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Permit B93-0067 - NIC INTERNATIONAL - STORAGE RACKS
" cc) 0/- t ' • L',114,114:Alt, Wri 101Mivarroi4L at/ o Thk wzL Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 RACK STORAGE PERMIT (206) 431-3670 Permit No: B93 -0067 Type: B -RACK Category: Address: 1147 ANDOVER PK W Location: Parcel #: 352304 -9098 Zoning: Contractor License No.: CASCACC207P0 Status: ISSUED Issued: 03/10/1993 Expires: 09/06/1993 TENANT NIC INTERNATIONAL 1147 ANDOVER PARK WEST, TUKWILA, WA 98188 OWNER WAREHOUSE PROPERTY ASSOCIATES Phone: 206 329 -7075 3201 FAIRVIEW AVENUE EAST, SEATTLE, WA 98102 CONTACT KARL MA Phone: 206 575 -9128 1147 ANDOVER PARK WEST, TUKWILA, WA 98188 Phone: CONTRACTOR CASCADE COMMERCIAL ;:C0• 3641 2ND AV S,: :.SEATTLE, AAJIA 98134` ***********************'.***.**************.****** * * * * *' * * *. * * * * * * * * * * * * * * * * * * * ** 206 682 -1218 Permit Description: RACK STORAGE,;• l,1 Rack Storage Dimensions;.- Linear Feet x Height Totals 8 3 '.:; 20.0 ' 1,660 ;J66 20.0 :1, 320 231.' 20.0 `4 <, 620 66 .•. 20.0 I.;,320 .0 .0 UBC Edition: 1991 Valuation:,.. 15'', 000'.•00 ,... Permit Fee: * * * *v * * * * * * * * * * * * *** k*'.*****:*************"*.** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** d Signature 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`cYthis ; °p'ermi t does not presume to give authority-to violate or cancel the "provisions of any other, ;state'ior• local laws regulating construction or the :-performance of work. I am authorized to sign for and obtain this building permit. • Signature: c.4 � • Print Name:_ C�g� _`� _ _ Q T i;: t 1 e: Teal 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. 4.tct ' EP .1415 274°03 NcAALicteo Fact( t N 51 rz ���Tt nid ct-lEcg VEei Loc+.ito 1 OF YAc t< LL LV EX IT F hlAl •PEolE-ta CITY OF TUKWILf Department of Cori li nunity Development — Permit Center 6300 Southcenter Boulevard - #100, Tukwila, WA 98188 (206) 431 -3670 Building Permit Application Tracking 0033 PLAN CHECK NUMBER 693-00(07 PROJECT NAME Al IC EApt iiAiAI� SITE ADDRE S I 1 lJ _ 1,0 SUITE NO. 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. O 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. UILDING - initial review X FIRE O PLANNING 249/613g. .; INIT: • PUBLIC WORKS O OTHER /VA BUILDING - Inal review 0 BUILDING OFFICIAL INIT CONSULTANT: Date Sent - FIRE PROTECTION: Sprinklers FIRE DEPT. LETTER DATED: ZONING: REFERENCE FILE NOS.: /5791-5 INSPECTOR: <7 TAR/LAND USE CONDITIONS? L )Yes (J No MINIMUM SETBACKS: N- S- E- w- UTILITY PERMITS REQUIRED? U Yes (j No PUBLIC WORKS LETTER DATED: INIT: IN TYPE OF CONSTRUCTION: tgex.Wec CERT. OF OCCUPANCY? Yes UBC EDITION (year): 1991 REVIEW COMPLETED OWING: T cm') O CONTACTED ("d iki -!- rkt/40- - `� U % - 16-tu` — -D 'L L� BY: (init.) C' DATE NOTIFIED /a0 1 77 2nd NOTIFICATION BY: (init.) 3RD NOTIFICATION BY: (init.) 01/08193 CITY OF TUKWILA Department of Community Development - Building Division 6300 Southcenter Boulevard, Tukwila WA 98188 (206) 431 -3670 n 3 0G,fr, BUILDIF3 PERMIT APPLICATION PLAN CHECK NUMBER 0(0'7 DESCRIPTION BUILDING PERMIT FEE PLAN CHECK: FEE :; ' BUILDING SURCHARGE AMOUNT RCPT # DATE OTHER: 5) SITE ADDRESS SUITE # HO Ai4'oil -A. Pn-eK G,tZ -gT VALUE OF CONSTRUCTION - $ 1 I s; o�v -- PROJECT NAME/TENANT J1t. 1,4T&Ittr,4TiaanL ( SCIAT a& LTD. ASSESSOR ACCOUNT # 352304 - 9098 -02 (commercial) Li Demolition (building) 0 Other: TYPE OF 0 New Building Addition 0 Tenant Improvement WORK: ® Rack Storage 0 Reroof 0 Remodel (residential) DESCRIBE WORK TO BE DONE: 140- 5-ToP.AC2 BUILDING USE (office, warehouse, etc.) WieritelfaJ5"r tilZ) oi-MLZ NATURE OF BUSINESS: i! 1-quit. T A .D1STiei 13X0/-$ . WILL THERE BE A CHANGE IN USE? ® No 0 Yes If Yes, new building requirements may need to be met. Please explain: SQUARE FOOTAGE - Building: Tenant Space: 14-1 qte sa r_;, Area of Construction: 11/, 0-00 st rT, WILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? K No 0 Yes IF YES, EXPLAIN: PROPERTY PROPERTY OWNER W W�fiovS� 1",�oPc�T`f I SSz ,4T €S PHONE(06) .27...../67.,\-- ADDRESS -° I phi Rvi �o l)vz. E. SEAT7(1 1.�. 4 9d -)to z ZIP et 5)/0 L. CONTRACTOR C'rfiSCAa€ Cot- rNI6r2C�rtL e0. PHONE C�'6) 6�Z -ILIcP ADDRESS )tit -"c4 Ave., . SC-A7 i LF-, tkla . ZIP 9 /3 y WA. ST. CONTRACTOR'S LICENSE # C.Ke ,,A,C 0, c:;,) , �ri i) �' EXP. DATE -1/ )-�/ ARCHITECT PHONE ADDRESS 'ZIP l.HEREBY..CERTIF.Y: THAT;I BE::TRUE::AND CORRECT, SIGNAT BUILDING OWNER OR AUTHORIZED AGENT HAVE::READAND EXAMINED sTHIS AP..PLICATION :AND :KNOW THE:.SA 1 > 'AM . AUTHORIZED T0: APPLY FO.R;THIS t?.ERMJT .:< DATE )�"e'`• a--/-L 1 -12 -93 PRINT, AME James M. Haye Managing Partner PHONE 329 -7075 ADP ESS Warehouse Properities CONTACT PERSON MA CITY/ZIP PHONF ?5 ,g/ (9_,K 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 (9-1-1-13 EB wag PERIN CENTER DATE APPLICATION EXPIRES 5 —17 03/,6,9, SUBMITTAL CHECKLIST COMMERCIAL - NEW COMMERCIAL BUILDINGS/ADDITIONS Completed building permit application (one for each structure) LiAss6ss.or Account Number 7wo sots (2) of the following: • Specifications ; '• • . • . Structural calculations stamped by a Washington State licensed ... . ongineer Soits rt stamped by a Washington State Iica nsed ongineer Topographical survey . f. Energy calculations stamped by a Washington State ljcensed engineer or archltent ,•f• .f... :Legal dasoription f . Working drawings, stamped by a Washington State licensed architect, whichinclucle: • Site plan •, . • . • Architectural drawings . . . • • Structural drawings • Mechanical drawings • Elevations.. • Civil drawings • Landscape plan. Completed utility permit application"(orie for entire project) Six (6) sets of civil drawings' • ,. : • • ••• • NOTE: See utility Permit application and checklist for.speciftc uttloy • ;: submittal requirements. : • •••.: • . . . .„., . .: . ,..... . ,....,.. ....; „ :. . : ... . • .. .• . f RACK •STORAGE.: il ...'...,"....•:..•::.'":.."::::::'... ".:".'"...". •:::,•.::::':::: ,.....::::"."............ :..,..:-..:•••....,........ . . LiCompleted building permit application ....• • :::. :. f::: "::::.„.. ::: ..f:......,,,, . ' "•.•-• ' ...: .•• .:::',.:: ::: :....:: -...,:::::: „:,:. :.. , Assessor AcCoUnt1■•lurnber„ ff".::".•',...............1..........:..„.":„..............::..!......:::::::••:.......:',.„"...............f.,..:::::::::::,:........,:::::,,:.;:•,...,...;...-:::::::::::...i.........f.. • ..•.• . ..... , . : - Two (2) sets of plans, which inClude: floor plan showing • . • . ... • . • Entire space where racks will be located - . • • • • • Exit doors . • . : • .. • • Dimensions of all aisles . . • Tenant space floor plan showing rack storage layout, aisles and exits. NOTE: Include dimensions of racks (height, width and length); aisles • and exit ways on plan. • • : Structural calculations stamped by a Washington State licensed engineer (rack storage 8 and over). . • RESIDENTIAL •••••••••••••■■••••11.111••••■■•■••■•••••■••■•••••••• COMMERCIAL TENANT IMPROVEMENTS Corripleted building pernilt application (one for each structure:or Assessor Account „.. .•.• • . ........•••• ••••-• .......:.•.•..• • :TWO (2)..selaOreanstruction,olc4;::,A,,...ii...6n. lnclude of :tenant :sPiae::: • ... . • Existing and proposed parking • Plan (if :applicable, Overall buliding ptan • ;7rUeineaanft location (common wall) ienia. • Overall dimensions of building ar square Floor plan of proposed tenant spce • Tenant space plan with usa 01 each room labelted. Construction cletalis • . , •••. Cross tections:showing:•Wall construction and method of :attachment for floor and ceiling. Structural calculations stamped by :a Washington State licensed engineer may be required if structural Workis.to.be.done:(2,sets),' NOTE: If any Utility work is To bo done, submit separate Utility path* • application and plans. . . . • • • • • .. . . . . . :.1. - • Assessor Account Number Narrative descnbing existing root, material being removod, and material being installed. NOTE:::A..de;tifiCation.letter is reqUirecfpriorto:lin: off of the permit. . . . • . : •.••• -• • • • • ANTENNA/SATELLITE DISHES . :: • Completed building permit application • " • ,• •:.. Assessor Account tsfUrnber:•:. Twa (2) sets of plans, which lncude: . . . Site Plan (showing building and location of antennaisatellite dish) Detalis • .•' . anterina/satellite.diSh..and•Methrid of attachmant . . . : .„ : • NEW SINGLE-FAMILY:, DWELLINGS/ADDITIONS Completed building Permit application (one for each structure) Li Legal description:. • 1: • : :.• . ,:• •• • • „ Assessor Account Number • :. . • ": • ::::: ... TWo sets (2) of Working drawings, which • •:: • ••••••:: :-. • ..-..• -..- ',..Site•pian,.....(On•blan",-•.SlO4.;.elbs'esi .ty.diiiir location ..•:.:'...,':•:::.,...!:..,.' Foundation' plan.•••:'.1..:".•:::...'';.;•.:::::Inducle'accoss to building; showing.::::;.,....,,.; ' ','..::;.. • •• . • ..: • •.• 1, Floo r: plan . .-.:,•.: ,........ ... .,..,........•. ... . . .....,. w.. ldtt and .., le. n gth.. • di • acces s 1:1'i•••••':. .••.: ..,.. : .. . „ ...,': ..- •. Roof plan • . • .•:::::::•:.:Building'eleyatiOria(all'yieWs):.::::':,•:.::::::"'1"".:•.'".:::::.::'::i'..:::..::'::..::•::"•...:1:."•."::::::•'•:':".•'::"..."•:,:*"...,•:::i.... . • :•••:::::•;•.,.:Building'crosi:sectiO'ri."'":.1..:-'].':;•::-.:•"!...",:.::".•:::.:::::::-::'...:....":".:',..:::::...'..'":":.:.-.:.".•::''.:;"..',.•.:.•".1.::::,..1:.•f::::•,'::::•:: , , . . ..••••,... :„:.. .. : •••" • •-.'...•':".•;••"StruCtural.fraraing"plaha.' '•:::::':'..."":...""::..: ........... ""...::.-'1,••••::,;.:1":::...'"::::::::::::•:::::':::::::''.::::::' ....',":::: .. .. . Washington:State:Energy Code data • Completed utility permit application • • El .Six (6) sets of site plans showing Utilities .. •• .•:, NOTE: Building site plan and utility site plan may be combined. See utility permit application and checklist for specific submittal requirements.: Additional topographical and Soils information may be required if unique site conditions. * * * * ** * **k* * *,k* ****** ** ** ** * *** * *** * * * ** * * *** * * * ** * * *sl ****** *** CITY OF TUKWILA, WA Reprinted: 05/04/33 13 :40 TRANSMIT ****** W*********** k************** * * ****** * ***** ** * ****** **** * * ** ,TRANSMIT Number: 93000562 Amount: • 30.00 05/04/93 13:39 •Permit No: 093-0067. Type: B -RACK RACK ST0RAGI'MMIT Site Address: '1147 • ANDOVER .PK W Payment Methods CHECK Notation: NIC INTERNATION Init: SLB ******************************** A * * * * * * * * * ** * * ** * * * * * * * ** * * * * * ** Account Code Description • Paid 000/322.100' BUILDING - NONRES 30.00 Total (This Payment): • 30.00 Total Fees: Total All Payments: Balance: 123.70 •123.70 .00 GENERA TOTAL CHECK CHANGE 0360A000 30.00 30.00 30.00 0.00 15:11 . -■-..•••.-- r- ^, m'i"'r"y"^ f 4*k**** k******** *** ** * * *** * * * * ** * *kk * * * * * * * * * ** ** * *** *•* * * * * ** ** ;ITY OF TUKWILA, WA TRANSMIT 4******** * ****** * ******* ** **** *** * * *•k ** k****** *k*** **k********* TRANSMIT Number: 93000307 Amount: 93.70 03/10/93 13:44 Permit No: 893 -0067 Type: B -RACK RACK STORAGE PERMIT Site Address: 1147 ANDOVER. PK W 03/ Payment Method: CHECK Notation: NIC INTERNATIONA Ini/1'1__'33� t. ' big k**•*****•***•*'•********************* o1 * ***•k * *k* ****** *** *** * ******** Account Code 000/322..40Q 000/386.504 Total Description BUILDING - NONRES STATE' BUILOINty SURCHARGE Total (This Payment): Total Fees: All Payments: Balance: 93.70 93.70 ; .00 Paid 89.20 4.50 93.70 .GENERA GENERA TOTAL CHECK CHANGE 8758A000 89.20 4.50 93.70 93.70 0.00 17:17 CITY OF TUKWILA Address: 1147 ANDOVER PK W Permit No: B93-0067 Tenant: NIC INTERNATIONAL Status: ISSUED Type: B-RACK . Applied: 02/17/1993 **************k*****************************k******k****k*k****k*****k*k*k* Permit Conditions: Parcel #: 352304-9098 Issued: 03/10/1993 1. No changes will be made,t0-14 Plans unless approved by the Tukwila Building DiyjiAokl;:, 2. All permits, inspection - records, and approved- plettis shall be maintained avaitl*bfe at the PO sit4,priorito the,hstart of any constructthn. Thps4,!doOu6nts/ai)ig to be available urft0 finilk,tnSbebtion, approval is';aranted.,,',\‘',,,, 3. All constonf6, be donetln.:cdnfai'mance vilth,,,appnwied* plans andquinements of'theAlqiform Buirdtng Code 0991 ' ,,,s AMendea ..,, . EditioniLva by the Washington State Bulldino'Code,,,':, sl,srre Uniform,virechanidal .Code (199,1) Edition) , and Wasilington Stdte, cr • EnergPbci (1991 Second Edition). ., 4. Valid,i0 df,Apermit. Th6-issU'ance/of a permit or approval of plan4Vsoec,JTAcOtions-and computations shall not be',ccin str00 to b4a permit for_or( n approval of, any vfPlatibn of a :i■ of the provisions• of 04s co0e/oSil, of any other -I ordWiance of the juriidl,otion. LpIpApprmit,pnesuming to giVe, '',.,h authority or Violate or cancel theprovis)ons of this code shd1,13 be,,,va1 id. 4 I '• ,, ,''' ,. \ ,,j, ,■ 6 l'; , '. f P ' ' '■ x ' V 1.1 tiel4 QS 4,1 . .0 ) S' ; ,,'N 1 , -, ,,,--< 4i.., • • , 4-!.';',, . fr ..,:, , '4' ":-, ii/ ie. \\ '''. \.. \.,4 ''''' . ,v,';','.° ,..,,,,,,•• itA, ii:!.,;;;,4 * • it . , •1-9 . ,:hi,. (• 1 ., 4 '-0 . 't" 1 .`„,:, ..1;1, .,:1'.•;'7' \I•q kA ..r.1 . ... .,.„.t 1 t „ .,t: \,;?;','A . • v4,. i ' 1,4 I I ,.i.-4 " ,:. ,... . i? e6 4.it 0 eez. City or Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Fire Department Review Control #B93 -0067 (512) John W. Rants, Mayor March 5, 1993 Re: NIC International - 1147 Andover Park West Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. No point in a sprinklered building may be more than 200 feet from an exit, measured along the path of travel. (UBC 3303(d)) Obstructions, including storage, shall not be placed in the required width of an exit, except projections as permitted by the Building Code. Exits shall not be obstructed in any manner and shall remain free of any material or matter where its presence would obstruct or render the exit hazardous. (UFC 12.104(a)) 2. Storage may not be closer than 36 inches in all directions to ceiling -hung "Space or Unit" heaters. (UFC 10.302) Storage may not be closer than 18 inches below sprinkler heads. (NFPA 13, 4 -2.5 and NFPA 231.5 -1) 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 81.102) 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 City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number 2 maintained. (NFPA 231C 4 -3.1) John W. Rants, Mayor 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) 3. 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 Pr even ion Bureau cc: T.F.D. file ncd / City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575-4404 Gary L. VanDusen, Mayor TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Control No. Permit No. Project Name 1 ~ .i! i r' t _) ; r_1/, 1 /'1 Address + i + 1 Suite # Retain current inspection schedule Needs shift inspection Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: i Authorized'%Signature Date FINALAPP.FRM T.F.D. Form F.P. 85 INSPECTION RECORD Retain a copy with permit CITY OF TUKWIL A BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Ect3 - oc7 ...,„ -(Z46,4 1 -3670 ' Project: N\-C- —C.r)t-e t n0•ti o n al hype Ca Ipso o. F i n a.1 Address:1 I L- "1 F\nd wp t Pk () Date Called: +�-y 3 "1 Special instructions: er (0■0Q GtUr 'JCI tktIK Date Wanted: (5 `93 am p.m. Requester: Kar 1 'Y1o.., Prone No.: 5-15- 9 lob o Approved per applicable codes. COMMENTS: ' / t o Corrections required prior to approval. a: 6 13 0 $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Recept No,: i)ate: (_. INSPECTION RECORD ( Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Bq ott,-1 PERMIT N J (206) 431 -3670 •ro : C:. { ' C n0.-V1 MA) Y P e o nape n: l n CLI :6 r A if A..-Or. ,41-t-^--.(ArA" Address :N -1 PY)(W-er 'Pk tx) Date called' 1-t'Q t- a3 Special Instructions: - Date Wanted: ' ` �' C� c7 ( am. p.m. Requester: irl i ch a-0 1 Pfan�,No.. G_ l GI 'a� it ❑ Approved per applicable codes. gCorrections required prior to approval. COMMENTS: o4r2-t-tru :6 r A if A..-Or. ,41-t-^--.(ArA" op ol iq 95- XC $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at `6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1 Receipt No.: iR Date. f 1 1-1 50ke- i.t ✓..._ , INSPECTION RECORD 0 Retain a copy with permit ' PE • ` `O. PERMR NO,/ CITY OF TUKWILA BUILDING DIVISION /�" 1,// 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 ro Act: E ype o ns • : M ion: i A LAD-0;714 A ,' c.i• 0A- tar) LTs G,./Q--)uF (A S ro. 14 1-,1"E -Y -- A fl-6(..3 a r-1 n L A ,.. 6c c t ,c., A.) n ,J A SL A- 6 J4 t /T r if-ri z E Address: / < <!'7 .l •P w• Date Called: a-i3 A wsTyt'i- t,✓-iZ e,J A IS . 1 F- f-u rt-c -7,1 0L- / N sfr atJ 14' /z-E-Z . k cLeV, Special Instructions: ""L'' Fd rt- Aq 3— f NA't .. A W s e -cim a1 Date Wanted: 4-/-1 t ,1 / -%i 16p.m. Requester: MA\ r 1. -.I.) Phone No.: 5755- `73 / 2... ❑ Approved per applicable codes. (Corrections required prior to approval. COMMENTS: ArJcNo — -a4-1- C g-r - .- a o s- '1,,.-, ` 14 D v131 A-6..Su r,,,JC -TV A--! G.uic -Ptc—c " A LAD-0;714 A ,' c.i• 0A- tar) LTs G,./Q--)uF (A S ro. 14 1-,1"E -Y -- A fl-6(..3 a r-1 n L A ,.. 6c c t ,c., A.) n ,J A SL A- 6 J4 t /T r if-ri z E _57-7 -c_ /4 /)(Sc ti-a6 . is o,,,tr 66 ,' 7— 774E .L ,4 Ck . .s t— dam= r' d,t-t z- z.-. j"- z-j,c -. 14c``iIf -•r P.. 5t 6i C 'T7 8 NS (j R.- /4/hAC TN r 6)4 G t t— AA cc‹--e-r .7771 A wsTyt'i- t,✓-iZ e,J A IS . 1 F- f-u rt-c -7,1 0L- / N sfr atJ 14' /z-E-Z . k cLeV, V 6k 14I L- -. N4 -ib r-tit-21" P61 A X-"E"7 A5 /ELI za ■l ""L'' Fd rt- Aq 3— f NA't .. A W s e -cim a1 $30.00 REINSPECTION FEE REQUIRED. prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 893- °Cata (206) 431 -3670 1 F .c T Ai f ;ho L l YPe of Inspect) ,) /�r 7 n ions: Va .- pi( I % 1 r V v Date Called: 5 .„ a(/_" ?, iJ Instructtii --- , f . : f l Date Wanted: M- am. ..m. Requester: L fr '"- Phone No.:J -D A,u Ate= .� s �=z4A.. a-U- :1, ? 1/ /f ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: 3 el-G-01,--A-L- Gn,J C: f'Lcc -' 1 : A J c lto i L-- t . . c % t " (et -- --- , f . : f l Gk.- I. r- S , t-1 / 1 - 1 h : ? : I -11 f 2 . 8 : 7 : , , 0 1 1 — ' ,J • E-- L fr A /40 CA .4 rJ o i . e -D A,u Ate= .� s �=z4A.. a-U- :1, p Ittsv, D. E.— - rvt,a..S 'ro (x 'N---)J ra `riA:: Ha L.E- (1-Vi PI (-0-0 ,x /1_ F6Ait . (f i? YLu c r(o 1.3 S A, J/ Ac' -'(.F� c r _'i fs t30 C t • n ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Dale: J INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ER (206) 431 -3670 k � l r � 1 Mi/ ype o ns.: « .n: ...� R � MI r■� � 1� A • - nstructions: Date Wanted" %")- Q 5 am..' Requester: n " v ❑ Approved per applicable codes. ol< Corrections required prior to approval. I COMMENTS: ' 110C ch I inspector: �/ Date: kt ❑ $30.00 REINSPECT N FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspectlon. "Date: a. a... . _ .. _ .. _ .t rat. - CITYOFTUKWILA RACK STORAGE DIMENSIONS LINEAR FEET X HEIGHT - TOTAL X 20 20 2.0 2,0 - 1;770 - ZCD - 1,32 GRAND TOTAL _ 9jO3o RECEIVED CITY OF TUKWILA FEB t1 1993 PERMIT CENTER CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 •h L EV D S 8 O N S U B M 4 Y TAW. DATE f--1Al2-e14 310) / 1'413 PROJECT NAME NBC- jI?4TeJj,q -NAM L ADDRESS 1 t 4 7 /1/4DaJE PAK< GLJ 6-s�T Tu ZCW < L A , w,i . 9PIE0 CONTACT PERSON , L PHONE sly--g 11{P ARCHITECT OR ENGINEER PLAN CHECKJPERMIT NUMBER aq3 - b 6 g 7 TYPE OF REVISION: D &LE.T IQ LAT hl 414'D $o UT H 51 nt etE- gat (C S Mill ACribit.111 iA) /Pt P U T u p T t , , s i ) P i t i S o F 12At1c. SI I n- fL'./ .fir b fr- C a7S-e. MZE-t1 o T. 1-1-4-6- 1J 0126 cdt 1 3Zs— SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMI'1'I'ED TO: 13b CITY OF TUKWILA APPROVED "1)r�-- �.4"c> 706(/6,1/`� AA 1993 C1eic 5 aeXtEdX,AP-ELO 91. !'. I G i ISION RECEIVED TUKWILA AR i0 1991; PERMIT CENTER APR- 1 6 -93 FR I 1 3 :50 NORTHWEST ERECTORS I NC 2068528635 • N t C.• ..,:.,,---77--""7-7 . . , . i . .. .. ..crty.6.Thici.Nu..4 EIVE I. } APR ,j161993; } . ; PERt',1IT CENTER ' Jr r • taw s4 (S /$R' .. ANC() RAPTE I 1 of X I • M ,r • coo i Pi' ...� . ,.. . ..41tb,:.7“•4?" • radofr7 6(4 /41544- ,..(41 meti, carere24-si gSei—U7I f, 1010 0: •r • .ODI METAL TECH., INC. LODI, CALIFORNIA INTERNATIOKA1' ___ :_..VIA P..SCADE_CLIMM.l�_RC1AC. WA. -TEA_ :_ PALLET RACKING STRUCTURAL CERTIFICATION PREPARED BY SHEET NO. idlC-m►'v' A DATE -- 2i -93 DRAWING NO, INDEX SHT. No. DESCRIPTION NO. REVISIONS BY DATE 2 —3 4 -8 9 -12 i3 -i4 iS GENERAL RACK LAYOUT UPRIGHT FRAME CAPACITY ANim- REAMr-SELECTION CALc.S. SEISMIC ANALYSIS --- TRANSVERSE DIRECTION• SEISMIC ANALYSIS -�- LONGITUDINAL. DIRECTION ANCHORAGE AND FOUNDATION CALLS. CHECK OVRTURNING MOMENT CALLS. REFERENCE APPENDIX R -1 R -2 R -3 R -4 R -5 R -6 R -7 R -9 LB BEAM SECTION PROPERTIES LM COLUMN SECTION PROPERTIES LM BRACING SECTION PROPERTIES LB BEAM MOMENT CAPACITY LB BRACKET CAPACITY U.B.C. ALLOWABLE AXIAL LOADS SEISMIC 'Fi' COEFFICIENTS - U.B.C. Std. 27 -11 ANCHORS, CONCRETE 'RED R -10 ! L.M.T. BROCHURE OWW FILE COPY understand that tho Plan Ri oprgovygg -tGN subject to errors and o I gsind c` ?Pr y C plans does not authorI !d a to ation of adopted cods or ordlnefl e, bdelfst•bf 6tok',s copy of ►ed ri . L (5S AN By -- - ' `7--- Date M4-rte! !9 u nit No. 9 HEAD - WEDGE' I.C.B.O. 1t1372 RECEIVED CITY OF T1IKWILA FEB jr, ? Y99: PERMIT CENTER FA5R1cATION IN ACCORD. W/ STD• 27 -ii - 9i SECTIONS 23304 2700 985 (RACK MFCa. INST.5PoN5oR) ELES FABRICATOR LICENSE A1244 .ODI METAL TECH., INC. LODI, CALIFORNIA CASCADE TLIkWILA OM MERCI AL. PALLET RACKING STRUCTURAL CERT1F1GATION BY DATE 1 -21 — 93 SHEET NO. 1 oP i5 DRAWING NO. NO. REVISIONS BY GENERAL. RACK LAYOUT DESIGN /UBG 9i UBC STD. Z7- II /RMI ---85 2.0501 2.06bk 2,0$014 2,OSDK 2,OSO 2.0$0" 6be. +-E 2,080K 2.050'` 2,0804 (1.-12,F454 ) 99"a/g. (LBF454) /9 11 G/c • LONGITUDINAL MATERIAL ASTM A570 w/ F1 > 45'`51 LOADINGS-- MAX. LOADING PER LEVEL AS SHOWN IN GENERAL LAYOUT SEISMIC UBC ZONE - III VT= Z W V�- ZIw (.5)6A/) ¢8" DATE N 34, TRANSVERSE c.= 1.256 C54-2) -z) T2 /5 LODI METAL TECH., INC. LODI, CALIFORNIA ►� i}j1�11N�: Maid .J ant PALLET RACKING STRUCTURAL CERTIFICATION P- EPAR D BY SHEET O. 2 of 1.5 DATE DRAWING NO. I —2I -93 UPRIGHT CAPACITY SEE SHT.'i1 CONFIG. LM20- Cot_.w / Is/ =.872 1►+''; Sy= •557d. ; ry= 1.115►N TRANSVERSE W/- BRACING C (240;12) = 45,4' o/G UNSUPPGRTt i� LONGITUDINAL VW BEAMS G C LSMG7� 5= 48 0/C TRANS Y -Y LONG. —1X-X" CONT. FIXED BASE ALLOWABLE VERTICAL COLUMN LOAD CONSIDERING TOR5IONAL- FLEXURAL P UCKLIKIG As P7.0GRAM SOLVE DIRECTLY Pa... THE ALLOWABLE VERT. COL. LOAD - - -P = 12.638'( .•• THIS LMT UPRIGHT FRAME WITH FIRST 6E-AM SPACING FROM CONC. FLOOR @ 48/' WAS A CAP. PF = 25.277 K NO. REVISIONS BY DATE . I1=1.023 iN ; Sx =682 iN ; rx =1.243 .075 LM20 -Cow. KALL.OW. x Fb (5) = 27 • (.557) -15.03 9 K-►N. VERTICAL LOADING ONLY G 100 % UTILIZATION MOM ors. L.L. + = (5.ZOD )3 +t•1+5 +.046X53= = 15,600+ •343 '(= 15.92 3 =7.972 " < 12,63e .'• O.K. 27(484= 18, 4-14 " -1". / RMI e 1.5% OF W = .015 (7.943)( z ) =2,859 K-n P M ”2 p' + M' - /2.638 + 15•D3q .$21 < \.000 .'. CHECK BEAMS: AVERAGE ,LOAD = 4 16D ; MAX. LOAD= 5.200 - M =La' Z /p - 49 4126 10 3 5 =M /F = 44.9ag7= 1.6+%_.924�N; b � b .0104 W •0104x 5.2 X9� �I 2.x 3E7 X2.952 �0. = CLEAR SPAN /iBD = 9<OA$O = .533" > . �9p lr U5E- LBF454- "Le. w /.S= 1.141 1143 ALLOW. =.290 .ODI METAL TECH., INC. LODI, CALIFORNIA PALLET RACKING STRUCTURAL CERTIFICATION .. .. a'. `.4S.cOb.c i.∎L zxBY SHEET NO. DATE I -21 -93 DRAWING NO. NO. REVISIONS BY DATE: Physical Properties & Load of LMT Column Sections per 1991 Code Section: LM -20 Column Reference Column Section Properties sh# R -2 t =.075 H =3.0 B =3.0 Xbar =1.435 Ix =1.023 Sx =.682 rx =1.263 Ybar =1.5 Iy =.872 Sy =.557 ry =1.165 Area =.618 For Other Properties (shear center, warping constant, T-FC, & etc.) Press <0>ther or <R >eturn to main menu? 0 m - Distance from shear center to centerline of web = 1.969316 Xo - Distance from centroid Xbar to shear center =- 1.969316 J - St Venant torsion constant = 1.656985E -03 CW - Warping Constant = 2.197875 Ro - Polar radii of gyration = 7.068544 TFC - Torsional- flexural constant = .451343 Press < Print Screen > if you want a hard copy of this data. Press <L> for Axial Load or <R >eturn to main menu? Enter the following requested values to obtain Allow Axial Load. Kx =? 1.2 Lx=? 48 Ky =? .65 Ly =? 45.6 Kt =? .65 Lt =? 45.6 Oex= 139.9863 Ot= 171.031 The program will solve directly for F: (Eq. C4.1 -1), (Fe)1= 139.9863 ksi -- This is overall Buckling (Eq. C4.2 -1), (Fe)2= 88.29238 ksi -- This is Torsional- Flexural Buckling Torsional - Flexural Buckling Stress < Overall Buckling Stress Eq. C4.3 Governs, Ref: UBC Std.'91 27 -9 (AISI '86) (Fe)1x= 139.9863 ksi, (Fe)1y= 244.1831 ksi, Fe= 88.29238 ksi, F= 39.26621 ksi The allowable compressive is F= 39.26621 ksi, Net area .618 & F.S. =1.92 The allowable Vertical Column Load Pa= 12.63881 kips This LMT upright with beam spacing @ 48 inches has a Cap...P'= 25.27762 kips. All LMT column sections (flanges, webs, and lips) are fully effective. <Print Screen> for a hard copy of this data Press <ENTER> to continue LODI METAL TECH., INC. LODI. CALIFORNIA . 0s1111Ili *3bill4 1 "v' • "I_\ PALLET RACKING STRUCTURAL CERTIFICATION PREPAR j BY DATE - 2► -93 SH EETNO. 4 oP15 DRAWING NO. 12.823 NO.I REVISIONS I BY (DATE VrRMls = Z , W— — '3 (1)(1.759) (4.16ox3 +.343)= 1,142 K brZ 1,142* R w lA .1 LAT. LOAD DIST. U 13G STD. 27 -11 v . h` F3 — 1,142 (5) = 571 .* - Q fie = 11 (.33) : 3 77 234 a. - 1,25 (1.5) y 1. 80 617)= 194 973MkNGI. ® s�� A►1?F_':r 9„ = 7T44.L_._�TITLE: =1 :G 1 :TA 184" R1 .849 56 TRANSVERSE COLUMN DESIGN TRANS. 4,371 ELEM.2` INPUT MATERIALS NO. A E 1 COL. —C 3x3 X.675 1 .618 3E7 •872 BRACE —C 17z x 14 x.075 2 .284 3E6 4444 BRACING DESIGN MEMO. LOAD KIP K L SIZE (PER R-3) 15 .Ozo'4- ,7 (52) *14GA. C IYz .11/4 !6 .ID &� =3'.4 17 .4I4I` N1 /AttoV, 18 ,739' 13= 4.a80' 19 .175k 10 1,155` 21 .1y4i` zz I. sail' . 23 .2$¢r4 24 2.i 35 ( 4, gook ,'. O. k..---"' zs P.4,37/ +4.412 VERT 112.r3 1/,.41Z 14 =101E33 K . , 016 MOM. e ELEM ACTUAL _ P t M � i 33 ALLOW P Ml _ 10.783 + 5,o9G -1.12 <1,333 12.63g 15.o3? O.k LODI Metal Tech., Inc. 213 S. Kelly St Lodi, CA 95240 SHT No.(` 1.5 EASI4 -87 FEA File: 93- 77641.127 Date: 1/20/93 N.I.C.INTL.- CASCADE COM.- SEATTLE,WA. Time: 13:58:08 ANALYSIS INPUT GRID POINTS NODE X Y Z (in) (in) (in) 1 .00000 .00000 .00000 2 .00000 6.00000 .00000 3 .00000 51.60000 .00000 4 .00000 97.20000 .00000 5 .00000 142.80000 .00000 6 .00000 188.40000 .00000 7 .00000 234.00000 .00000 8 .00000 240.00000 .00000 9 36.00000 .00000 .00000 10 36.00000 6.00000 .00000 11 36.00000 51.60000 .00000 12 36.00000 97.20000 .00000 13 36.00000 142.80000 .00000 14 36.00000 188.40000 .00000 15 36.00000 234.00000 .00000 16 36.00000 240.00000 .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 5 6 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 6 1 6 7 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 7 1 7 8 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 8 1 9 10 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 9 1 10 11 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 10 1 11 12 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 11 1 12 13 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 12 1 13 14 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM r SHY No. ` ; or i5 N.I.C.INTL.- CASCADE COM.- SEATTLE,WA. 1/20/93 3:58:08 13 1 14 15 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 14 1 15 16 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 15 2 7 15 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 16 2 6 15 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 17 2 6 14 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 18 2 6 13 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 19 2 5 13 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 20 2 4 13 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 21 2 4 12 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 22 2 4 11 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 23 2 3 11 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 24 2 2 11 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 25 2 2 10 0 0 0.00E+000 0.00E +000 0.00E +000 0.00E +000 BEAM BOUNDARY CONDITIONS ID NODE DIRECTIONS VALUE ID NODE DIRECTIONS VALUE (in OR radians) (in OR radians) 1 1 12 0.0000E +000 2 9 12 0.0000E +000 Load Case # 1 ( ) POINT LOADS ID NODE DIRECTION VALUE (lbs OR in -lbs) 1 10 1 1.50000E +001 2 3 1 1.79000E +002 3 12 1 2.38000E +002 4 5 1 1.94000E +002 5 14 1 5.16000E +002 N.I.C.INTL.- CASCADE COM.- SEATTLE,WA. ANALYSIS OUTPUT No. 7 04? i5 1/20/93 13:58:08 GLOBAL DISPLACEMENTS NODE X - DISP Y - DISP RZ (in) (in) (radians) 1 0.00000E +000 0.00000E +000 - 8.99679E -003 2 5.34990E -002 1.41476E -003 - 8.41231E -003 3 3.06663E -001 8.21212E -003 - 4.11112E -003 4 4.94399E -001 1.49969E -002 - 4.11493E -003 5 6.73173E -001 1.66377E -002 - 3.43490E -003 6 7.95365E -001 1.82706E -002 - 1.88626E -003 7 8.56802E -001 1.82695E -002 - 1.08426E -003 8 8.63307E -001 1.82695E -002 - 1.08426E -003 9 0.00000E +000 0.00000E +000 - 6.79392E -003 10 4.05976E -002 - 1.41476E -003 - 6.59263E -003 11 2.94637E -001 - 1.21434E -002 - 4.92502E -003 12 5.02601E -001 - 1.60259E -002 - 3.96954E -003 13 6.65767E -001 - 1.98983E -002 - 3.55367E -003 14 8.12881E -001 - 2.01054E -002 - 2.14310E -003 15 8.55939E -001 - 2.03096E -002 - 3.61050E -004 16 8.58106E -001 - 2.03096E -002 - 3.61050E -004 ELEMENT 1 2 3 4 5 6 7 8 9 10 11 12 13 ELEMENT FORCES NODE FX (SXX) FY (SYY) (lbs) (lbs) 1 - 4.37160E +003 8.49451E +002 2 4.37160E +003 - 8.49451E +002 2 - 2.76366E +003 - 1.05030E +002 3 2.76366E +003 1.05030E +002 3 - 2.75857E +003 5.91380E -001 4 2.75857E +003 - 5.91380E -001 4 - 6.67098E +002 2.15376E +001 5 6.67098E +002 - 2.15376E +001 5 - 6.63904E +002 2.81957E +000 6 6.63904E +002 - 2.81957E +000 6 4.49636E -001 - 2.04121E +001 7 - 4.49636E -001 2.04121E +001 7 - 1.45519E -011 1.59162E -011 8 1.45519E -011 - 1.59162E -011 9 4.37160E +003 2.92549E +002 10 - 4.37160E +003 - 2.92549E +002 10 4.36204E +003 - 2.77841E +001 11 - 4.36204E +003 2.77841E +001 11 1.57854E +003 1.67678E +001 12 - 1.57854E +003 - 1.67678E +001 12 1.57444E +003 - 2.71349E +001 13 - 1.57444E +003 2.71349E +001 13 8.42321E +001 5.58992E +001. 14 - 8.42321E +001 - 5.58992E +001 14 8.30098E +001 - 4.55439E +001 15 - 8.30098E +001 4.55439E +001 MZ (SXY) (in -lbs) 5.45697E -012 5.09671E +003 - 4.86220E +003 7.28484E +001 1.56710E +001 1.12959E +001 1.00934E +002 8.81181E +002 - 8.24140E +002 9.52713E +002 - 9.25493E +002 - 5.29704E +000 - 1.06866E -011 - 3.58341E -010 - 7.27596E -012 1.75529E +003 - 1.59016E +003 3.23204E +002 - 1.65838E +002 9.30449E +002 - 8.57252E +002 - 3.80100E +002 4.65276E +002 2.08373E +003 - 2.06073E +003 - 1.60702E +001 N.I.C.INTL.- CASCADE COM.- SEATTLE,WA. 14 15 7.27596E -012 16 - 7.27596E -012 15 7 2.04121E +001 15 - 2.04121E +001 16 6 - 1.06375E +002 15 1.06375E +002 17 6 - 4.14557E +002 14 4.14557E +002 18 6 7.38326E +002 13 - 7.38326E +002 19 5 1.75282E +002 13 - 1.75282E +002 20 4 - 1.15557E +003 13 1.15557E +003 21 4 - 1.94097E +002 12 1.94097E +002 22 4 1.50286E +003 11 - 1.50286E +003 23 3 2.84621E +002 11 - 2.84621E +002 24 2 - 2.03517E +003 11 2.03517E +003 25 2 3.05333E +002 10 - 3.05333E +002 BOUNDARY FORCES NODE FX FY (lbs) (lbs) 1 - 8.49451E +002 - 4.37160E +003 9 - 2.92549E +002 4.37160E +003 END OF ANALYSIS DATE: 1/20/93 TIME: 13:58:08 S '_. ;1lo. 8 o. 15 1/20/93 13:58:08 4.43379E -011 - 4.43379E -011 4.49636E -001 - 4.49636E -001 5.25304E -002 - 5.25304E -002 - 1.22228E +000 1.22228E+000 - 2.78109E -001 2.78109E -001 - 3.19446E +000 3.19446E +000 - 5.67548E -001 5.67548E -001 - 4.09775E +000 4.09775E +000 - 7.57940E -001 7.57940E -001 - 5.09258E +000 5.09258E +000 - 1.61622E +000 1.61622E +000 - 9.56493E +000 9.56493E +000 MZ (in -lbs) 5.45697E -012 - 7.27596E -012 4.40650E -010 - 1.74168E -010 5.29704E +000 1.08899E +001 - 2.12840E +000 5.18030E +000 - 2.10079E +001 - 2.29941E +001 - 4.08374E +000 - 1.20738E +001 - 5.70410E +001 - 5.79595E +001 - 1.78314E +001 - 1.51419E +001 - 7.43217E +001 - 7.31973E +001 - 2.00764E +001 - 2.39583E +001 - 8.85194E +001 - 9.48136E +001 - 5.53050E +001 - 3.85942E +001 - 1.79205E +002 - 1.65133E +002 LODI METAL TECH, INC. LODI. CALIFORNIA . 104AZIN.rr r9j . — PR EPA ED BY SHEET NO. ,ha.414, 9 at 15 -- PALLET RACKING DATE DRAWING N STRUCTURAL CERTIFICATION 1-21-93 12,82.* NO REVISIONS BY DATI VLONG.�ZIC yy^ .3 (I)(r,3o)i5� (4.IGOx3 +,343) /< /Rw jj8 Z = , � 67 a 2. /57 LATERAL LOAD DISTRIBUTION PE2 U t3G STD. 27-11 — F3= 157(5)= 78# d.. 1.25 S_ 125 (1.5) -006 T` /* (1,720) $/' 1$4I �z \ 14�� 01 y z ®1, z El i F — v w ; k' PZ =157 52 r= •157(.17 )=Z7 0 11 0 78 4.254 r 3,6.58 /,'"" 3,G59 3.O(.Zk" it Y 4.473 .-".■ qq..% grg4C7BM2 Z7*. 11 Igcs ADP -5= 77432_ .- ..... __ _.TITLE ,1, ::G�1:k�L"[;L. =_C.k5C ;DE:CDEL.- w INPUT MATERIALS A E 1 X COL. "—C 3 X 3 x.o75'' 1 ,4.113 3E7 1.o23 BEAM ^-6 LBF4V'4- 2. 10691 3E7 2.7.526 BEAMS NEG (R-4) MOM W 4, 2.20 (MAX) ELEM •+- SEISMIC •�- 3,Z9B8k/s- i.8781�1 <35.2.cD -N'. O. k. Voe STD. 3 p)r1 •14:g.Ac-ktT, COLS," COMBINED STRESS RATIO —PT t M _ 4.412 4-.473 — 12. L 38 + 18.4-14 .507 + •243 = .754 4 1.33 O.K. 5314-0* i5 LODI Metal Tech., Inc. EASI4 -87 FEA File: 93- 77642.127 213 S. Kelly St Date: 1/20/93 Lodi, CA 95240 N.I.C.INTL.- CASCADE COM.- SEATTLE, WA. Time: 14:41:44 ANALYSIS INPUT GRID POINTS NODE X Y Z (in) (in) (in) 1 .00000 48.00000 .00000 2 .00000 114.00000 .00000 3 .00000 184.00000 .00000 4 99.00000 .00000 .00000 5 99.00000 48.00000 .00000 6 99.00000 114.00000 .00000 7 99.00000 184.00000 .00000 8 198.00000 48.00000 .00000 9 198.00000 114.00000 .00000 10 198.00000 184.00000 .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 5 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 2 2 2 6 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 3 2 3 7 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 4 1 4 5 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 5 1 5 6 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 6 1 6 7 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 7 2 5 8 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 8 2 6 9 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 9 2 7 10 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 23 0.0000E +000 4 4 123 0.0000E +000 5 8 23 0.0000E +000 6 9 23 0.0000E +000 7 10 28 0.0000E +000 N.I.C.INTL.- CASCADE COM.- SEATTLE, WA. Load Case # 1 ( ) POINT LOADS ID NODE DIRECTION VALUE (lbs OR in -lbs) 1 5 1 2.70000E +001 2 6 1 5.20000E +001 3 7 1 7.80000E +001 N.I.C.INTL.- CASCADE COM.- SEATTLE, WA. ANALYSIS OUTPUT sHTL .o. 12 0C 15 1/20/93 14:41:44 -P' GLOBAL DISPLACEMENTS NODE X - DISP Y - DISP RZ (in) (in) (radians) 1 7.46332E -002 0.00000E +000 0.00000E +000 2 2.47516E -001 0.00000E +000 0.00000E +000 3 3.72529E -001 0.00000E +000 0.00000E +000 4 0.00000E +000 0.00000E +000 0.00000E +000 5 7.46332E -002 - 1.88369E -033 - 1.10296E -003 6 2.47516E -001 - 1.85700E -033 - 1.02557E -003 7 3.72529E -001 - 1.84290E -033 - 4.49595E -004 8 7.46332E -002 0.00000E +000 0.00000E +000 9 2.47516E -001 0.00000E +000 0.00000E +000 10 3.72529E -001 0.00000E +000 0.00000E +000 ELEMENT 1 2 3 4 5 6 7 8 9 ELEMENT FORCES NODE FX (SXX) FY (SYY) (lbs) (lbs) 1 0.00000E +000 - 5.53213E +001 5 0.00000E +000 5.53213E +001 2 0.00000E +000 - 5.14399E +001 6 0.00000E +000 5.14399E +001 3 0.00000E +000 - 2.25504E +001 7 0.00000E +000 2.25504E +001 4 7.27577E -028 1.57000E +002 5 - 7.27577E -028 - 1.57000E +002 5 7.49804E -030 1.30000E +002 6 7.49804E -030 - 1.30000E +002 6 - 3.73473E -030 7.80000E +001 7 3.73473E -030 - 7.80000E +001 5 3.63798E -012 - 5.53213E +001 8 - 3.63798E -012 5.53213E +001 6 0.00000E +000 - 5.14399E +001 9 0.00000E +000 5.14399E +001 7 0.00000E +000 - 2.25504E +001 10 0.00000E +000 2.25504E +001 BOUNDARY FORCES NODE FX FY (lbs) (lbs) 1 - 2.02496E -013 - 5.53213E +001 2 0.00000E +000 - 5.14399E +001 3 0.00000E +000 - 2.25504E +001 4 - 1.57000E +002 7.27577E -028 8 - 3.63798E -012 5.53213E +001 9 0.00000E +000 5.14399E +001 10 0.00000E +000 2.25504E +001 END OF ANALYSIS MZ (in -lbs) - 1.81840E +003 - 1.69082E +003 - 7.41229E +002 4.47320E +003 - 1.81840E +003 - 1.69082E +003 - 7.41229E +002 MZ (SXY) (in -lbs) - 1.81840E +003 - 3.65841E +003 - 1.69082E +003 - 3.40173E +003 - 7.41229E +002 - 1.49126E +003 4.47320E +003 3.06280E +003 4.25402E +003 4.32598E +003 2.47747E +003 2.98253E +003 - 3.65841E +003 - 1.81840E +003 - 3.40173E +003 - 1.69082E +003 - 1.49126E +003 - 7.41229E +002 .ODI METAL TECH., INC. . LODI, CALIFORNIA ,- A -- _ PALLET RACKING STRUCTURAL CERTIFICK ION REPAREP BY SHEET O. i3 6--i5 FOOT PLATE DESIGN (TRANSVERSE) P, = I0,753t DATE DRAWING NO. I -21 -93 NO. REVISIONS 1 BY ►DATE A = 4" x 52 = 22 in 2 Effective Pe i o. 783 .49D Ad, 22 22 r i I tteict =2n =2(14) 14Go t = .24)2 In. < .375 In. Base Plate ANCHORAGE (LONGITUDINAL) Ic r'..,= 6.41z M, =4.473 212 111,=.4/5/4 „= , 4►5” ao r 24 � 2 --� ' essumed rotation point 2 Dia X 414 -long Min. Embedment =415 # = P� EL G; T ?"MTaMTjl��( PREPAF�E� BY LODI METAL TECH. INC. DATE - --- DATE • P.At] 1 EILRAG KlNc t Lc>I�Z c•�Z 9 3 �'a�Nrn TiZU R�4 L r6k7 iFTCA T I — 21— CONCRETE SLAB INVESTIGATION NO P. = Io,7e3* SHEAR UNE POINT OF INFLECTION fc = 215,00 psi CONCRETE SHEET O. i4 0f 1.5 DRAWING NO. REVISIONS BY DATE • • • • ° • •• No • • _ •• • a •• ' • • • • •• • • • t =5�� 5 1/2 ' i70G xa L =5.28 +' NOTE BECAUSE OF commUTTY. THE SLAB WILL TAI ttEGATIYE MOMENTS SLAB BENDING A ,j— P _10.783 = 10.783fta S = bh2= 12 =54 Int 6 6 f„ ;Ca _ I, 000 0°e 12 In M = — ---- -- = 2, qq D 2 2 ft PUNCHING SHEAR V = = 2, 990 = .5q.13 psi < $ 50 P. _ l0,783 = 01.5 psi < bo d 210 fu = I, 000 psf SOIL BEARING L= A = F-751= 3.284 ft d= 1.413 ft. ) x= ,706 ft in -tbs psi = 1.6 f' = 1.6 2,58,00= SOPS/ psi = 2 f' = 2 PT= TOO ?! 7 +17 2 ( 5) =210 Ina PREPARED BY SHEET NO. ODI METAL TECHUI, INC. �U KW 1 L A ld%q .Or�t0+A, 15 0-11: i5 PALLET RACKING DATE DRAWING NO. LORI, CALIFORNIA ' STRUCTURAL CERTIFICATION I- 2i - 93 - NO REVISIONS FiY DATE CHECK OVERTURNI■G NoMEMT OP UPRIGHT iR/�1v1E tN TTZANSVERSE DIRECTION. RITICAL WITH TOP LOAD 4, SO3 V = ZIc, w = .3(iX!.78)(5.2 x.8 -t• .343) = 4b\ oR 401 # {Rw !o ANGHoRB3 L-r: USING 4'0 x 4 4 !dl�M 1N.;-MBED. 23/4- 4 215,00 PSI CONCRETE Pert IC13O P.. POR," No.1372 -RED HEAD CAP. .4-15K WITHOUT INSPECTION. W: 4.503 is DVEZTU-RkING- "MOMENT 11 4-01x113 4 .......__. ' MINS _74 L'Tlt�i O N1 E N T Icu 1 1 0 . 4 3 ' 5 4 73.784 5, k ' k .415 X zed. _. 830 , _.... . LODI METAL TECH., INC. LODI, CALIFORNIA ►1! edEargEumgaz___H PAEpARE�� I B SHEET NO. -' _ATTGTR IKOS E __ =TRUCTURAL - CERTIFICATION DATE DRAWING NO. - 25. -93 NO. REVISIONS DEFERENCE APPENDIX DATE' BEAM SECTION PROPERTIES PREPARED BY P.S.TINGEY DATE 8APR.'91 DRAWING NO, R -1 REVISION NO, DATE BY MODEL t In H In D In I x in4 Sx in3 rx in I y 414 Sy 1n3 ry in AREA In 2 LB .075 2 .75 .2928 .274 .716 .6033 .4133 1.031 .5718 L6030 .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 .79 22 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 2.6631 1.2769 1.538 1.105 .7096 .9921 1.125 LBC45 .075 4.5 1.5 3.5073 1.5033 1.709 1.2449 .8025 1.018 1.200 LBC50 .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 1.876.1 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 COLUMN SECTION PROPERTIES PREPARLD BY P.S.TINGEY DATE 8APR.'91 DRAWING NO, R--2 REVISION NO, DATE BY MODEL t In H In ® in X in Ix in4 Sx in3 rx in I y in4 Sy In ry in AREA In 2 LM 15 .075 3 1.625 .689 .582 .388 1.156 .205 .219 .686 .411 LM20 .075 3 3 1.435 1.023 .682 1.263 .872 .557 1.165 .618 LM30 .105 3 3 1.45 1.373 .915 1.249 1.164 .752 1.15 .859 4.625 L 2.607 1.78 1.187 1.231 2.577 .988 1.481 1.143 LM20/15 '°275 3 LM20 /20 '0:75 3 6 2.714 2.222 1.481 1.268 4.701 1.431 1.845 1.349 LM30/15 '10°75 3 4.625 2.789 2.126 1.417 1.23 3.052 1.094 1.473 1.384 LM30/20'1 %0575 3 6 2.951 2.568 1.712 1.262 5.45 1.788 1.838 1.590 LM30/30 '1� 05 3 6 2.707 2.98 1.986 1.256 6.387 1.94 1.839 1.875 y LM x J.,„==11 J LM / x Z BRACING SECTION PROPERTIES PREPI .n) BY DRAWING NO. P. TINGEY R-3 DATE 10MAY91 REVISION NO. DATE BY GALE T In X In r x 1n4 S, 1n3 rr In I y 1n4 Sy 1n3 ry In AREA 1n2 16 .060 .4189 .0893 .1190 .6234 .0379 .0456 .4066 .2297 14 .075 .4261 .1081 .1440 .6169 .0464 .0564 .4043 .2839 12 .105 .4405 .1418 .1890 .6041 .0621 .0767 .3999 .3885 10 .125 .4551 .1706 .2275 .5914 .0764 .0960 .3956 .4878 V) 0 Ca z o0 -J Ito a tn IA v and Qa Oa J t- az 10 9 8 7 6 5 4 3 2 1 0 20 B =1 1/4 MMEMMIM\N 10 Ga ■MMOMMMMIUMMEMEM■ MMENIMMIIMMINIMMEMM ■INIMMON 12 Ga !\Mh1MMaRa1 IMMENIMEM KIMMINIMMEMMIMMINIMEM MVAIMMIIMMUONEMOMMEMIUMMUMMIUMME MERMWERIMMOMOMMWOMMMIMINNIUMMIIM ■ M 14 Ga 1111MME,MMINUMMIN MATT■ MITAIMMEMMMOMMUMERMSEMM 111111111111111111111111111111 MEMMINIMMIUMMUMMIUMINKOMMIIMM MIMMIIMMOMMMEMMOMMEMMREMEWJEPW MEMMIIMMIUMMEMMEMEMMIIMMIUMSZEMM 30 40 50 60 70 13.3 14.6 0 10.6 o z J 9.31 x 7.98 w o 6.65 a o 5.32 0 < J 3.99 = 2.66 N Z 1.33 80 0 BEAM CONNECTION PROPERTIES PREPARED BY P. TINGEY DATE 19APR91 DRAWING NO. R -4 REVISION NO. DATE i BY 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 w G' /8 -- we2/10 x025 .125 .10 VERTICAL SEISMIC PLUS VERTICAL SEISMIC MINUS VERTICAL SEISMIC LATERAL 77.1 COMBINED BEAM BRACKET MOMENT CAPACITY PREPARED BY P.S. Tingey DATE 16 JAN.'92 DRAWING NO. R-5 REVISION NO. DATE A 13APR.'92 BY PST 6" THREE PIN BRACKET = fu. A = 40(.09281) = 3.712K Pz = 2.75/4.75(3.712) = 2.149K P3 = .75/4.75(3.712) = .586K MOMENT = 4.75(3.712) +2.75(2.149) +.75(.586) = 17.63 +5.909 +2.93 = 26.46 k —In. NORMAL STRESS 26.46(1.33) = 35.20k —in. SEISMIC STRESS 8" FOUR PIN BRACKET Po = ft.. A = 40(.09281) = 3.712K = 4.75/6.75(3.712) = 2.612K P2 = 2.75/6.75(3.712) = 1.512K P3 = .75/6.75(3.712) = .412K MOMENT = 6.75(3.712) +4.75(2.612)+ 2.75(1.512) +.75(.412) = 25.05+12.41+4.16+.309 = 41.92 k—In. NORMAL STRESS 41.92(1.33) = 55.76k —In. SEISMIC STRESS 6 z C E 3 1/4 1 13/32 DIA 1]/32 DIA 1 11/16 5/3 DIA 1 w 2 NET AREA= 4D =.09281 in C1010 COLD HD QTY. f w =40K (ASTIL A354 -79) PREP. D BY SEISMIC LOADINGS P. TINGEY SPECIFIED C.G. F. U.B.C. SECTION 2312 & STD. 27 -11 Fj = V (ur;, t. / E"'LV-L v , ) NO. I DATE 1 BY 4 --s- .4 3 '---.5 3 .3 2 .66 2 ---.33 .._ 2 .2 1 1 1 .33 82% 1 --.17 78% 1 .1 75: Or 100 0 5 - -•-.33 4 ~~.27 .� 3 --'-.20 2 1 .07 73% 6--.28 5--.24 4 -•-.19 3 -'-.14 2 --.09 1 72% 7 6 - ---.21 5 -4-.18 -�- 4- ---.14 3 -"-.10 2 - -"-.07 1 71% 8 -'-.22 7 6 5 - -.-.14 4 3 -- -�-.08 2 ---.05 1 ---.03 71% 12 .15 11 .17 11 .14 10 .18 10 .15 10 .13 .20 9 .16 9 .14 9 .11 8 .18 8 .15 8 .12 _0.- 8 .10 7 .15 7 .14 --»- 7 .11 7 .09 .13 6 .11 6 .09 6 .08 5 .11 5 .09 5 .08 5 .06 .09 4 .07 4 .06 4 .05 .07 3 .05 3 .05 3 .04 2 f- x--.04 2 .04 2 .03 2 .03 .02 70% 1 .02 1 .02 1 .01 70% 70% 69% 0 R-9 ICBO Evaluation Service, Inc. A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORT C•w.■.Me? 1.■11C•t.t.+lmonnf•..w• In. Report No. 1372 June. /990 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 RAMSETIRED HEAD 1300 NORTH MICHAEL DRIVE WOOD DALE, ILLINOIS 60191 I. SubJect: ITV RamseuRed Head Self - Drilling. Non -Drill. Stud. Dynabolt Sleeve. Trubolt Wedge. Multi -Set 11 Concrete Anchors and Steel Desk Insens. II. Description: A. ITW RamseURed Head Self-Drilling Anchor: The ITW RamseuRed 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 its threaded end. the anchor is provided with an unthreaded chucking cone which has an annular break -off gmove at its base for zinc break- ing c and chromate plated. The shell and expander cone are he 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 of 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. 1. B. ITW RamsetRed 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 we 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 sct 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 RamseuRed 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 has an 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 preassembled into the body. 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 are as set forth in Table No. W. D. ITW RamseuRed 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 screwdrivet The external shell or expansion sleeves are stamped and formed from commercial quality carbon steel or stainless steel meeting the minimum requirements of AISI C -1010 or Type 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 carne diameter as the nominal anchor diarnetex The anchors are placed in the hole and the nut is turned until the minimum Installation torque as indicated in Table No. IV Is reached. Allowable shear and tension values are as set forth In Table No IV. E. ITW R.amset/Red Head Trubolt Wedge Anchor: The 'Emboli wedge anchors consist of a stud bolt type of drop-in anchor designed for use in stone and lightweight aggregate concrete of various strengths. The an. re chors a cold formed or machined (tom either zinc - plated and chromate - 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 AISI C-1213 carbon steels, or Type 302HQ. Type 303 or Type 316 stainless steels. The expander sleeves are fabricated from carbon or stair. 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 ponion of the stud is forced upward against its interior. Cold - formed anchor studs are available only for the rl •. sIs.. 4s•. Pta. and staiuch. 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 Table No. V. F. ITW Hamel/Red Head Multl -Set 11 Anchor: The multi -set anchors are designed to be installed in a predrilled hole equal to the anchor diameter: The anchor consists of a shell formed from carbon steel or stainless steel meeting the minimum requirements of AISI C- 1213 or Type 303. respee. tively, and an expansion plug formed from carbon steel or stainless steel meeting the minimum tequiremens of ALS! C -1010 or type 303. respec- tively. The expansion end is divided Into four equal segments by radial slots. The expander plug is preassembled and is cylindrical in cross section. The anchors are installed In predrilled holes with the depth and diameter for each anchor size listed in Table No. VI. After the hole is drilled, it must be cleared of all cuttings. The anchor is eat by installing the expansion shell and then driving the cone expander with a setting tool. A special setting tool Evaluation reports of ICBO Evaluation Service, Inc., are turned solely to provide information to Class A members of ICBO. tttillring the codeode port whkh the report is based. Evaluation reports are not to be consulted as representing aesthetics orany ether attributes not speC{Jlcally tuddrrued norm an endorsement or recommendation forays oldie subject report. This report is based upon independent tests or other technical data submitted by the applicant. The ICBO Evaluation Service, Inc., technical staff has reviewed the test results andfor other data, bus does not possess test facilities to make an independent verification. There is no warranty by ICBO Evaluation Service, Inc., express or implied, as to an "Finding" or other matter in the report or as to any product covered by the report. This diselaln ter includes, but is not limited to, merehantabilby. Page l 010 , . Page 2 of 8 • R-11A Report 110.1372 is provided with each anchor size. When the cone expander is driven down into the anchor, the lefts of the shell expand. The allowable shear and tension Toads are as set forth in Table No. VI. G. ITW Ramset/Red 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 • pans. 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 mint:. um of 19 inches on center. The insert is pushed through the hole such that the spring clip expands on the undenide 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 I'/:- Inch -high flutes and minimum 3-inch concrete cover over the flutes. The allowable shear and tension loads are u set forth in Table No. VII. H. 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. Evidence Submitted: Product brochures, calculations. results of shear and tension tests. Findings IV, Findings: That the ITW RamseURed 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. 1 through VII. 2. The minimum sparing. edge and end distances conform to re- quirements set forth In the tables. 3. Allowable loads for anchors subjected to combined shear and tension forces are 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 ode, uding deter mind by tests with results approved by the local 5. The allowable values Indlcated In the tables are maximum values and they ire not to be Increased for wind or seismic loads. 6. Expansion anchors (other than self-drilling type) shall be in- stalled In holes predrllled with a carbide tipped ntawnry drill manufactured within the ran a of the maximum and minimum drill tip dimension of ANSI Standard 0.94.12.1977 for the al- lowable values set forth In this report. This report Is subject to re- examination In two years. • R -9B Report No. 1372 \ :�;, a' • AMP 1 OMNI . IN Fir wow+. • • • r.z.. FRAKII7c 741 faittill VP"— PPM. 404.014 Lag ODI METAL TECH, INC. LM ILET R G The LMT design represents the most proven, up -to -date concept in a boltiess, 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 STANDARD -DUTY RACK LM 15 Uptight The basic systems of modular pallet racking for all regular storage applications, with strength and safety at realistic costs. o MEDIUM -DUTY RACK LM20 Upright The popular range of pallet racking in seismic areas. • HEAVY -DUTY RACK LM3O Upright Features 3" square columns. A rack system for the heavier loads and the high rise, high cube application. « SURER -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. Subject to inquiry. BEAMS SECTIONS • ROLLED FORMED BEAM The LBF series is our most cost effective beam with depths from 31/7 to4 1 /2 ". This beam canspan 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, • OPEN BEAM The LBO series is for lightweight pallet loadsand hand - loading. This beam can span up to 144" with depths from 2" to 31 /2 ". • Z -BEAM The LBZ series 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. 6" 3 Stud Bracket 0 p 0 8" 4 Stud Bracket 2 Virr c. HOW TO USE FRAME CAPACITY CHART After determining clearance between shelves and selecting total required ca- 80 pacity for frame; Read vertically from maximum shelf spacing to point where capacity shown equals or exceeds re- 70 quired total frame load. UPRIGHT FRAME FEATURES 60 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 10 point of 1.92, which conforms to stan- dards of the American Iron & Steel institute (AISI) and Rack Manufacturers Institute (RMI). FRAME LOAD IN 1000 LBS. so 40 30 20 0 0" to 40" FRAME CAPACITIES PELMUN... OMOMPWITMMt4.7NLIMM FAMMMUMMIMErn.rizol_ ritg&MMNNMEI WWINNUMMWW3MWMWIN, MUMUMMUUMwOMUmuMMEN- MMITMEIROMMWATIARMEOMMMtbnIMME 'mdultlEiROMOWaWWAUSUUMPAUMMN.740 laft--mmummumggrunpum.•,11 11111111gIVMGMEIMEMAgit 11111 -mmmill Dmiroftxm!IN imustimmanmAll Pum22mEm@raa2muoEmmpo!m4III 1111111iiiiialiiigeulkla . FINMEMMITGEWRIWUWMNWMMUOMnm- WMWMUOUUMMWWUMMWMMULOOMMUUNMU mmmnmnpAmmusammwmpnrimmmmnmommm UFMAMMMMMMMMUMIMLMMMMUMUUMA EA wumaylmmirmumnemmimovloommptmuamm mmwraumwalowmummutagiuntommumgau Mil antlieNMVIRIMIZMI161s., MMNMUQWMMOnHMMWaMrl,.- mom ,01501 . .1274rarlgarossrewsst.:-.. EIMMMEIHRI9MNRAMMMMIPM mmommwmmut3unmmwmummuuammumm WE 111111111111111111 mramml - man imPQWEEMMEM.9 -11111iliggei • . MUMS 1 -44q ---,wag N C-50] ritl BP-15 BP-20, BP-30 50" 60" 70' 80" BEAM SPACING IN INCHES 90" COLUMN SECTIONS BASE PLATES STANDARD -0-1 1_71 3 i 1 5/8 I-0- j---- 3 ji _i_._,-____--,1] LM15 LM20, LM30 C-50] ritl BP-15 BP-20, BP-30 SEISMIC --,--1 1 518 rs1- r._ 3 _w_i BPS•15 --- C 0 BPS-20, C 0 BPS-30 3 1___ 3 i____ ,-,.1.1 LM15 LM20, LM30 REINFORCED r=___1...... 0 3 1, a 0 0 SBP-20 SBP-30 LM20/15 & LM30/15 LM20/20, LM30/20, LM30/30 100" Load Capacity and Denson° cold-formed steel design ma L. LBF354 i 9,998 0.09 9,129 0.10 8,399 0.12 7,777 0.14 6,999 0.18 - 6.773 0.19 6,363 0.22 5,999 0.24 5,675 0.27 5,384 0.30 5.121 0.33 4,883 0.37 4,666 0.40 4,467 0.44 4,374 0.46 -874T 4,117 0.51 3.962 0.55 h 3.818 0.60 3,635 0.63 3,280 0,67 2.975 0.70 2,711 0.73 2,480 0.77 2,278 0.80 1,941 0.87 1,673_ 0.93 2V4" 1_ 4E 31- LBC30 . 1 LBC 11,450 0.11 10,455 0.13 9,618 0.15 8,906 0.18 8,015 0.22 7,757 0.23 7,287 0.27 6,870 0.30 6,499 0.33 6.166 0.37 5.865 0.41 5,592 0.45 5,343 0.49 4,965 0.52 4.760 4,568 4,217 3,904 3,626 3,376 29 31 34 36 39 40 42 45 47 49 51 54 56 58 59 • " 41,111, • 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 For Your Other Specialized Racking Needs Cantilever :Storage .: Systems CAi #LMT 110.5 CAT.• LMT 10¢. Driveln Storage Systems CAT • LMT 107 Versa & Long,shelf Storage Systems CAT 01 LMT 109. Hot Rolled Structural Storage Systems THE MATERIAL HANDLING INSTITUTE, INC. MEMBER COMPANY � WIi RACK MFG. INSTITUTE MLODI METAL TECH, INC. P. 0. Box 967 / 213 S. Kelly St. Lodi California 95241 MIFF( Tel: (209) 334 -2500 / Fax: (209) 334 -1259 Write or call for a free catalog on any of the other systems or materials Lodi Metal Tech offers the material handling industry. Ask about Lodi Metal Tech's Quick Ship Program. LMT 15M 6/92 DISTRIBUTED BY: CAT # LMT 108 �M T r for Uniformly Distributed Load. Load Support Beams Longer than 168• or of Speclal Capacity ate available upon request. Design of beams conforms with American Iron and Steel Institute light gage : lual. Saloty Factor is 1.65 based on steel with minimum yield strength 01 45,000 pounds per square Inch. Deflection limited t0 1/180 of span 6" BRACKET STANDARD r 2 %-1 l,/,• r_ r -. r1 Iv. 4 4'h 1 LBF404 , 1 LBF454 , I a 2 c ¢ O 04 a 0 n a 6" BRACKET STANDARD t" i• yr y V• 1 LB020r� r LB030 9a o ▪ c 1R oZ �a '.ui , 3tC �g oz 3 28 12313x:` 008. 29 14,819 0.07 31 17.318. 007 36, 3,558 016 20 • 30 11242 Y004: 32 13,529 0.08 34 15,812.,,;. 008..;. ''39; : 46' 3249 0.19 21 3? i."4-10,343•:'' -- 10,343• 011 ' 34 12.447 0.10 36 14547 010' .41;1 50. 2989 022 22 34 i' ,9,677 013 36 ,; 11,525 0 11 38 13,469 • -.i 011 44': 54, 2.768 0.26 24 37 '•:'8,619.,,".•.!1:),;16',' 39',.:, 10.372 0.14 42 '..-.12,122',.'i',, 0.14 - : '49' ;60 2491 032 25 38 1 : . . 8,341 ,' 017 1.., 40' .; 10.038 0.15 43 "" 11 731. `'.. 016 50 i 40 72,. 7.8352.4,. 0 19 43. 9.430 0.17 45 11020, s' 017 53. 42 f 7 388 ? 0 21 ' ,:' 45 7 8.89 t 0.19 48 10,391 " ..0 19 : ! ,,561 44 ,,,,..6988,::::',.::.-0,24'..•,',. 47,1:, 8410 021 50 . •9829 /.• 021 46 " 6,630..•' 027 ; :49.' 7979 024 53 9325: 024 ;:. 611 48 "6,306;:. 0291; 52.'.: 7,590 026 55 t'8870.;`: 0.26;y' ;64'' 50 °6013 `. 032 54. 7.237 0.29 57 8457 029' 52 ¢746„1; 035 ;. 56 6,915 0.32 60 1 ,: 6082- , 54 r5, 501';•0,39: >,i;;'; =:68;' "' 6,621 035 62 ,..7,738`. 55 •387,•:. 040 .`y: . 59 : i 6.483 0.36 63 ° :' 7,677,; 56 6,217' ., 0 42 60 :1 6,350 0.38 65 ; 7.422 58 '5070 045` .63. 6,101 0.41 67 7131 60 ' . 4,879 y' 0 49 65 . ;; 5.871 0 44 69 6:862:g, 62 ;, ,4,701 _ ,,b.53; %,' 67 ' 5,658 0 47 72 6.612 64 4„536',v.7.,.-0, 0.57. 69 5,459 0.51 74 6,340:.,-;, 68 4,309 0 .. ..73,-,',.'. 5,186 0.56 78 '',,,',::6,061'.."'.:::0.57,;.;. 91 71 4104. '76•L4 4,939 0.6? 81 ": 5 ,7.13:,:...''.,0.62.? 74 ;,:,,3,778., 0,73 r s. 79 " 4,715 0 68 85 .5510 a 068 , 77 ?3452. ' 077: ," 83` 4.510 0.75 89 .5271 • 80 •„..;3, 170 :,;,0.80, ^`,•;c. ,86., ; 4,254 0.80 92 ;a, -;4, 86 - ';2,701;.;;7;0.87',::;:', v 93:.< 3,625 087 99 i:r °:;4230: 92 is 2,329; u: 0,43 :'`,94':`•',1 3,125 0.93 106 3,647. 62" 2.410 034 26 66: 2,154 037 27 70'. 1,915 0.39 29 74; 1,713 041 30 78 1,542 043 31 1.395 0,46 33 1.268 0 48 34 1,158 0.50 35 1.062 0.5? 36 1,018 0.53 37 " BRACKET STANDARD I fl" 35 3K" 4" LBC40 E2a 4 gc �a LL i 6 a 16,583 0.08 33 l X19,523` 15,141 010 35 'r,1;16300! 17,824, 13,929 0.11 38 4 12,898 0.13 40 i�;i`?15:184i 11,608 0.16 44 Ev`'r13V,6d 11,233 0.17 46 10.553 020 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 0.37 63 7.409 0.40 66 7.255 0.42 67 7,107 044 69 6,828 0 47 71 6,570 0 51 74 6.332 0.55 76 6,109 059 79 5,804 0.65 83 5.376 0.70 86 u6x5<�a 4,898 0.73 90 0,:::,b,212r 4.481 0.77 94 t 1 J 4.116 080 98 3.507 0.87 106 3,023 0.93 113 r 120'. f 126' 132" 138', 144:. r 23" LBC45 LBC50 MIS• LBC55 .-� _}- LBC55A 8" BRACKET STANDARD zy. "7 2y/ K" LB035 _ pC z Qa Oc;. OC 0 g ia` o? 5 1 ss' 8,198 009 25 h' 7,486 0.11 27 6,887 0 13 28'' 6,377 0.15 30 5,739 018 331 5.554 0,19 34 'r 5,217 0.22 36 t' 4.919 025 37 f: 4,653 0 28 39 , 4.415 031 41 2E, 4,199 0 34 43 4,004 0.37 45 t,. 3,826 0 41 46 3.663 0 44 48 3,587 0 46 49 i 3.514 048 50 : 3,376 0.52 52 3.248 0.57 54 ; 3.130 0.61 55 i; 2,923 0.63 57 v 2.638 0.67 60 ' 2.392 0.70 63 2,180 0.73 65 '., 1,994 0.77 68 =fp 1,832 0.80 71 , LBC60A O O d C U 0 O u c w 22,928 6.06---- 38 r ;:26,562 0,4 tM t, "Ot 35 20934 008 41 24262.10, 7 A3,, 32. 19259 0.09 44 ''w9,08L "46'• 30, 17,833 0.10 47 ,,,,r4.22;301:. f,20459 d4' 27. 16,050 0.13 51 .:x;,,,18,593' ;a.: 0.12 e, i'so,.84 # 25, 15,532 0.14 53 ± 17,Q93.i' a0;la; 55'. 24. 14,591 0.16 56 14903 ,g016j'.'1 5 22. 13,757 0.18 59,; cr16g97s' Olb z r'b2 21. 13,013 020 61 ?' 14,014.00 Oe) A�,�,3ti65,, 20. 12,346 0.22 64 ,; 114 1 :' 0.20.:4' 1'684 19. 11,744 0.24 67 n: •�? I8, 11.197 027 70 x(2.9727 „U72 @.i "' 17, 10,700 0.29 /3 Y }112,395 . 02,7 16. 10,244 0.32 76 a;0,24.AO' 15. 10.031 0.33 77 9,826 0.35 79 t 4,1,1, „p 92.' ` 83 ; 15 31341 },r 9,441 0.37 82 7:.1Q,431 'a o3sy 84 "r 14, 9.085 0.40 85 %10 4 937',89 14, 8,754 0.43 88 `; 1Q2" Z Q,40 1 f" , 13. 8.447 0.47 90 ;i 9:786: 043, 'y .966 13. 92 8.025 0.52 95 : 9,297;x' :048" �t' 1 12,532 0.48 34 7,643 0 57 99 1 8 jq' f ='b 63'x' 11,935 0.53 40 r 7.295 0.63 103 *.- $�Ql11 'rO 11,393 0.58 47 6,978 0.68 108 ? 8 � e . I4 10,897 064 53 6,687 0.75 112 t :7,747 ., ,,•'. 'r �! 1.$ 10,443 069 59 6,115 0.87 121 ; • �lr1 1 ya .Q. J;j' " ;�€ 27. 9,640 0 81 72 5.272 0.93 129 1 ,•:,;.0 S,, �.;N 97. 8,848 0.93 84 • Z • Q -c u 0c It 806 _ 0.06 52 692 0 07 56 077 0.08 60 649 0.10 65 064 0.12 71 255 0.13 73 785 0.15 77 483 0.16 81 322 0.16 86 280 0.20 90 339 0.22 94 466 0.25 98 109 0.27 02 998 0.30 07 565 0.31 09 345 0.32 11 743 0.35 15 187 0.38 19 671 0.40 23 I 0.43 28 • i9 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 (M � ACCESSORI14 SKID CHANNELS For use with any Load Support Beam, T Frame 2+ Depth Part No. Wt. Cap, Standard 30" SC -30 8.5 970 •Y 36" SC -36 10.0 800 DRUM CRADLE WALL TIE COLUMN PROTECTOR 40" SC-40 11.0 715 44" SC•44 12.0 650 48" SC-48 13.0 590 60" SC -60 17.0 470 Frame Part No. Wt. Cap. Depth 30" SCH -30 11.5 3350 36" SCH -36 13.5 2720 40" SCH•40 15.0 2420 44" SCH•44 17.0 2180 48" SCH•48 18.0 1980 60" SCH -60 22,5 1560 For use with any Load Support Beam b prevent drum from rolling. Base of cradle fits over top 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 ROW SPACER FORK CLEARANCE BAR Use with any Load 2" Support Beam. Four 7/16" x 1" bolts with nuts Included with each row spacer. CROSSBARS 2,1" 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 Frame Depth 30" FCB•30 5.0 36" FCB•36 6.0 40" FCB•40 7.0 44" FCB•44 7.5 48" FCB•48 8.0 60" FCB -60 10.0 Part No. Wt. Without Flanges Should only be used in 3" outer support positions. With Flanges Depth of Frame Part No. Wt. Cap. Depth of Part No. Wt. Cap. Frame Standard Use with beams having 3/4" step. 30" CBF -30 3.5 465 30" CB•30 3.0 465 36" CBF•36 4,2 375 36" CB-36 3.6 375 40" CBF40 4.6 335 40" CB-40 4.0 335 44" CBF•44 5.0 280 44'• CB -44 4,5 280 48" CBF -48 5.5 230 48" CB•48 5.0 230 60" CBF•60 6.8 140 60" CB-60 6.3 140 Heavy Duty Use with beams having 11/2" step. 30" CBHF•30 4.7 1340 30" CBH•30 4.0 1340 36" CBHF•36 5.6 1080 36" CBH -36 5.0. 1080 40" CBHF•40 6.2 955 40" CBH•40 5.5 955 44" CBHF•44 6.8 860 44" CBH -44 6.0 860 48" CBHF•48 7.4 780 48" CBH -48 6,7 780 60" CBHF•60 8.6 615 60" C8H•60 8,4 615 5 Aug 17,1993 City (Y721141401 John W. Rants, Mayor Department of Community Development Rick Beeler, Director 7 KARL MA 1147 ANDOVER PARK WEST TUKWILA, WA 98188 Dear Permit Holder: Our records indicate that on Sep 15, 1993 one hundred and eighty days will have passed with no inspections having been called for under Tukwila Building Permit Number B93-0067,.e : Unless you call for an inspection, or obtain a written extension from the Tukwila Building Official prior to that date, your above referenced permit will become null and void on Sep 15, 1993. If your project has been completed please call for final. If you are actively working on it please notify our office. If you have any questions or need further information to obtain an extension on your permit please call the Tukwila Building Divison at 431 -3670. Sincerely, Denise Millard Permit Coordinator Department of Community Development 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431.3670 • Fax (206) 431.3665