ln tt! el f.; pf N g .4 _ 1.23 .849 .703 .547 .479 .416 .348 •Z gwig .806 .740 .717 .694 .636 .614 .592 J ._, 35 L VA x 1.14 X 'A ;5e 3i L11/2 X 1% X 'A its 3z ',b A s 'fs Ms 35 '/is 3i 35 Ile M DVS SM 5 . R44 4444 . 4 444 44k4 4 441F: 444 44ggl ,4 444 4444 1 L1 X1/4 ifs 1/4 L1X1X'A its % %a 36 3is 3i %s '4 1.92 1.48 1.01 1.49 • 1.16 .80 sew 4F44 444 444 444 444 444 ODI MEN INC. LODI, CALIFORNIA Revised 6/73 eUPPORT I M n iz.4 DIAL. 0• PROPERTIES AMERICAN INSTITUTE OF STEEL CONSTRUCTION PREPARED J �^ DATE NO 1. 57 1. REVISIONS SHEET NO. DRAWING NO. BY DAT1 MODEL TOTAL BEAM MOMENT CAP. fb S NEGATIVE MOMENT DEVELOPED ALLOWABLE ® BEAM /COLUMN BEAM SEISMIC MOMENT CONNECTION 6 "BKT. CAP. 8" BKT. LB020 7.47 1.49 9.94 35.20 55.76 LB030 12.71 2.54 16.89 35.20 55.76 LB035 17.21 3.44 22.89 35.20 55.76 LBC30 24.04 4.81 31.98 35.20 55.76 LBC35 28.56 5.71 37.98 35.20 55.76 LBC40 34.82 6.96 46.31 35.20 55.76 LBC45 40.99 8.19 54.52 35.20 55.76 LBC50 48.15 9.63 64.04 35.20 55.76 LBC55 55.78 11.16 74.19 35.20 55.76 LBC55A 75.18 15.04 100.00 35.20 55.76 LBC60A 85.69 17.14 113.97 35.20 55.76 LBF354 20.99 4.19 27.92 35.20 55.76 LBF404 25.85 5.17 34.39 35.20 55.76 LBF454 31.12 6.22 41.38 35.20 55.76 LBF453 36.35 7.27 48.35 35.20 55.76 BEAM CONNECTION PROPERTIES PREPARED BY P. TINGEY DATE 19APR91 DRAWING NO. R-4 -- w e 2 /8 .- wG c 025 _L .125 .10 VERTICAL NO. SEISMIC LATERAL COMBINED REVISION DATE t SEISMIC PLUS 1 VERTICAL SEISMIC MINUS VERTICAL e - L'h--- e ____._ BY DI METAL TECH. , INC. LODI. CALIFQRNIA BRACKET CONNECTOR ALLOW. MOM. CALC.5. 3 11 'z ao LT 0 • laOTTOM V1SW . FAT MER 3_ RuniERSCDF . 217(3R(?ENCT✓ _A Dtt.wE - tort `J TRUCTUY AL CERT1FICATION it U. 1}4 /2 0 'BOLT FASTENER NOMINAL k 2..t =a ; .1 " VOR A307. Bo LT iv/A LLOW. F,, lo.0 • P ;�AR 8Y SHEET N Cfft4 DATE' 12-10 83 REVISIONS '_ 1.5601(- 4' P' = ,35Z DRAWING NO BY DAT 1.940 (4-, S75)+ 352657T. K is K" 6 ).663 ro 14-. 07 - ti 10/5Ei6MIC ALLCIW. Ms =3.i( - 1r. rr'4 ' Foe A 325 COLT W /ALLOW 'F 21.0bo' P _ 4 P' = .73 M = +.t1G C4.37 - 9 + .739 0.875 2Q.71Z" ro w /5EI6mIc At- w M o 27.5 � 47 I �' To 39. °:'' Main and Secondary Members Kl /r not over 120 Main Members KI /r 121 to 200 Secondary Members' 1/r 121 to 200 Kl r F. (ksi) KZ F. r (kai) n1 r F. (ksi) KI 1 r F. (ad) K1 7F F. (lad) 1 F., T (ksi) 1 r Fu (kai) 1 21.56 41 19.11 81 15.24 121 10.14 161 5.76 8888 meg alma gg8su num St n4 88322 548X8 000cic; a;citi�ci ciaczeis; .6.60;c6,6 eix46.6,6 titz� t-tit-t-ti . - i r1M RA fl mnr gr4r3R MOS 4U*4$ UUS$§ sp3p3 3%233 161 7.25 2 21.52 42 19.03 82 15.13 122 9.99 182 5.69 182 7.20 3 21.48 43 18.95 83 16.02 123 9.85 163 5.62 163 7.16 4 21.44 44 18.86 84 14.90 124 9.70 164 5.65 164 7.12 5 21.39 45 18.78 85 14.79 125 9.65 165 5.49 185 7.08 6 21.35 46 18.70 86 14.67 126 9.41 166 5.42 166 7.04 7 21.30 47 18.61 87 14.66 127 9.28 167 5.36 167 7.00 8 21.25 48 18.58 88 14.44 128 9.11 168 5.29 168 6.98 9 21.21 49 18.44 89 14.32 129 8.97 169 5.23 189 8.93 10 21.16 50 18.35 90 14.20 130 8.84 170 5.17 170 8.89 11 21.10 51 18.28 91 14.09 131 8.70 171 5.11 171 6.85 12 21.05 62 18.17 92 13.97 182 8.67 172 5.06 172 6.82 13 21.00 63 18.08 98 13.84 133 8.44 173 4.99 173 8.79 14 20.95 64 17.99 94 13.72 184 8.32 174 4.98 174 6.78 15 20.89 65 17.90 05 18.60 185 8.19 175 4.88 175 8.78 16 20.88 56 17.81 96 18.48 186 8.07 176 4.82 176 6.70 17 20.78 57 17.71 97 18.35 137 7.98 177 4.77 177 6.67 18 20.72 68 17.62 98 18.23 188 7.84 178 4.71 178 6.64 19 20.66 59 17.53 99 18.10 189 7.78 179 4.88 179 8.81 20 20.60 60 17.43 100 12.98 140 7.62 180 6.58 21 20.54 61 17.33 101 12.85 141 7.51 181 4.58 181 6.56 22 20.48 62 17.24 102 12.72 142 7.41 182 4.51 182 8.58 28 20.41 68 17.14 103 12.59 148 7.30 183 4.46 183 6.51 24 20.35 64 17.04 104 12.47 144 7.20 184 4.41 184 6.49 25 20.28 65 16.94 105 12.33 145 7.10 • 185 4.36 185 8.48 26 20.22 68 16.84 108 12.20 146 7.01 186 4.32 188 8.44 27 20.16 67 16.74 107 12.07 147 8.91 187 4.27 187 6.42 28 20.08 68 18.64 108 11.94 148 6.82 188 4.28 188 6.40 29 20.01 69 16.53 109 11.81 149 6.73 189 4.18 189 6.88 30 19.94 70 16.48 110 11.67 150 6.64 190 4.14 190 6.86 31 19.87 71 16.33 111 11.54 151 6.65 191 4409 191 6.35 82 19.80 72 18.22 112 11.40 152 6.46 192 4.05 192 6.33 33 19.73. 78 18.12 118 11.26 153 8.88 193 4.01 •98 6.31 84 19.65 74 16.01 114 11.13 164 6.30 194 3.97 194 6.30 .85 19.68 75 15.90 115 10.99 155 6.22 195 3.98 195 8.28 88 19.60 76 15.79 116 10.85 158 8.14 196 3.89 196 8.27 87 19.42 77 15.69 117 10.71 167 6.06 197 3.85 197 8.28 88 19.35 78 15.58 118 10.67 158 5.98 198 3.81 198 6.24 89 19.27 79 15.47 119 10.48 159 5.91 199 3.77 199 8.23 40 19.19 80 15.88 120 10.28 160 5.88 200 3.78 200 8.22 DI METAL TECH., INC. LODI, CALIFORNIA ' 5.84 AISC Specification AL !LE STRE aS (KSI) ABLE 1-36 MILIWABLE ErTREse (sRI) FOR compazstuom ICEMBERS OP 36 887 SPI:Ci.r u YIELD STRESS STEEL + K taken as 1.0 for secondary members. Note: C. - 126.1 PREPARED BY DATE NO. REVISIONS SHEET NO. DRAWING NO. BY DATI U.B.C. SECTION 2312 & STD. 27 -11 n, p = V( ur ; ,1 1 . 6 /E ur ) 0 L 1 100% SEISMIC LOADINGS SPECIFIED C.G. F. 3 66 �_ 2 --. 1 82% DATE 15FEB91 NO. 8 7 -x-.25 7 6 --.28 6 ---.21 6 .33 5--.24 5 - ---.18 -- 5 .� 27 4 ---.19 4 .14 4 .20 3 --.14 3 -.10 3 2 .13 2 ---.09 2 ---.07 2 1 .07 1 ---.05 7 2% 1 ---.04 1 73% 71% DRAWING NO. REVISION DATE BY 4 .4 .5 3 1 .3 .33 ---- .2 .17 78% .1 7 0 R--7 . 22 . 19 .17 .4.. .14 .11 .08 .05 .03 71% 12 .15 11 .17 11 .14 10 --x.18 10 .15 10 .13 9 ---- .20 9 ---.16 9 .14 9 .11 8 .18 8 ---.15 8 .12 ..._.. 8 .10 7 --6-.15 7 -- .14 -►- 7 .11 7 .09 6 -6-.13 6 °6-.11 6 .09 6 .08 5 .11 5 --e-.09 5 .08 5 .06 4 -4-.09 4 -•-.07 4 .06 4 .05 3 --.07 3 ---.05 3 .05 3 .04 2 -0-.04 2 ---.04 2 .03 2 .03 1 ---.02 1 -- -°-.02 70% 1 .02 1 .01 0 70% 70% 69% 0 0 h MOMENT T RACK C BRACED T RACK C 96 .932 .069 .587 .087 108 1.008 .066 .635 .084 120 1.081 .064 .681 .081 132 1.153 .062 .726 .078 144 1.221 .060 .769 .076 156 1.288 .059 .811 .074 168 1.353 .057 .852 .072 180 1.416 .057 .893 .071 192 1.479 .055 .932 .069 204 1.542 .054 .970 .068 216 1.600 .053 1.008 .066 228 1 .052 1.045 .065 240 1.720 .051 1.081 .064 252 1.775 .050 1.117 .063 264 1.825 .049 1.152 .062 276 1.884 .049 1.187 .061 288 1.938 .048 1.221 .060 300 1.992 .047 1.255 .060 312 2.045 .047 1.289 .059 320 2.080 .046 1.310 .058 336 2.149 .045 1.354 .057 348 2.198 .045 1.386 .057 360 2.249 .045 1.417 .056 144 LATERAL C COEFFICIENT V =ZIKCSW "CONTROT.T.FD SEISMIC DRIFT CRITERIA" AISI ENGINEERING JOURNAL 1975 2 nd QUARTER = o{ h o( = .01 FOR MOMENT RACK FRAME o{ = .005 FOR BRACED RACK FRAME C = 1 -- 15 T = .25 d/C = .25 (15)V = .25V h(15)Nrr PREPARED BY P. TINGEY DATE 1 5FE891 NO. DRAWING NO. R -8 REVISION DATE BY 1 LA4 MOMENT- RESISTING FRAME SHEAR COEFFICIENTS REF: SEISMIC STUDY OF INDUSTRIAL STEEL STORAGE RACKS JUNE 1980 prepared for the National Science Foundation by URS /Blume & Assosicates 0.22- 0.20 0.18 - 8 s. 0.16 0 w • 0.14 U c 0.12 - w •1 0.10 b 0.08 - a L 0.06 - b 0.04- 0.02- -... CS - UBC (Table 23 -J, with reduced storage weight) - 1972 RMI v = zrxcsw K = 1.0 I =z= 1.0 Load Factor = 1.0 0.5 PREPARED BY P. TINGEY DATE 1 5FEB91 C - UBC (Table 23 -J) VBC (Standard No. 27 -11) cS (maximum) UBC CS (minimum) 1.0 1.5 Period (sec) NO. Period of Interest for Moment- Resisting --- Frame System 2.0 FIGURE 13.1 UBC AND RMI BASE SHEAR COEFFICIENTS - MOMENT-RESISTING FRAME SYSTEM DRAWING NO. R -8A REVISION DATE BY 2.5 LA4. REF: SEISMIC STUDY OF INDUSTRIAL STEEL STORAGE RACKS JUNE- 1980 prepared for the National Science Foundation by URS /Blume & Assosicates 0.22 0.20 0.18— c 0.16 — c. tea, 0.14 w 4J a 0.12— . 4- n, 0.10 0 0.08 - 0 b 0.06 — CO 0.04 0.02 BRACED FRAME SYSTEM SHEAR COEFFICIENTS - 1972 RMI v = zrx sw K = 1.33 = Z = 1.0 Load Factor = 1.25 0.5 1.0 1.5 Period (sec) PREPARED BY P. TINGEY DATE 15FEB91 C p - UBC (Table 23 -J ) UBC (Standard No. 27 -11) KCS (maximum) KCS - UBC (Table 23 -J, with reduced storage weight) Period of Interest for Braced Frame System UBC KCS (minimum) `. 2.0 FIGURE 13.2 UBC AND RMI BASE SHEAR COEFFICIENTS - BRACED FRAME SYSTEM —462— NO. 1 DATE DRAWING NO. t � R-BB REVISION 2.5 BY EVALUATION REPORT CwuqN t 1191 K80 L aNa„un •n. K, in Filing Category: FASTENERS — Concrete and Masonry Anchors (066) ITW RAMSET/RED HEAD SELF - DRILLING, NON - DRILL, STUD, DYNABOLT SLEEVE, TRUBOLT WEDGE, MULTI-SET II CONCRETE ANCHORS AND STEEL DECK INSERTS ITW RAMSET/RED HEAD 1300 NORTH MICHAEL DRIVE WOOD DALE, ILLINOIS 60191 1. Subject: ITW RamseuRed Head Self- Drilling. Non-Drill. Stud. Dynabolt Sleeve. Trubolt Wedge. Multi -Set II Concrete Anchors and Steel Deck Inserts. Il. Description: A. ITW Ramset/Red Head Self-Drilling Anchor: The ITW Ramset/Red Head anchor is a self - drilling concrete expansion shell anchor with a single cone expander, both made from heat - treated steel. The steel for the body conforms to the minimum requirements of AISI Specifi- cation C -12L14 and the steel for the plug conforms to the minimum require- ments of AISI Specification C -1010. The anchor has eight sharp teeth at one end and is threaded internally at the other end. The outer surface of the tubular shell at the toothed end has annular broaching grooves and four milled slits. At he threaded end, the anchor is provided with an unthreaded chucking cone which has an annular break -off groove at its base for break- ing off the cone for flush mounting. Anchor shell and expander cone are electrodeposit zinc and chromate plated. The anchors are installed either by a Model 747 Roto -Stop Hammer. by air or electric impact hammer, or by hand. The anchor is used as a drill in forming the hole in the concrete. After the hole is formed. the anchor is removed and the hole thoroughly cleaned. The depth of the hole is regulated by the drill chuck. A Red Head plug is set into the bottom or the anchor prior to insertion in the hole. The concrete anchor is then driven over the plug, causing an expansion of the anchor in the hole. The chucking end of the anchor is broken off with a Hammer blow. Verification that the anchor has been installed properly is evidenced by the fact that the anchor does not project above the surface of the concrete and that the red plug is visible at the bottom of the hole. The allowable shear and tension values are as set forth in Table No. I. ti. ITW RamseuRed Head Non -Drill Anchor: The non -drill anchor is designed to be installed in concrete in a predrilled hole, The shell is formed from steel meeting the minimum requirements of AISi C -12L14 and is provided with internal threads at one end and a plain hole at the expansion end which is divided into four equal segments by radial slots milled axially along the length of the shell. A series of annular broaching rings are cut into the expansion end of the anchor. The anchors are set over a hardened steel conical- shaped expander plug by driving the anchor flush with the surface of the concrete. The heat - treated plug is of steel meeting the minimum requirements of AISI C -1010. The anchors are installed in drilled holes having a diameter and length the same as the anchor. After the hole is formed. all concrete cuttings are removed and the anchor is set in a manner identical to the self - drilling anchor. The allowable shear and tension values are as set forth in Table No. 11. C. ITW Ramset/Red Head Stud Anchors: The ITW RamseuRed Head stud anchor is a non - drilling anchor which provides a protruding externally threaded stud when installed and is formed from steel meeting the minimum requirements of AISI C -1213. The anchor body hasan axial hole. axial slots and series of annual broaching rings in the expansion end of the anchor. A flanged, conical expansion plug of steel meeting the minimum require- ments of AISi C -1010, is preauembled into the body. n Inc. - g. ICBO Evaluation Service, A subsidiary corporation of the international Conference of Building Officials Report No. 1372 June, 1990 The anchors are installed in drilled holes having a diameter the same as the anchor and are set as described above the self - drilling anchor. The allowable shear and tension values we as set forth in Table No. III. D. ITW Ramset/Red Head Dynabolt Sleeve Anchor. The Dynabolt sleeve anchors are designed to be installed in a predrilled hole equal to the anchor diameter and are expanded by tightening the hex nut or head -style nut with a wrench or screwdrivee The external shell or expansion sleeves are stamped and formed from commercial quality carbon steel or etainiess steel meeting the minimum requirements of AISI C•1010 or'iype 304, respectively. in No. 22 and No. 16 gauges. The threaded expansion pins with integral conical expanders are formed from carbon steel or stainless steel meeting the minimum requirements of AISI C -1010 or Type 304, respectively. Holes are drilled into the concrete or masonry at the required locations of the same diameter as the nominal anchor dIametec The anchors are placed in the hole and the nut is tamed until the minimum installation torque as indicated in Table No. IV is reached. Allowable shear and tension values are as set forth in lkble No. IV. E. iTW RamseuRed Head 'Dutton Wedge Anchor: The Thtbolt wedge anchors consist of a stud bolt type of drop -1n anchor designed for use in stone and lightweight aggregate concrete of various strengths The an- chors are cold formed or machined from either zinc- plated and chrtnute- dipped carbon steel. hot- dipped galvanized carbon steel or stainless steel. These anchors meet the minimum requirements of AISI C -1015 to AISI C- 1022 and AI.% C -1213 carbon steels, or Type 302HQ. Type 303 or Type 316 stainless steels. The expander sleeves an fabricated from carbon or slain. less steel meeting the minimum requirements of AISI C -1010 or Type 302, respectively. The anchor stud is threaded at its upper end and has a straight cylindrical section reduced in diameter around which the expander sleeve is formed. A straight - tapered section enlarging to a cylindrical base acts to increase the diameter of the expander ring as the stud is tightened in the concrete hole. The expander ring. which is formed around the stud bolt.. consists of a split ring element with a "coined" groove at each end. The expander ring is designed to engage the walls of the concrete hole as the tapered portion of the stud Is forced upward against its interior. Cold - formed anchor studs are available only for the rate -, s/a.. 7r, s /.. and ne.tech- diameter wedge anchors. The anchors are installed in the field by drilling a hole in the concrete. the same nominal size as the anchor size. to a depth greater than the length of embedment desired. but no less than the minimum embedment. It is not necessary to clean out the hole prior to the installation of the anchor. provided the hole is sufficiently deeper than the desired embedment. The anchor is then tapped into the hole to the embedment depth desired, but no less than the minimum embedment. A standard hexagonal nut and washer are used over the material being fastened and the nut tightened until the minimum installation torque as indicated in Table No. V is reached. The allowable shear and tension values are as set forth in Tkble No. V. F. ITW RamseuRed Head Multi-Set 11 Anchor: The multi -set anchors are designed to be installed in a pit-drilled hole equal to the anchor diameter. The anchor consists of a shell fanned from carbon steel or stainless steel meeting the minimum requirements of AISI C -1213 or Type 303. respec- tively. and „n expansion plug formed from carbon steel or stainless steel meeting the minimum requirements of AISI C -1010 or 'We 303. rapes Lively. The expansion end is divided into four equal segments by radial slots. The expander plug is pseassembled and is cylindrical in cross section. The anchors are installed in predrilled holes with the depth and diameter for each anchor sir listed in Table No. VI. After the hole is drilled. it must be cleared of all cuttings. The anchor is set by installing the expansion shall and then driving the cone expander with a setting tool. A special setting tool Evaluation reports of /CEO Evaluation Service, Inc., are issued solely to provide information to Class A members of ICBO, utilizing tie code upon whkh the report is based. Evaluation reports are not to be construed as representing aesthetics or any otherattrlbuus not specifically oddrersred norm an endorsement or recommendation for use of the subject report. This report is based upon independent tests or other technical data submitted by the applkant. The ICBO Evaluation Service, Inc., technical staff has reviewed the test results and/or other data, but does not possess test facilities to make an independent verification. There is no warranty by ICBO Evaluation Service, Inc., express or implied, as to any "Finding" or other matter in the report or as to any product covered by the report. This disclaimer includes, but is not limited to, merchantablWy. Pegs 1 of t! ( R -OA . Page 2 of 8 Report No. 1373 is provided with each anchor size. When the cone expander is driven down into the anchor. the legs of the shell expand. The allowable shear and tension loads ate as set forth in Table No, VI. G. 11'W RamseURed Head Steel Deck Insert: The steel deck insert is designed to be placed in steel decking, before concrete is poured, where a hanging fastener is desired. The anchor assembly consists of two major parts. a headed stud and a coupling. both of cold-rolled steel meeting the minimum requirements of AISI C -1010 -1018. The coupling is assembled to the stud and is internally threaded to receive a threaded rod. A spring clip assembly locks the steel deck insert in place. The anchors are installed in a hole drilled through the steel deck and are placed before concrete is poured. The hole must be drilled in the center of the flute or rib. Spacing of the anchors along the rib or flute shall be a minr:. um of 19 inches on center. The insert is pushed through the hole such that the spring clip expands on the underside of the deck and locks the insert firmly in place. The deck must be a minimum No., 22 gauge. steel deck institute 'type W deck with 11/2-high flutes and minimum 3 -inch concrete cover over the flutes. The allowable shear and tension loads are as set forth in Table No. VII. 11. 1989 Supplement to the U.B.C.: This report is unaffected by the Supplement. 1. Identification: The concrete anchors are identified by their dimen- sional characteristic and the anchor size stamped on the anchor. The conical - shaped expander plugs are colored red. See Figure No. 2 for additional details. 111. Eridence Submitted: Product brochures, calculations. results of shear and tension tests. Findings I V. Findings: That the ITW Ramset/Red Head fasteners described In this report are alternate types of anchors to those specified in the 1988 Uniform Building Code. subject to the following conditions: 1. The allowable shear and tension values do not exceed those set forth in Tables Nos. l through VII. 2. The minimum spacing. edge and end distances conform to re- quirements set forth in the tables. 3. Allowable loads for anchors subjected to combined shear and tension formate determined by the ratio of the actual shear to the allowable shear plus the ratio of the actual tension to the allowable tension not exceeding 1.00. 4. Anchors are not subject to vibratory or shock loads such as supports for reciprocating engines or crane rails unless ade- quacy is determined by tests with results approved by the local building official. 5. The allowable values indicated in the tables are maximum values and they are not to be increased for wind or seismic loads. 6. Expansion anchors (other than self - drilling type) shall be in. stalled in holes predrfled with a carbide - tipped masonry drill manufactured within the range of the maximum and minimum drill tip dimension of ANSI Standard 8. 94.12.1977 for the al- lowable values set forth in this report. This report is subject to re- examination In two years. { TABLE NO, V -ITW RAUSET/RED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (Poundsp = ANCHOR "" .CAN80N STEEL AMN011 Pa INSTAU AT10N 6 t -1.eal MUM £ 8EBUENT pRJ STONE AGGREGATE CONCRETE r . 2'�0 psi r . 30011 pal r w r . 4000 psi r . 4800 pod SOW poi r = $SOO pa Tsn*ton Tansies' SHUR Tones ... 868 TansiOn - Paul Tension SNEM Tension 'Minion SHEAR Mlf>s WO Mod ►10.4 WM b,p.3 MIO,s,a h.4 Ma Irma Irma Titron Mn F WWI b 3 M4tisst 1 p 4 141w WO 1MRnert k01R VIM insp., Wiwi kisa.4 With k3 WilhoM t, 4 Itk 270 135 305 155 340 170 195 445 225 500 560 280 'k 8 3''h6 610 305 405 670 335 445 725 360 445 365 463 755 375 470 755 485 760 380 495 2% 680 340 715 355 745 375 380 770 385 775 780 390 1 625 315 690 755 380 805 400 845 420 885 440 925 1/4 25 3 1,065 535 765 1.205 975 1,345 670 960 1.390 695 980 1.455 725 1,000 1.485 745 1.020 1320 1.035 4 1,220 610 1.325 1.425 710 1,460 730 1.515 760 1,550 775 1.580 830 - 445 1.040 320 1.290 645 1.330 1.380 690 1.395 700 I. 55 4 1,420 710 1.115 1,515 155 1.485 1,590 1,835 915 1.680 I.155 1,770 2,475 1.240 1.860 2.800 1.400 1,945 6 1.530 -765 1.745 870 2.250 1.125 2,595 2.940 1.470 3.285 1,645 2 1.225 615 1.535 765 1.840 920 1.920 960 2.000 1.000 2.090 1,045 2.175 1.085 51s 90 501 1.955 980 2.800 2.120 1.060 3,115 2.285 1.145 3,135 2,545 1,270 3.120 2.855 1.435 3.120 3.190 1.595 3.120 3.510 1.755 3.120 7 2.605 1.305 2,735 1.370 2.870 1.435 3,115 1.555 3.435 1.720 3.755 1.880 4.080 2,040 33/4 1.720 2.020 1.010 2.315 1.155 2,420 1.210 2.520 1.260 2.620 1.310 2.715 1.360 3 1. 175 6% 2.450 4.090 3.130 1,565 4.375 3.805 1,905 4,425 3,940 1.970 4.500 4.080 2.040 4.580 4.210 2.105 4.660 4.345 2.170 4.735 10 2.640 3.520 1,760 4,395 2.200 4,850 2.425 5.300 2,650 5.740 2.870 6.185 3.095 344 2.215 1110 2.705 1,350 3.190 1.595 3.290 1.645 3,380 1.690 3.480 1.740 3.570 1.785 T h 250 6 844 2.960 1125 1.480 1.560 4.410 3.655 1835 1,825 1,915 5,600 4.350 4,545 2.175 2,275 5.960 5.005 5.140 2.505 2,570 6.240 5.645 5,740 2.820 2170 6.520 6.280 6 .335 3.140 3.165 6,800 6.915 6.915 3.455 3.455 7.075 402 3,765 1.885 4.335 2,170 4.910 2.455 5,090 2.545 5.270 2.635 5.440 2.720 5.620 2.810 - "" 7 5.540 2,770 6.190 6,280 3.140 6.795 7.020 3,510 6,660 7,600 3.800 7.110 8,180 4.090 7,555 8.775 4,385 8.000 9.335 4.665 8.450 10 7.435 3320 8.195 4,095 8.950 4,415 9,330 4,665 9.700 4,850 10.080 5.040 10.465 5.230 5'h 4.490 2.245 5365 2.685 6.240 3.120 6.630 3.315 7.020 3.510 7,410 3705 7.800 3.900 104 8 7.640 3.820 9,015 9,960 ___ _ _ 12.280 " --- 1 0 - 95 12.680 " 6340 10.930 13.070 6.535 11 11.370 13.461 6,730 " 11.800 13.855 6.925 12.240 9.735 4.870 11,890 5,945 14.040 7.020 14.560 7,280 15.440 7,720 15.775 7,8SO 16,115 8.055 ANCHOR T S STEEL STOKE AGGREGATE CONCRETE r . 2SDO psi f. 3000 pat r s 1500 ps1 r . 4000 psi r , • ti l' f . 5000 p ! - e . 5500 psi 1 Tents' Tension Tees___ Tinton lensiosi Tension Tanskin 10th Moot A at SP. SR 5f 3F 3k WNEM knp 3 lows SHEAR StEIUI HEAR SIEAR SHEAR 1 285 145 350 175 415 210 510 255 275 595 'k 8 lt3/44 685 345 530 720 360 555 750 375 580 590 780 390 605 F 395 615 805 625 23/4 765 380 765 380 770 385 785 390 395 805 1 640 320 700 350 760 380 785 395 795 805 400 815 405 3 12 25 3 1.095 545 175 1.205 605 900 1,320 660 1.030 1.415 710 1,050 1,495 1.070 1.580 790 1,095 1.660 830 1.115 402 1 .330 66S 1.425 710 1.515 760 1.600 800 1.675 1.750 875 1.825 910 244 820 410 500 1.180 590 1.200 600 1.230 615 1.270 635 1.275 640 'h 55 4'h 1.625 815 1.845 P 890 2.060 1.925 965 2.270 2.150 1,075 2.340 2.420 1.210 2.410 2490 1345 2.480 2.960 1.480 2.550 6 1,775 885 1.010 2.270 1.135 2.495 1.245 2.695 1.350 2.900 1.450 3.105 1.550 23/4 1.235 615 1.505 755 , 1.775 890 1.860 930 1.920 960 2.000 1.000 2.045 1.025 3 14 90 54. 2.555 1.275 3.040 2.665 1,330 3.075 2.175 1.385 3.110 2.975 1.485 3.400 3.235 1.615 3.680 3.495 1,745 3.965 3.755 1.875 4.250 743 2.635 1 .3:0 2.780 1.390 2.925 1.460 3.200 1.600 3.560 1.780 3.920 1.960 4.280 2.140 31/4 1.760 810 2.060 1.030 2 .355 1.175 2.450 1.225 2.550 1.275 2.740 1.370 3/4 175 63 2.840 1.4:0 3.930 3.255 1.625 4,200 3.670 1.835 4.470 3.910 1.985 4.680 4.270 2.335 4.890 4.570 5.095 4.870 2.435 5.300 9 3.030 1.515 ( 3.390 1.695 3.750 1.375 4,210 2.105 4,735 2.365 5.260 5.785 2.890 344 2110 1055 2.820 1.410 3.530 1.765 3.620 1.830 1700 1.850 3.780 1.890 3.870 1.935 3h 130 63/4 2,435 1.215 4.900 3.155 1.575 5.500 3.870 1.935 6,110 4.670 2.335 6.435 5.525 2.765 6.755 6.380 3.190 7.080 7.235 3.620 7.400 8 3.455 1.7:0 4,570 2,285 5,685 2.840 6.090 3,045 6.500 3.250 6.910 3,455 7,315 3.660 402 2.960 1.480 3.630 1.815 4.305 2350 4.630 2.315 4.960 2.480 5.290 2.645 5.620 2.810 1 300 7 4,105 2.00 5,870 4,435 2.215 6,780 4.765 2.380 7,685 5.190 2.593 8.240 5,685 2.840 8.790 6.175 3.090 9.350 6.610 3.335 9.900 101/2 4,090 2,015 4.625 2.315 5.165 2.580 ' 5.690 2345 6.205 3.100 1 6.720 3.360 7.235 3.620 { TABLE NO, V -ITW RAUSET/RED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (Poundsp = Mmes 19 Ali MOMS MCC9_s 1M Onamm nn Oman mama OOMOMfa.. M•au.noa MM • MUM a C7iw091111 ON TM c_.. map MO NOT MCOMM MM. MOM MMCMCLO 1.0 MOM at uMro w,a. MMarnall a MSS M a r Marne TI MM 16111MT 1110 OMMT d {del Mal WM. Ut! 01 MAMA •i•t. BY DATE LODI 213S.KELLYST. PO.BOX666 BIMETAL TECH.. INC. • , " `° NIA° PALLET RACKINGLIR5TALLATIQN_ S PECIALTY_C.OATINGS_ -A - -- A Anwovao 11 -3 -88 OfAMINO NO. LMT - G 94a 1 1 ALAN —. 110 FRAmvs IL% al Mill i - !!� t'111! r4 13. L`oi�lTiteas IN5TALLATION BEAM 1:FID B?A(.V i TAS BUTE?g HEADED 1iAT _ i IP_hcro. TOP.. PORTION OF_LQLUMFL KEYHOLES e�ID DROP INTO.LOWEeRADIUM= itST AL TDMhTCC. STIARI:oCK-SP.RIRIRTEREI Tom OF REY14O1-1W4D Pi EVENtS Rx15= 1NG OF BEAM — 5 „„,, L ,„„ __ - BEAM CatuivtR CONNECTION _ ._ EW.ka tea. /.t r 4 L t , 1 p. ri ; M �,�.. KE 11615 ■ .►► S 7 x 4 , X % cs� j� gASE PLATE ELEVATIONS- 35pt1iiYtbt COW TV 1 EV.6DR;ANCPORAGE REFERENCE _ILLUSTRATIVE_ RAC:% WG LAYOUT (ST.E.OWNEMS DWGS. WITH) g3EETt5 STAMP _ I Ct�il 5kAt ut Z kii.x IH Sun 4 Twtw�l3v�E Loci- 6INllEIZS Dwws 5iiiDE Foor-. pt aTGS AND ANCH L)PRIGHL FRAMES UPRIG1iT FRAME AND BEAMS SEE OWNERS DWGS.FOR SIZES WES MEMBERS C Ii.X Its x EXCEPT AS NOTED ON OWNERS DWGS• - LMx.i- xxx• -•xx - k /MoDEt: Ht.._ - DEPTH) 2 TYV. MATHS. -- ASTM A -570 :i/ f = 42 Ks DESIGN kt•Tt -iGS Spa Oymaes DwG5. ^ ANCHomAGE TYPE LM2O -CaL. • R- IL COLUMN SECTIONS �- 3A-1 1 --I - $(EII_ 1.IE►%t3t k LM20, IZEIEelalste x 14 6A. ` t. II MEE CLOSED BEAM -- (LBC 45 -10 6 2 .r. 6 . ` . depth to 144 `span for standard and heavy pallet loads. ''12 d # 14 GA. • CLO5ED BEAM -- (LBF454 -iOG 1A)_ ROLL FORMED BEAMS - 3/2; 4'44%2 depth. to 144 a span - For standard and heavy pallet loads. '14 ga. only. I FAESRICATION - MIG WELDED FRAMES 4 BEA'.iS EHGR. STAMP ._ - - ° QUA1STt REVISION ODI METAL TECH, INC. d `M The LMTdesign represents the most proven, up -to -date concept in a boltless, easy to assemble, durable stor- age racking system. You will see that precision parts are manufactured to provide ease in assembly. LMT pallet rack has the capabilities to quickly handle changes to meet your needs today, as well as a wide range of applications for tomorrow's storage. FRAMES PALLET RACKING • STANDARD -DUTY RACK LM 15 Upright The basic systems of modular pallet racking for all regular storage applications, with strength and safety at realistic costs. • MEDIUM -DUTY RACK LM20 Upright The popular range of pallet racking in seismic areas. • HEAVY -DUTY RACK LM30 Upright Features 3" square columns, A rack system for the heavier loads and the high rise, high cube application, • SUPER-DUTY RACK Re- Enforced Uprights These uprights are offered on application only. The uprights offer additional strengths where impact properties or greater load requirements are needed, SubJectto inquiry, BEAMS SECTIONS • ROLLED FORMED BEAM The LBF series is our most cost effective beam with depths from 31 /2" to4 1 /2 ". This beam can span upto 168" forstandard and medium pallet loads. • CLOSED BEAM The LBC series is our highest capacity beam with depths from 3" to 6", This beam can span up to 168 "for standard and heavy pallet loads. ^ J- • OPEN BEAM The LBO series is for lightweight pallet loadsand hand - loading, 4ow• mob This beam can span up to 144" with depths from 2" to 31 /2 ", • Z -BEAM The LBZseries is for hand - loading items. This beam can span up to 120" and has depths from 2" to 3 ", BRACKETS BRACKET FEATURES • The three stud connector has an attached safety lock for a safe and reliable connection to the upright frame. • While most manufacturers only use two studs In their design, LMT beam bracket is one of the most efficient designs on the market. STANDARD BRACKETS • 3 stud connection with automatic snap lock. High stability and effec- tive load distribution to the upright frame. • 4 stud bracket available as required on larger beams or when specified by LMT Rack Engineering Dept, O D 6" 3 Stud Bracket 0 0 8" 4 Stud Bracket r COLUMN SECTIONS BASE PLATES STANDARD - " - i 1 5/8 1-,- 1-1- 3 - 1 0 BP -15 BP 0 -20, BP-30 3 3 LM15 LM20, LM30 SEISMIC - •- 1 518- 1 "'- 3 _1 0 0 0 3 3 0 BPS -15 BPS -20, BPS -30 LM15 LM20, LM30 REINFORCED 3 - - 1518 - 1- 1- � - 3 -1 1-. - 3 --41-1 0 0 cr 0 _-- 0 -- 3 I__ 11 f] LI D DE 0 SBP -20 SBP•30 ___ __J . _ LM20/15 & LM30/15 LM20/20, LM30/20, LM30 /30 HOW TO USE FRAME CAPACITY CHART After determining clearance between shelves and selecting total required ca- pacity for frame; Read vertically from maximum shelf spacing to point where capacity shown equals or exceeds re- quired total frame load. UPRIGHT FRAME FEATURES There are absolutely no dead spots along full height of the column, permitting beam placement freedom. Each column has a foot plate pre- punched for lagging to the floor, MAXIMUM RIGIDITY AND STRENGTH The placement of the bracing is calcu- lated to meet individual upright section requirements. The horizontal and diago- nal bracing, (1 1 /2 x 1 1 /4), are Inserted and mig welded directly to the columns. COLUMN FACTOR OF SAFETY The factor is based on minimum yield point of 1.92, which conforms to stan- dards of the American Iron & Steel Institute (AISI) and Rack Manufacturers Institute (RMI), to 40" FRAMES FRAME CAPACITIES 50" 60" 70' 80" 90" BEAM SPACING IN INCHES Load Capacity and Deflection for Uniformly Distributed Load. Load Support Beams Longer than 168' or cold - formed steel design manual, Safety Factor Is 1.65 based on steel with minimum yield strength of I --za.-1 LBF354 1 C _ _ O a g m c., �a 9,998 9.129 8.399 7,777 6,999 6.773 6,363 5,999 5,675 5,384 5,121 4,883 4,666 4.467 4,374 4,285 4,117 3,962 3.818 3.635 3280 2,975 2,711 2,480 2278 1,941 1.673 a z a vec 11,450 0.11 . 29 10,455 0.13 31 9,618 0.15 34 8,906 0.18 36 8,015 0.22 39 7,757 0.23 40 7,287 0.27 42 6.870 0.30 45 6,499 0,33 41 6,166 0.37 49 5,865 0.41 51 5,592 0.45 54 5,343 0.49 56 4,965 0.52 58 4,760 0.53 59 4,568 0.54 60 4217 0.57 62 3,904 0.59 65 3.626 0.61 67 3,376 0.63 69 3,046 0.67 72 2,763 0.70 76 2,518 0.73 79 2,303 0.77 82 2,115 0.80 86 1,803 0.87 92 1,554 0.93 99 0.09 0.10 0.12 0.14 0.18 2y." -1 I 3" LBC30 1. LBC35 �M T ONE -PIECE CLOSED BEAM; 6" BRACKET STANDARD 2 0.19 0.22 0.24 0.27 0.30 0.33 0.37 0.40 0.44 0.46 0 47 0.51 0.55 0.60 0.63 0.67 68 0.70 71 0.73 74 0 77 77 0.80 80 0.87 86 0.93 92 4 4 LBF404 1 LBF454 14,818 13.529 12,447 11,525 10,372 O N U ? 0.01 0.08 0.10 0.11 0.14 5t 31 34 36 38 42 10,038 0.15 43 9,430 0.17 45 8,891 0.19 48 8,410 0.21 50 7,979 0.24 53 7,590 0.26 55 7,237 0.29 57 6,915 0.32 60 6.621 0.35 62 6,483 0.36 63 6.350 0.38 65 6,101 0.41 67 5.871 0.44 69 5.658 0.47 72 5.459 0.51 74 5.186 0.56 78 4,939 0.62 81 4,715 0.68 85 4,510 0.75 89 4,254 0.80 92 3,625 0.87 99 3,125 0.93 106 TWO -PIECE 6" BRACKET STANDARD -� 1 ter 1 , J 3Y'" 4 LBC40 1 LBC45 16,583 15,141 13.929 12,898 1),608 11233 10,553 9,950 9.412 8,929 8,494 8,099 7,739 7,409 7.255 7,107 6,828 6,570 6,332 6,109 5.804 5,376 4.898 4,481 4.116 3,507 3,023 0.08 0.10 0.11 0.13 0.16 0.17 0.20 0.22 0.25 0.28 0.30 0.34 0.37 0.40 0.42 0.44 0.47 0.51 0.55 0.59 0.65 0,70 0.73 0.77 0.80 0.87 0.93 33 35 38 40 44 46 48 51 53 56 58 61 63 66 67 69 71 74 76 79 83 86 90 94 98 106 113 i• 'p{ < �tqy! flay t�i'M �j,•+y4 ai .T ill 581 Y� \ " fi 0, Ip 4 !. , 1 V `0,1 1' I t 071, pf 4 rih � . rQ 2 45'v' ' d - 32 0 . 2 x4 ;,88701 • 0126 } .x', ?." ; ?;8'A5 M ,W.422 11 0,38: y 413 4 f: • 6a16' 0;6(.,- 7' f271r 49:78 r r B7.• ` ' 3 '. � - M3a /15 LM _A1ES 70 80 SPACING IN INCHES BP-20, BP-30 BPS -20, BPS -30 SBP -30 �©3qw. 1B0aR1@7#11M.. ISEM IICI®®®® BP,NEICTEIBMVAIlk■E =mg eglifOriBIBMI.:.■ I - "q 1211111 l �Wi(i PO riW111NNN iiiIN1111111111111 mem ®e.._ P,1 ®@� ®ILO�@3llar+ - fir - "mummmmBBolS9mPdmft... imf5ifl6Bum5Al'41311u v iffiblIAiwls�m= ltti161 ®IDI+1lmu oraiMMMOMMOMM =mum onnMmUN.MBIRMIN Au p 18®1�(BIfu�1MMEM�C MN @7@7L9121MM 0 100" Load Capacity and Dellocflon for Uniformly Distributed Load. Load Support Beams Longer than 168' or of Special Capacity are available upon request. Design of beams conforms with American Iron and Steel Institute light gage cold - formed steel design manual. Safety Factor is 1.65 based on steel with minimum yield strength of 45,000 pounds per square Inch. Deflection limited to 1/180 of span LBF354 1 C O 2a LL O 11,450 0.11 29 10,455 013 31 9,618 0 15 34 8,906 0.18 36 8.015 0.22 39 7,757 023 40 7,287 0 27 42 6,870 0.30 45 6,499 0.33 47 6.166__ 49 5,865 0 41 51 5,592 0.45 54 5,343 0.49 56 4,965 0 52 58 4.760 0.53 59 4.568 0.54 60 4,217 0.57 62 3.904 0.59 65 3,626 0.61 67 3,376 _ 0 63 ____ 69 3,046 0.67 72 2.763 0.70 76 2,518 0 73 79 2.303 0.77 82 2,115 0.80 86 1.803 0.87 92 1,554_ 0.93 99 1 1v 9.998 009 28 9.129 0 10 30 8.399 012 32 7,777 014 34 6.999 0 18 37 6,773 019 38 6.363 0 22 40 5.999 0 24 42 5,675 0 27 44 5.384 0.30 46 5.121 033 48 4.883 0 37 50 4.666 0.40 52 4,467 044 54 4,374 046 55 4285 047 56 4.117 0.51 58 3,962 0 55 60 3.818 060 62 3.635 0 63 64 3280 0.67 68 2,975 0.70 71 2.711 0.73 74 2.480 0 77 2.278 080 80 1,941 087 86 1.673 0 93 92 ::( .'::�:�,w. 6" BRACKET STANDARD T fi 4 4'/2 LBF404 1 1 LBF454 ru o a o Q O Vw zS 15 C c 14,818 007 3T 13,529 0 08 34 12.447 0 10 36 11.525 011 38 10.372 0 14 42 L M T 6" BRACKET STANDARD 21/4 -I LBC40 6 9 5 ± o. LL 16,583 0.08 33 15,141 0.10 35 13.929 0.11 38 12,898 0.13 40 11.608 0.16 44 11.233 0.17 46 10,553 0.20 48 9,950 0.22 51 9,412 0.25 53 8.929 0.28 56 8.494 0.30 58 8,099 0.34 61 7,739 C.37 63 7.409 0.40 66 7,255 0 42 67 7,107 0.44 69 6,828 0.47 71 6,570 0.51 74 6,332 0.55 76 6,109 0.59 79 5,804 0.65 83 5.376 0.70 86 4,898 0.73 90 4,481 0.77 94 4,116 0.80 98 3,507 0.87 106 3.023 0.93 113 10.038 0 15 43 9,430 0.17 45 8,891 0.19 48 8,410 021 50 7.979 0 24 53 7,590 026 55 7,237 0 29 57 6,915 0 32 60 6,621 0 35 62 6,483 0 36 63 6,350 0 38 65 6.101 0.41 67 5.871 0 44 69 5,658 047 72 5.459 0 51 74 5,186 0.56 78 4,939 0.62 81 4,715 0.68 85 4.510 0 75 89 4.254 0 BO 92 3,625 0.87 49 3,125 0.93 106 TWO-PIECE LBF453 234 ".4 we j - i _L 4K" LBC45 41 1 2,410 2,154 1.915 1,713 1,542 1,395 1,268 1.158 1.062 LOSED BEAMS 1• .234 2W 4" LBC50 c a 4 g Oc 05 li ijra - 22,92 ' 8 '.-- 0.06 38 20,934 0.08 41 9,259 0.09 44 7,833 0.10 47 6,050 0.13 51 5.532 0.14 53 4,591 0.16 56 3,757 0.18 59 3,013 0.20 61 2,346 0.22 64 1,744 0.24 67 1,197 0.27 70 0,703 0.29 73 0,244 0.32 76 0,031 0 33 77 9.826 0.35 79 9.441 0.37 82 9.085 0.40 85 8,754 0.43 88 8,447 0.47 90 8,025 0.52 95 7,643 0.57 99 7,295 0.63 103 6.978 0.68 108 6.687 0 75 112 6,115 0.87 121 5,272 0.93 129 LBC55 LB020 c c O OPEN BEAMS 6" BRACKET STANDARD 2'/.• v1 r �• 7 1. .'K 1 } 3' Gc Oa � (5 oz 3,558 0.16 20 3.249 0.19 21 2,989 0.22 22 2.768 0 26 24 2.491 0.32 25 0 34 26 037 27 0.39 29 041 30 043 31 0.46 33 048 34 050 35 0.52 36 1,018 053 37 _ l x• LB03S l_ _1 8" BRACKET STANDARD 29; tK "� - LBC55A 6 a w x _ 35,806 0.06 f 52 32.692 0.07 56 30.077 0 08 60 27.849 0.10 65 25,064 0.12 71 24,255 0.13 73 22,785 0.15 77 21,483 0.16 81 20,322 0.18 86 90 18,339 0.22 94 17,486 0.25 98 16,709 0.27 102 15,998 0.30 107 15.665_ 0.31 109 15,345 0.32 111 14.743 0.35 115 14,187 0.38 119 13,671 0.40 123 13,192 0.43 128 12,532 0.48 134 11,935 0.53 140 11.393 0.58 147 10,897 0.64 153 10.443 0.69 159 9.640 0 .81 172 8,848 0.93 184 Z O 0 g Oc Ov x¢ Ltt 8.198 009 - 25 7,486 0.11 27 6,887 0.13 28 6.377 0.15 30 5.739 0 18 33 5,554 0.19 34 5.217 0.22 36 4.919 0.25 37 4,653 0 28 39 4,415 0.31 41 4,199 034 43 4.034 0 37 45 3.826 0.41 46 3,663 0.44 48 3.587 0.46 49 3.514 048 50 3,376 0.52 52 3,248 0 57 54 3.130 061 55 2,923 063 57 2.638 0.67 60 2,392 0 70 63 2.180 0.73 65 1.994 0.77 68 1.832 0.80 71 iK" _L LBC60A .. 2v. 1 - 6" 1 Z _ 42 . 46 50 54 60 62 66 70 74 _ 78 82 86 90 94 _ 96 98 102 106 110 114 120 126 132 138 144 156 168 A SKID CHANNELS For use with any Load Support Beam. Frame 2 Depth Standard 30" 36" 40" 44" 48" 60 ". DRUM CRADLE WALL TIE COLUMN PROTECTOR Frame Depth 30" 36" 40" 44 48" 60" ACCESSORIES Part No. Wi. Cap. SC -30 8.5 970 SC-36 10.0 800 SC -40 11,0 715 SC -44 12.0 650 SC-48 13.0 590 SC -60 17.0 470 Part No. WI, SCH -30 SCH -36 SCH•40 SCH•44 SCH -48 SCH•60 11.5 13.5 15.0 17.0 18.0 22.5 For use with any Load Support Beam to prevent drum from rolling, Base of cradle fits over lop of support beam. Can be used singly or in pairs, Shipping Weight each: 3 lbs. Two 7/16" x 1" bolts with nuts Included with each. Wall to Column Part No. Wt. Face 4" Wt.-4 1.8 6" Wt.-6 2,1 8" Wt. -8 2.4 10" Wt. -10 2,7 12" Wt.-12 3,0 Model Height Wt. CP•24 24" 14 Cap. 3350 2720 2420 2180 1980 1560 With Flanges Depth of Frame ROW SPACER FORK CLEARANCE BAR Use with any Load Support Beam. . . CROSSBARS Part No. Wt. Cap, 2,1" Frame Depth 30" 36" 40" 44" 48" 60" Standard Use with beams having 3 /4" step. 30" 36" 40" 44 48" 60" 30" 36" 40" 44" 48" 60" CBF -30 3.5 CBF -36 4.2 CBF40 4.6 CBF•44 5.0 CBF•48 5.5 CBF•60 6.8 CBHF -30 CBHF•36 CBHF•40 CBHF•44 CBHF•48 CBHF•60 4.7 5.6 6.2 6.8 7,4 8.6 Without Flanges Should only be used In 3 ' outer support positions. 465 30" 375 36" 335 40" 280 44" 230 48" 140 60" Heavy Duty Use with beams having 11/2" step. 1340 1080 955 860 780 615 Four 7/16" x 1" bolts with nuts Included with each row spacer. Spacing Part No, Wt. 4" RS-4 1.0 6" RS-6 1.3 8" RS-8 1.7 10" RS-10 2,0 12" RS -12 2,3 18" RS-18 3.1 24" RS -24 4,0 36" RS -36 6.0 48" RS-48 8,0 60" RS-60 10,0 72" RS-72 12,0 Depth of Part No. Wt. Cap Frame 30" 36" 40" 44" 48" 60" Part No. WI. FCB•30 FCB•36 FCB•40 FCB•44 FCB•48 FCB•60 CB -30 CB -36 CB•40 CB-44 CB-48 CB-60 CBH•30 CBH•36 C8H•40 CBFI.44 CBH•48 CBH -60 5.0 6.0 7.0 7.5 8.0 10.0 3.0 3.6 4.0 4.5 5.0 6,3 4.0 5.0 5.5 6.0 6.7 8.4 465 375 335 280 230 140 134C 10BC 955 860 780 615 5 Your Other Specialized Racking Needs — _CAT • IAAT 106 Drive-in Storage Systems Versa & • Long-shelf Storage Systems AN LODI METAL TECH, INC. P. 0. Box 967 / 213 S. Kelly St. Lodi, California 95241 Air Tel: (209) 334-2500 / Fax: (209) 334-1259 I AAT 1G.KA .irv) Write or call for a free catalog on any of the other systems or materials Lodi Metal Tech offers the material handling industry Ask about Lodi Metal Tech's Quick Ship Program CAT • MIT 1109 Hot Rolled Structural Storage Systems. DISTRIBUTED BY: THE MATERIAL HANDLING INSTITUTE, INC. MEMBER COMPANY ED Ka II 111 PM 111 RACK MFG. INSTITUTE CAT # LMT 108 A .." ".:. • �. �+ 6 / - p�; ,....,..., .— '#.:tla'J. r = ^' "y M1 si4tKTau•w•n... r^• ,S. .:skt•r:;= e.a.. ._. . .t2. ,. cr. 14OTB: If the microfilmed document,; is less clear than this notice, it is due`to the quality of the original documents r .,aj.x•,,.a 4 . f, t el ct . 91 s� VI ' CL Z! U p6 s s G 6 Il(Illl Iil� llll�lllll �ll�lt 1111 1 1jtj y f QIl l111I I1(I 1 1t 1111 1�JJ1100(4 l ll l li 1I II r: .. ° ,b , �?x•, +. ° . r .:fSt?... ....l.�t'.5......, :;.,. �+,..?✓S.reer -: n•7. .. _s.X7,:. �, �r�Ll�:a7+aCy'�'.�` =� n >++r'i1,ci;. .' at. "• ,. _ .r?iJ,� .� :3 }� 'THIS DRAWING DISCLOSES SUBJECT MATER 1O WHICH' WATER TECH, INC; HAS PROPRIE... `' RIGHTS, AND;IS NOT TO BE USSR IN ANY WAY WITHOUT: WRITTEN EN CONSENT:OF.WATER TECH' INC. `! OWN. BY: CN K, Y• ,-REVISIONS DATE' tt F I ES 12 -09-93 CH K, .l«.t }ii,a + #.w?r..3.. �k.ria^.w i3; 5i::r. =..;a .h... v... -.zf .•�. raYY�.:"i,.'�:W ROW SPACER DETAIL r9..A' *(At .'` r±S*s f.4v € ` 0.., P41. !-- LH2O- 141- 44-BPS FRAME LBF454-406 BEAM 4132 LBS 5510 LBS 109 , C /C BASE., ft_ 44 2 REQD 4132 LBS 5510 LBS ---41T COLUMN 2 REQD 144 LG r- DIAGONAL 2 READ 74 LG r STRUT 3 REQD 38 LG LM20- 144-44 -BPS FRAME ASSEMBLY L.C. 4 5- { a Cry ESC AAA 0 t6 1 oc 6Z 86 LZ 9Z 9Z 473 !ea Z I Z LZ 0z 6L ek LL 91 1111111 H1 1 ; 11x1111111 III d1IIlIllllIl!I111iU!I1U ' I 11 r � , .�.�� i II�JJlJU 1 y. r ✓f„� - ,s �. N .. �.. . (: 5 ; "'rV.•i.. ,. xi:s• �r .r 19/32 DIA 2 HOLES BRACKET ASSY _H 1/4 REF .531 SQUARE --' 3/16 L\ 1 1/2 3/16 V 1/2 'x,3/16 2 3/4 ... 4 BASES 3/8 THK. A36 MILD STEEL BASE PLATE TO COLUMN DETAIL ♦. c : '. r re 7 .may. It 1. f I '.�. sfll { 1'` 1 111 ( I�.;r 4 5 6 ! r NOTE: If the microfilmed document 3s less clear than this notice, it is due to the quality of the Original document. BEAM S C'LUMN ASSEMBLY i( L{ IJ1111110I 1111I11L11�111II : IhIIJ I lmh( 1 (lldlll)1i1111111ILIIIIiI{II LBC4 5 -106 BEAM ASSEMBLY LM20: 14GA ASTM A570 GR45 FRAME COLUMN DETAIL .375 R 1/8 R TYP LENGTH SEE FRAME ASSY 14GA ASTM A570 GR45 STRUT & DIAGONAL DETAIL 7/8 1 1/2 4 1/2 21 in CI LL Ol, 6 9 L 1 9 L NW Q ' I II1111111111111I111 111, 11111II�IIIiI lIl�1111111d11111111II(II 111d11111111111411 1/2-8 BEAM BRACKET STUD BRACKET ASSY 1 5/8- ---- -• 3 1/ 4 - ---e�• CROSS STAKE BRACKET 7 GA 3 PLACES ASTM A570 GR36 BEAM BRACKET ASSEMBLY ANCHOR DETAIL BEAM SECTION .075 THK. ASTM A570 GR45 ANCHOR BOLT s 1/2' DIA ITW RAMSET /REDHEAD WEDGE ANCHOR PER I.C.B.D. 1372. TWO ANCHORS REQUIRED PER COLUMN. CONCRETE SLAB STRENGTH ' 2500 PSI SOIL BEARING ' 1000 PSF BEAM ASSEMBLY LBF'454 -106 1 1/4 ' CROSS STAKE LOCK ASSEMIJ EXPIRES 12-0943 BRACKET ASSY =- BEAM SECTION .075 THK, ASTM A570 GR45 LBC45-106 BEAM ASSEMBLY F+.015 T +.005 .406 - ,343--,OOC 1DIA DIA STUD x',010 .344 .688 :1,020 BEAM SECTION .075 THK, ASTH A1370 GR45 1 5/8 k-- 1 .� 3 1/4 L BRACKET STAKE BRA_f�El' 7 GA 3 PLACES ASTM A570 GR36 BEAM BRACKET ASSEMBLY 01010 COLD HEAD QUALITY BEAM BRACKET STUD ANCHOR BETA BEAM ASSEMBLY 4 1/4 2 1/4 MIN EMBEDMENT \p D Al r . b ANCHOR BOLT ► 1/2' DIA ITW RAMSEY. /REDHEAD WEDGE ANCHOR PER I.C.B.O. 1372, TWO ANCHORS REQUIRED PER COLUMN. CONCRETE SLAB STRENGTH 2500 PSI St 1L BEARING 1 1000 PSF LBF454-106 2 17/32 �- CROSS STAKE l . SPRING .030 C1075 SPRING Via, HARDENED TO RC44 -48 ±.030 ,Sf R NA 1 04 RECEiV, EXPlR_ ES 11 -09 -93 Ci1Y OF Tul('M ED :. %1V.L: 3 °6; 199: PERMFr Ci .iNI'Efl P. Ss TIr + R,C.E. #46433 Exr 3/31/95 E, V. Larson RIrC.:. #16233 Ex , 613O/ 9 C LRTIF iuA TO NONE • ('„- k;%4' 7/8 14GA ASTM A570 GR45 ROW SPACER DETAIL_ 1 • 1/2 DIA 4 HOLES 7/16 UNC x 1'LG HEX HD BOLT & NUT 68 144 60 LM20- 144 -44 -BPS FRAME 4132 LBS 109 C/C L BF454 -106 BEAM 44 BASE 2 REQD 4132 LBS 5 5510 LBS ILLUSTRATIVE RACK LAYOUT AND ELEVATIONS COLUMN 2 REQD 144 LG /- DIAGONAL 2 REQD 74 1.6 STRUT 3 REQD 38 LG - 66 - -+ ---- 66 ._ 144 LM20- 144-•44--BPS FRAME ASSEMBLY �-- LBC45-106 BEAM Vc 6Z 84 LZ 9Z se 111111l111I111111111111 11111 I1( 11111 • 1•1•1•I•II�Ill�I 11J111111111111111111111 1' , - I : , I • f r 0 18TN31NCH 1 2 F 3 19/32 DIA 2 HOLES 1 1 i tz $Z ZZ I2 0? 6l 91 LI 9l 91, '111 11111111111 . 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