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Home My WebLink AboutPermit D97-0045 - FAMILIAN NORTHWEST HVAC - STORAGE RACKSCity of Tukwila ( . Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 Parcel No: Address: Suite No: Location: Category: Type: Zoning: Const Type: Gas /Elec.: Units: Setbacks: Water: Wetlands: WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. 352304 -9018 18323 ANDOVER PK W ACOM DEVPERM M2 RACKS 001 North: HIGHLINE Contractor License N DEVELOPMENT PERMIT .0 South: .0 East: Sewer: SEPTIC Slopes: N Permit Center Authorized Signature:_- (206) 431 -3670 Permit No: Status: Issued: Expires: Occupancy: UBC: Fire Protection: .0 West: Streams: D97 -0045 ISSUED 02/21/1997 08/20/1997 WAREHOUSE 1994 SPRINKLERS .0 OCCUPANT FAMILI AN NORTHWEST HVAC 18323 .ANDOVER PK W, TUKWILA, WA 98188 OWNER LA;•PIANTA LTD PARTNERSHIP PO .BOX 88050, TUKWILA WA 98138 CONTACT .CHUCK ANDERSON Phone: 206 575 -8971 1 8323 "ANDOVER PK W, .TUKWILA, WA 98188 ****************************************************** * * * * * * * * *. * * * * * * * * * * * * * * * * * * * ** Permit Description:` INSTALL 16' AND 20' HIGH PALLET RACKS IN WAREHOUSE ***************************************•************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Construction Valuation: $ .00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut/Access/Sidewalk/CSS: N Fire Loop Hydrant: N No Size(in): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Cut: Fill: Landscape Irrigation: N Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: N No: Sewer. Main Extension: N Private: N Public: N Storm Drainage: N Street Use: N Water Main Extension: N Private: N Public: N ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 189.71 ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Phone: (206) 575 -3200 4._Jadlopate:aLahla__ 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 this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development p Date: 2 - Z. / S Signature: Print N ame _CZ6/2/ t 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. • Addre s 181321 ANDOVER Permit'' No D97-004 Sui te . T .:Statu I SSUE D , • Tvpe D.EVPERM r •App1 ied:`.;•02/1.4/1:99.7 i Parcel :.# . `35230,4 - .9018 Issued 'r; 02/2'11199.7 k'k* k *m',kik **.* *y, k * : *v(*k. *'.k,,i c k;.k *; *ik k* k k4 9 k k k k?k k* ******:k k *'k k*:* 'k.k , k_* k* ** *if 1k -Si 'kle* *h k•k0t* 1i Pernt Conditions '` Np chanc wi,i be „;mad to th'e plans: un by : the. Architect _or. :Engineer ":and t.t a Tu {kkvi l,a Bu l ding=`Div 1,s :ion All peirri + t inspelon records : and'?approved plans.'shalli'be avai Table :at 'the ,){ , 5_i ob,te prior ;to 'the start ,of any con structi on These r dociirnen ts, ,;are : to rbe ma:i nta i;ned and : ava i'l - tiie fnti l; final inspection ,sapprova,l . is g ranted. 11 s ucturala } welding -had l be :done «bv 1.A S B 0 certtfie:d elders an ,special; i'nsp'ected (.UBC S ec ' 306(a)5) '.11 high, s,trenath °bolt,ingi shal l: 'be : special inspec (.UB - e 3060 &)6)e,, ` 4-,' ` F ; e . . • Fie spebia1 inspector shall: st.(brnit a final siane;d:.report st ating :wt ether the work, :r�,e`�,qui special i was; i o the3 ,best °of : the in.piAector's know•1.edge, n. conforrnanu,e v ith 00ror ed .p and:;s'pec'i1ficat: ions and the,ap:pli w a, rk man sh i'p', prdcr t s;i ons of •th `:UBC ;' w }` A '-11'?rr ; .onstruc io tn. t o be done`'i1n conf ; ;wi approved ans: requ,i.renjents of t Buil•iding•Code C1994H it�ion) a s' amended., U'nifo.rim cOp..P1141j Mechan ,Code (1994 Edition d as thth t on xSttate Eii_e.r gy,‘,Code �lt1994 Ed.i.tion) �� Const ti tan to be .076 riso. k : n.'c Oil i'pemi .n.c4i' w th ap0r. -oved : ? 4 p:1 an. , andt r equ i r eame;n 'of they Un i form Bu i l d i no Code,, (1994 ff Ed `t on) ` amended, Uriiforni � Me.ch fi ttti'ca1 Code (:I99,4 Edition an ,.,ashinigton. State 'Energy 1 Code •-•('1994 .Edition)': 4t ' Va1 ' tu : cif.: Pr eini t u `e The i ssan ...of -perm'i t or appro'va1` pl ,,,. sp;ecIfi cations, and comps tatii�ns sha c 'q,n:= s.tru "d, to b, "a permit ',.for ,: or any approval of:,,, any v,io;l,a of;-: any z of,' previsions of, the;f'bu1.l ` 'coder or?` of any other.:o`r distance of:. the juri "sd1q'tion o No, per,rni.t: presumg infP� give authority': "to'.: violate , or • cancel . the '''prov<i`s i ons , -of th i : code s hall be va'1 d 1 Project Name/Tenant: r A Al 11_.) $ liov�! -Ti-4 i a :+ F" iI VG A Existing use: Cl Retail El Restaurant CI Multi-family Warehouse ' ospital ❑ Church ❑ Manufacturing ❑ MoteVHotel ❑ Office ❑ School /College /University ❑ Other Value of C struction: be> a f"440 -- Site A dress: City State /Zip: 1532.S A61 C7nt/r i f;'.., PM..g. id Td 1 LA 1A M 1,9ISA Tax Parcel Nuber. .357a4- - R018 Property Owner: -, . t PSI el E - c›. Phone: 575 2 acao Fax #: 675 1S �?� Street Address: City State /Zip: /.t3c0n. 1100 :CI_ IhIatk tJ -01 Z..ao 1)Y- 1,41LL 1.0 4 cRfse Contact Person: 'l4r v-- A Allan . 4 /C/ lI i.� , Phone: 57 12 X 97.1 Fax #: 7 . 5 " 7 8S 7 Street Address: City State /Zip: 1 & '32 - : , A 1 . 1 20, /er -. pilieg. id ? J iL, W A - i e i 8 8 Contract r• tMI L, ) t ka r 1= , Ji-∎ J•T•• Phone: Street Address: , f City State/Zip: Fax #: Architect: Phone: Street Address: City State/Zip: Fax #: Engineer: Phone: Street Address: City State /Zip: Fax #: Description of work to be done: ( PA n W AS- s PA1.� t,-s�4 C I h Existing use: Cl Retail El Restaurant CI Multi-family Warehouse ' ospital ❑ Church ❑ Manufacturing ❑ MoteVHotel ❑ Office ❑ School /College /University ❑ Other Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse El Hospital ❑ Church ❑ Manufacturing ❑ MoteVHotel ❑ Office ❑ SchooVCollege /University ❑ Other Will there be a change of use? ❑ yes tc21 no If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? A yes ❑ no Existing fire protection features: Asprinklers ❑ automatic fire alarm ❑ none ❑ other (specify) Building Square Feet: .54 � J 97 existing Area of Construction: (sq. ft.) j 6 , Boo Will there be storage of flammable /combustible hazardous material in the building? ❑ yes no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Materia Safety Data Sheets Commercial / Multi - Family Tenant Improvement / Alteration Permit Application CTPERMIT.DOC 7/9/96 CITY OF 7 Permilt Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431 -3670 Application and plans must be complete In order to be accepted for plan review. Applications will not be accepted through the mall or facsimile. APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING: Additional reviews ma be determined b the Public Works De • artment ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Flood Control Zone ❑ Hauling ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Landscape Irrigation ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is Issued within 180 days following the date of application shall expire by limitation. 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 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: Q L i Date application expires: Application t by: (initials) BUILDING • WNER OR AUTHORIZED AGENT: Signature: ,/ , , / Date: ., / LI' / Print name: �i u e N _ -i 1 l Phone: S7 �- Z COO 1 Fax #: 37 '5"--18 Address p . RE � -p ,I� . City /State /Zip ALL COMMERCIAUMULTI -FA Y TENANT IMPROVEMENT /ALT ' TION PERMIT APPLICATIONS MU BE SUBMITTED WITH THE FOLL • ING: ➢ ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER ➢ ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN • BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ Complete Legal Description ❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Five (5) sets of working drawings, which include : ❑ ❑ Site Plan (including existing fire hydrant location(s) 1. North arrow and scale 2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements 3. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions 4. Location of driveways, parking, loading & service areas 5. Recycle collection location and area calculations (change of use only) 6. Location and screening of outdoor storage (change of use only) 7. Limits of clearing /grading with existing and proposed topography at 2' intervals extending 5' beyond property's boundaries 8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of use only) 9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 18.45.040), of those, identify by size and species which are to be removed and saved 10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change of use only) 11. Location and gross floor area of existing structure with dimensions and setback 12. Lowest finished floor elevation (if in flood control zone) 13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Forrn H- 9). ❑ ❑ Floor plan: show location of tenant space with proposed use of each room labeled ❑ ❑ Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of any hazardous materials; dimensions of proposed tenant space. ❑ ❑ Vicinity Map showing location of site ❑ ❑ Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of rack. Structural calculations are required for rack storage eight feet and over. ❑ ❑ Indicate proposed construction of tenant space or addition and walls being demolished ❑ ❑ Construction details ❑ ❑ Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. ❑ ❑ Washington State Non - Residential Energy Code Date shall be noted on the construction drawings. ❑ ❑ SEPA Checklist - if intensification of use (check with Planning Department for thresholds). ❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions. ❑ El Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Public Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries Valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Certificate of Contractor ". 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 I HEREBY CERTIFY THAT / HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. CTPERMIT.DOC 7/9/96 **k********************************h***k**k** CITY OF TUKWILA, WA TPANSMIT 11*****h************** **%****TitVA.41r<***Alk**************A k*k*A k.k TRANSMIT Number: R9700542 Amount: 189.71 02/14/97 1245 Payment Method: CHECK Notation: CHARLES ANDERSON Init: SLB Permit No D97-0045 Type: DEVPERM DEVELOPMEN1 PERMIT' Parcel No: 352304-9018 Site Address: 18323 ANDOVER PK W Total Fees: 189.71 This Payment 189.71 Total ALL Pmts: 189.71 Balance: .00 Account Code 000/322.100. H' 000/345..830 000/386.904 • Description : • BUILDING NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE' Amount 112.25 72.96 4.50 765 02/14 9719 TOTAL 189.71 Project: I la. cYf Ty f inspe • Address: I <t - 5D3 hIciNer Pic 1, ate Date called: Li .„ Date wanted: L _ _ q--1 1 137 . instructions: . Requester ,-, (--hUCIS Phone No.: „ `-' 5.7.:5 INSPECTION. RECORD Retain a copy with permit INSPECTION NO. CITV OF TUKWILA BUILDING DIVISION 6300 Southcentet Blvd., #100, Tukwila, WA 98188 PERMIT NO. )431-367O Approved per applicable codes. COMMENTS: Inspecto I I Receipt No.; I I Corrections required prior to approval. Date: $42.00 REINSPECTIO YFEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: • , tiLV#A,V4eszez4.4.,.., COMMENTS: Type of inspection: fU Address: t r f Date called: /4.1t`7 " c-- 5 024A7 , Date wanted: !� +1-7"........a.ifir+ co S �''� / Phone No . S 4V -e v,' c `vvi fr ade- / i -• / q c.,/,-,5 / G 1� / w r 11 D A7 -- f -e, 'i 7 6ee se Project: F r" dew) Type of inspection: fU Address: t r f Date called: Special instructions: Date wanted: !� +1-7"........a.ifir+ Requester: �''� / Phone No . S .g97 f Inspector: / INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Date: PERMIT NO. • • (206) 431 -3670 :;tia�•.oI�S1n — �. �t :.C",;S�,r3.'.:rapa.k':titi' ;;. j � p rA li U /n N1 N v ` Type of inspectio r+ A ess: A Ani l ' Date called: 3 ` Special instructions: Date wanted T7 �u Requester a Ltt 1L Phone No.: (,� v l gIii INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 Approved per applicable codes. [e] Corrections required prior to approval. COMMENTS: t �o /ot d/ — � r sz / ea 4 s Date: [�1 542.00 REINSPECTIKN FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Inspecto, 1 Receipt No.: t_.,.._. x.... _.:ShY•kto-xic'..8.�.f�l�!�'JIaG ^ ` 4 .. iY 2 �:,[.;kew Date: COMMENTS: - /. Aayc , P A-Te /Le + siL. (Z fiNc -OL & L r car► -tea ; . r)-.- " per. ALS T - . IA A� in M rr" -f 6 N .S 4=4 6 o . ell co sr . ate) S 0 sa. IN). i • v 1 iJ , 1.1 A, zF aSoto # yn-x . Ld io f.7t.." SF E?F. Requestak AN fJV 1 V ' 1 TN .SsgtiD4 of /lCI4S 0>J fir` 1 t. JA -L(r, ("MI Cf4 . /L u N P."R Pr,)J.o 1 c u LA-/L: 7 -o T11. itee , W i tA... r.J V & /J-f; tt 17. Ma A� Aw I4VAC.. u To pectiOn I w y p ��I1(( 1 `vt� L"" A ress: \ ,, ; , t 13? 4NV6542. ie Date called:. — 3 - Special instructions: Date wanted: -�� p.m. Requestak AN Phone No.: 5,-Ta - I i 1 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Inspector: Receipt No,: Approved per applicable codes. INSPECTION RECORD Retain a copy with permit .C► orrections required prior to,approval. 206) 431 -3670 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. '0 •'4- . City of Tukwila Fire Department John W. Rants, Mayor Thomas P. Keefe, Fine Chief TORWILA FIRE DEPARTMENT FINAL APPROVAL FORM Permit N ro j ect Name r! -a1ry1 t•4 \c 1\,, e. 5 y Ac.) Address ( 73 23 At -A c\ CO e `k Suite # Retain current inspection schedule Needs shift inspection Approved without correction notice _ Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: Date FINALAPP.FRM T.F.D. Form F.P. 85 4% Headquarters Station: 444 Andover Panic East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 5754439 ACTIVITY NUMBER PROJECT NAME DEPARTMENT: BUILDING DIVISION El Ken - FOP e a/I8/g7 ❑ PUBLIC WORKS • NM - a111111 - 7 REVIEWERS INITIAL REVIEWERS INITIAL REVIEWERS INITIAL C:ROUTE -F WU' W. rnNa ,v$nu !C4N.0274400/*C474 , 11W Welle D97 -0045 fbyi% Coov4wko CqPy PLAN REVIEW / ROUTING SLIP FAMILIAR NORTHWEST HVAC FIRE PREVENTION ❑ No— op pp r" sTRTJCTURAL ❑ 0 DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE ❑ NOT COMPLETE ❑ COMMENTS TUES /THURS ROUTING: PLEASE ROUTE ❑ NO FURTHER REVIEW REQUIRED El ROUTED BY STAFF ❑ (If routed by staff, make copy to master file & enter Sierra.) DATE APPROVALS OR CORRECTIONS: (ten days) APPROVED APPROVED W/ CONDITIONS ❑ DATE CORRECTION DETERMINATION: APPROVED ❑ APPROVED W/ CONDITIONS ❑ DATE to DATE 2/14/97 DUE DATE 2/18/97 NOT APPLICABLE ❑ DUE DATE 3/04/97 PLANNING DIVISION PERMIT COORDINATOR NOT APPROVED (attach comments) ❑ 1 4 DUE DATE NOT APPROVED (attach comments) ❑ (Certification of occupancy required. ) 4 Veal PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER PROJECT NAME FAMILIAR NORTHWEST HVAC DEPARTMENT: BUILDING DMSION r PUBLIC WORKS DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE C:ROUTE -F am COMMENTS • REVIEWERS INITIAL D97 -0045 REVIEWERS INITIAL APPROVALS OR CORRECTIONS: (ten days) APPROVED El APPROVED W/ CONDITIONS REVIEWERS INITIAL DATE 7- I //.."?. CORRECTION DETERMINATION: APPROVED n APPROVED W/ CONDITIONS DATE DATE 2/14/97 FIRE PREVENTION PLANNING DIVISION STRUCTURAL 0 PERMIT COORDINATOR Q 4 DUEDATE 2/18/97 NOT COMPLETE El • NOT APPLICABLE TUES /THURS ROUTING: PLEASE ROUTE n NO FURTHER REVIEW REQUIRED ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) DATE le (6 l DUE DATE 3/04/97 NOT APPROVED (attach comments) Q DUE DATE NOT APPROVED (attach comments) 0 (Ccrtitiadon of occupancy requited. 7 ,1%',.ft:',V:r.:',.,Altp,P.r7 • 4 PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER COMPLETE 2r COMMENTS ' REVIEWERS INITIAL D97 -0045 PROJECT NAME FAMILIAR NORTHWEST HVAC DEPARTMENT: BUILDING DIVISION FIRE PREVENTION III PLANNING DIVISION PUBLIC WORKS STRUCTURAL PERMIT COORDINATOR 1 DETERMINATION OF COMPLETENESS: (T,Th) NOT COMPLETE E TUES /TSURS ROUTING: PLEASE ROUTE n NO FURTHER REVIEW REQUIRED ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) ')(90 APPROVALS OR CORRECTIONS: (ten days) APPROVED REVIEWERS INITIAL 5 (it) CORRECTION DETERMINATION: REVIEWERS INITIAL C:ROUTE -F DATE r2/e /9 DATE ...7/iy DATE 4uY:fgai7T mtawfm7Miropt ico1W.' 'itnovogv+rkrer r �:ifGt'!r;*!3?5v DATE 2/14/97 DUEDATE 2/18/97 NOT APPLICABLE 0 DUE DATE 3/04/97 APPROVED W/ CONDITIONS E NOT APPROVED (attach comments) Q DUE DATE APPROVED El APPROVED W/ CONDITIONS p NOT APPROVED (attach comments) Q (Certification of occupancy required. ) ii4cAr 1.1'4 PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER D97 -0045 PROJECT NAME FAMILIAR NORTHWEST HVAC DEPARTMENT: BUILDING DIVISION El FIRE PREVENTION p PLANNING DIVISION " II PUBLIC WORKS EJ STRUCTURAL p PERMIT COORDINATOR 0 DETERMINATION OF COMPLETENESS: (T,Th) DUE DATE 2/18/97 COMPLETE p NOT COMPLETE p NOT APPLICABLE COMMENTS TUES /THURS ROUTING: PLEASE ROUTE fl NO FURTHER REVIEW REQUIRED ROUTED BY STAFF p (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL c 1 APPROVALS OR CORRECTIONS: (ten days) REVIEWERS INITIAL CORRECTION DETERMINATION: DATE DATE 0.21/4 G17 DATE 2/14/97 DUE DATE 3/04/97" APPROVED 17 APPROVED W/ CONDITIONS E. NOT APPROVED (attach comments) 0 DUE DATE APPROVED p APPROVED W/ CONDITIONS p NOT APPROVED (attach comments) 0 REVIEWERS INITIAL C:ROUTE -F DATE (Cettificadoa of occupancy requited. ) ACTIVITY NUMBER PROJECT NAME DEPARTMENT: BUILDING DIVISION fl COMPLETE 1A COMMENTS • REVIEWERS INITIAL REVIEWERS INITIAL APPROVED Ej REVIEWERS INITIAL C:ROUTE -F D97 -0045 PUBLIC WORKS ■ STRUCTURAL E] DETERMNATION OF COMPLETENESS: (T,Th) CORRECTION DETERMINATION: ie4Yiog1/40 BAITi:k!fa'Aus,,. ;T o.SS.',4lax**4' SIB" iiBul' rrc 5iA?iVA_ .708 ': PLAN REVIEW / ROUTING SLIP FAMILIAN NORTHWEST HVAC FIRE PREVENTION E t 4 NOT COMPLETE El ' dirtP-e)u DATE 2/14/97 PLANNING DIVISION PERMIT COORDINATOR Q TUES /TH RS ROUTING: PLEASE ROUTE E NO FURTHER REVIEW REQUIRED E ROUTED BY STAFF (If routed by staff, make copy to master file & enter Sierra.) DATE o DUE DATE 2/18/97 NOT APPLICABLE Q 1 1 APPROVALS OR CORRECTIONS: (ten days) APPROVED APPROVED W/ CONDITIONS E NOT APPROVED (attach comments) E, DATE DUE DATE 3/04/97 APPROVED W/ CONDITIONS p NOT APPROVED (attach comments) Q DATE DUE DATE (Certification of occupancy required. ) 2 DESIGNED BY iSrie D CHECKED BY D 00 S eet gAzzc PgriL P,{'Jss IL 1 Mei gW , 7Z kf, l Cpl / 4l A $0 'r itto Zel ce /PT /oH f tNDtx 7v CAtc. 2 Aau/slt C.tire,tIA nsJMP'1'104S 3 RA-ce steel, 4 J oy s 4 P*tLEY JZrKtICS 77tkW S ✓• AN M- 1 s .Q. RAsif PLOT 5 . 9 J6,44 I rrec, i , U 0 e c 1 CA't. C S . k CA-wrJ Leu ert f - imAct • Upg/ 6 0 - n r. M _ 7' • p or l .ts iSA s &If 6AS lc. T. WM - rows P 5,e. 11 r e tii i-o rz witty, , 'h1,c- 3-97 'EXPIRES 7/14/ 9 Jos No. 9724 - SHEET / OF 9 FILE COP\11 CAV1 Ov 011\\Ilti\ 4 199 RECEIVED CITY OF TUKWILA APR 0 31997 PERMIT CENTER O AT ATE p 1S n 3/91 ca 2.41i744' DESIGNED BY £7R D CHECKED BY D A1444-0 is C R 11 ! ,ess J 44.Prt.+-4 r I- 744-1.9Jis 15 /"/ coQ0 I t 1 roe4 visc cA-n `22 Dwf ..17 4 .r! w Pelte V r tch2,) S. Z: o. 30 03> L9 c E 3) t • /.o gw P Fvyt *to iK , Cr. 2.7s' 4 r AussJ . Se tt IS g G, /s gcuE.4 M 200 psf- Jo. No. 9 SHEET 2 OF 57E1-2 At- RA-At 6o44ae i l TT /S 444S D l F A A Al : 40 ks,' ,a.o A4_ 1.7. 6( 1c.' 3. %cMS kJ 4 M g %. " T.rcic a ii ��= 30oops: Tie .. vcu43 AkCNert1 S44*tt 6E RA* sEr RE9 1.14-pa 14t9 a kN C6.FekS ©ti EQuld, Y Z " 4-Y4 ° WIT 2Y4" elkdeo- USe ?ire Fro u4 4 (s) Racer ICS -cKs : ewe A coo p 13,4 pct (b) sari ,'As : &go- A t pi c�� E • &Is &/O `G) 5l'EC1,O't. IN SPECTIe-JJ IS ,tJa7 gevpU/RN M.aacrnnu A., R 14h03 4 ,a C- : (Il) PA r RACK; : 800 1.br pert Ge✓ &e- r R (1.4-• et we nl 180# p Lt( poi beiav C -Q (b) C,4 if l C.EJ Ejt /'MiCJ / D0r0 142: pit l w L rl,4 in 4- h AR244+ P e r t 9 ( 3 4 - ) £ Q DESIGNED BY 13 Tk CHECKED BY D D Pottc&T e Gk 4 E -In •Ai f Ci (&Ifir( RA At: 4 14" SipE 1` 44` i S r Jos No 9 7 2 SHEET 3 OF ATF 3 0 7 ATE C Vle.ri : 1.47trA lfX4'VA,In: ^ kw:.i 2 S rte(. R4cgs Foi 1�A Mow NA) TUgw/ CA , IJ A DESIGNED BY ,37Z CHECKED BY D D 1�. Ls ) pAa &r RACrr 6 TRAM✓ Dix 1.00 o' Tor G.hiK 'my &. 41, R • i.4S 4 TT = 9.640 k VA • /./25k Tf TA + v /VA 4 41.5 f ro ie 3(1.1r14) , 3a 0.40 : 0.371 e Sats lu * 4D.52 k' / x_: 44. - LS s 41•S' 5E-is e . 1.44e T T. 0.11 k 1/:. Dv/4 k 1601- &Rau Q = 14s it &*x 6e • PC : 2•8I k Wee P /,R A Gds % 14 QFf : 33,4¢ ks: PA: 11.I2 .2431 f.YRYY.'sVMA'[+WM yelsanuy4R'MMf)NnYfY .140`. ✓MRhHYf.YmYYi4eferm l.. Mfil4.HfYMJ:[NPNMw ui.,, e'�YXV.i14Vn1 C . Jos No. 977¢ SHEET 4 OF V : D. /24 e i 4 ` .>' tEi i''1= T 1 '943 V s .o4 /tot. 1- l 2 t ot, , 4 Y 4 " 1 2fr o h C r Rep M W 6104& N r l l . I f e L ( 2 %4 0 (45) ptit. 2420 * Z391 wlr)4ovr sv>:citt- J,kcsp. D.7.7 (L• o DA; 44C. 1.Ev& S) - 0 k C/ 0.23 (CAA* vN 7b4 Leek erucy) - D* V . 3114 If ■SZACE t = 58► 34 P. 52 6A S 7 R.urs A = •2331 t Mm r : .4043 k1.1,. T. •7rA rP. , + /.4043 108.2,2- glk* PLATE1 i Sckit Aram Se►. Couclo P = 7. PI 1: Ak bAsc pLMts 3'404 4 to 'A R : o. 1 Fa +11 = 4.4-0 vk > P • us i,s ca. &P4 %P C1 1S4sf Ti 3. 3 air AP i 0.512 kst sk l Auaw = .341:444 = 1.20 k 1 A ]t M •• 3a. (9.50)3/1 _ 0.037 k "�,► �1 = . ?S FY • +/3 c .4-o Rao t = 0474 •k t Acrum . t . /0 6A (.13 4 s ATF Z/ ATE 163.14" 24.04 0 1. e s. csi Lo her gilt k .'5 2 « �, 3 • DESIGNED BY 47 D CHECKED BY O ak 0 Stfre : S' /t o vote s z Go. s .4. 3000p'.' Attow /27 Ph, MCE ptAC& (lo bAr' rlk") Sc. 144 f .12.7 40.r /,s : 0.64.0 k 'l , o D.44. r p 60 1 4 1401# Ps 2.0 !tf4 eta 9• 24+ f s 2.70 Soc� stiwd Ap s (241 +3)(241+ 44)/t44- c S.411 Pr l. 'P:- tea Ap s 11.23 k .k V: 93(2.70) x Sat 0 .4.12 = D. /39 Zhs 12o +/SF + = 472" F= •035 F. .o47 r s .OS 7 4 : 36.3.5 . 32.5 i -3.S 34,7 ,t4 . lob - 3.5 a 102,$ 4:o 4- t.& a- 6) aft s >a M-o s1 e.¢1 r, 1/ ,r) f 16F 354 8b M3 s = /.2,0 4 ' STa "A" 14620 Sir Rekiti S'/in- RDA STik'tc. JO. No 97 SHEET 5 OF .Dbo L:. 94 S = D .62$' M+- J14 = 4.02 k 1 •Ltg R40).�. .7 rw4:o L z 11s nl s 0 U/8 •' S. 40 w / Stis M A = l 8,og 4 ¢13 g 2Q .)2 k AT ATE )4 s pi 0 2/ 4. S. 4-o .. 9, 4-1 k w 4. P.. 3 /97 4 04 6 114 8 DESIGNED BY R iK CHECKED BY D 5 (./0/2)(9c) 3 49.15' 0 +. 24 1.2a 4 W ag. = '. CoLvstjs G(.v 3 x 2 l2. x . 07s" T7V C4 Az. 0.543 . Z 3( : 10463 'M Stc : . s7t 4. rx 1.21.i " : 1. o : D.72S M.• S % .SSG r : J.l SS p . = 2.4S ks..' P.4 0 ) 4. is k " -6,,' : 24.71 ks.' . .. Fy : 24, kst: kx s 1.32 I., 102. S Oa r )x = 107.3 Go r,it°C S dr QiF s 40 ks: Fa : 1243 ks: Pce = 13.73 z 0.2I a : 0.85 4 1Fa + 64/4)( C" Aix) • O. 2 + /. Dr _ ,. ZSr A 4 /. 33 (11') CfrAir,Let' QAtts Arewc-s /2 GA rot 3 % " kuot 4. DEp C t/Pi II-T Ik = 3.31 AZ.. 5 1.8g M- lv/ z 4 ,, •k e z I di t /.1° (3o.31 3 8 t29,50% • I• tr1 Joe No. q 724. SHEET V OF HO v 30.5 K 2 /3 r /4 : 24.4o 4- ( ) , F i = 24 45.,' 24/ita = 7.34-v , 34- v ak ATF 07 ATE 2 DESIGNED BY /3 7 0 CHECKED BY 0 ()PC 40 A = 449 ►1. Q= 1.0 S€isitce.. I.oA,os e1/4",‘ 3 104A QeSc SEC.P. 4 � 41 4 Sx : 8•51 , rk . 2,91 •3 � ZY� II. w4 Sj . 5.94w. Y(: I.S3 (KI -Ir)0. = 2.10 (I4o) / 2,11 z its 6U ir' y = 1.5 (4 ' 41St 62 f s 4o lei.: Fe, = 11.32 It sue' P z SS. 34 k 4044 ory l.o w s ; Ca') (.ko ) IirS14 S eotr P 1.1 o k 12 r. 13.2* Mgt = 0 0-g (b) Loho Q?-+I: seo& p• blot C s G.Lo 1•1 ri. G,e, (30.f + q, 2s J3/. 2 4c.0 1 4.42 ri ,.c r1 24 11 ‘. Pcea lo6.gsk 041 = 0.8t ? CAC : Wag. 4116 +• k h = 0,-73 a Jos No. 8724- SHEET ? OF V- V,3 (2,1S'/t) t P z o .io3 P 1ti Ca) G.kv o.) Ro rbr Sup rr ; P= 13, 7, k Sys 14 a 0.1o34 13.2. 12-( y 144.t' 44' 18.34 ka ak. 0.74 4 /r4+ 61./6,)(Diu/.14) I.Pq ,4. C `) Loko Owl ewe Sew. p 4. Go k $e» t4 82.3 • 2M.. 213.5 GR,AJJ M a. W. k ~ r , teu . 23,8D ks: d < Cox "/F* + 4 /F4, 1.11 •k. 4 /.33 k 4 /.31 ATF 3/57 ATE tL Jo. No. 07Z+ DESIGNED BY /SVC CHECKED BY D SHEET v OF 71E— .DoI,sys ; (a.) lokv rho &sM fAor-a ' k • 1.36 Sets M s I'4. S k — `Z. 3.0) = is.2s M sei$ R = 2.19 k 7= o.ct" ►Zk aww Q = 4.4o k W) 1 1 14 9 ow • SW: ; vs D. L$o t S€11 4 s $2.30 k R 1.09 rt ailm) R z 6, co x 17.7 s7,s,Z ' I, 54 is , 44. S - 1.S �52'l S•04 NA* I - lV2 C V1 P,c 4 % 4 ' sc r tev liesro wet. 4E All ca./. (2Y4' "ens.) k E,e-cµ RAJA: 674o a lac r h tMt cewtp PC, = 219 s" 2t I" E No T� $ +� 3 Ik . 3v, of g� l. At m * lj . 213 • f k r G2 �brRw ; Se►s ) W 3 2$.p2 rs: I z. h Fy 4-/3 = 3 Z ks<' of 'Cfrx c ci. Co s..v0 •)J c.. c tc,er r'' : $.19 t tff'EL'i I3kSr - C I.O 4 ' &7 kr , + 4 ••,' .P • . 214 ark Soli- IV-416i = (4.1+to)(..4.i+4) /44 amic rri 13 %* 2.o A r, 13.33 0 ) p4. AT ATE 3/97 DESIGNED BY 4 CHECKED BY D 111• t0 "77 8 LoNc&r j ,t. P c., 4 z— r. (2.7(/i) /3,2 1,341 k Deilaq V 134/ A 4/3 S J.gis irt4 e7-4 -r tiu C 3.4.1 &WO 4 4 ‘0 343o Ls 21" 4 LIM I 4 44-r5 400 3 Aky SHEET 1 OF cf •• um/ LEurL.. Cl) 9n1AIT $ r. 34;30 / & 8.1S IC' 14.r kt.: 44. ATF 3/97 DATE LODI M ETAL T ECH., INC. LODI. CALIFORNIA via • ITEM 1 - 2 3 - 7 8 - 12 C� �`� pF �U yv � A �QRO FAMILiA J NUJ NVAC- 1 8323 ANIDoWE.rL ?K ICJ f14.kJ ILA, IA1A 981198 DESCRIPTION ! PALLET RACK ! GENERAL RACK LAYOUT SEISMIC ANALYSIS - TRANSVERSE SEISMIC ANALYSIS - LONGITUDINAL 13 ! BEAM ANALYSIS 14 - 16 ! BASE PLATE AND ANCHORAGE 17 R -1 R -2 R -3 R -4 R -5 R -6 R -7 R -9 R -10 Es"6 2 \ 1996 t" 1V11 \ 1^iJ -� .0V.GO REFERENCE APPENDIX 1 PREPARED BY DATE 21 JUNE'96 NO. REVISIONS EXP)f VES 08/01/9 g f LB BEAM SECTION PROPERTIES LM COLUMN SECTION PROPERTIES LM BRACING LB BEAM MOMENT JUN 2 7 1996 LB BRACKET CAPACITY ALLOWABLE AXIAL COLUMN LOADS SEISMIC 'Fi' COEFFICIENTS - U.B.C. Std. 27 -11 ANCHORS, CONCRETE 'RED HEAD - WEDGE' I.C.B.O. #1372 L.M.T. BROCHURE L.M.T. STRUCTURAL DETAILS / SHOP DRAWING #96 -5992 RACKING DESIGNED AND FABRICATED IN ACCORDANCE WITH 1. 1994 UNIFORM BUILDING CODE - CHAPTER 22 DIVISION VI SECTION 2231 2. A.N.S.I. MH16.1 - 1990 (RACK MANUFACTURERS INSTITUTE) 3. CITY OF LOS ANGELES FABRICATOR LICENSE #1244 4. WELDED AND INSPECTED PER A.W.S. D 1.3 WITH L.M.T. FULL TIME A.W.S. CERTIFIED WELD INSPECTOR SHEET NO. D VYO �� 9 TN N. � 2 RECEVED CITY OF TUKWILA FEB 1 4 1997 PERMIT CENTER Dql O r • LODI' ETALTECH.,INC. LODI, CA 95240 96P5992 DATE 06 NO. DR REVISIONS BY GENERAL LAYOUT • Design is per 1994 UNIFORM BUILDING CODE Chapter 22 Division VI Section 2231 • •' MATERIAL: • - A S.T.M. A570 w/ > 50 kSi Safety Factor for Bending = 1.65 Safety„.Factor for Columns .= 1'.92 52 .1 52 52 52 99 I /2 25001bs 25001bs • 2500!bs 25001bs 25001bs 25001bs 2500Ibs r Longitudinal BEAMS LBF356-99.5 99 1/2 PREPARED BY P5TIncley • 44 Transverse STATIC LOADINGS: UPRIGHT: LM20-240-44 with 3/8 x 4 x 7 Foot Plate BEAMS: •LBF356-99 1/2 LOAD: Each load is a uniform load in the negative y direction. Each load level is 2500 Ibs BEAM LEVELS: 4 SEISMIC LOADINGS: U.B.C. ZONE 3 =(ZIC/Rvv)W and Vertical distribution per 2237.5.2 SHEET NO. 1 �f17 AWING NO. DATE • '? • LOa! METALTECH LODI. CA 95240 LM2OCAP MODEL LM20 in .075 LM20 COLUMN SECTION H in B in 3 in 1.435 Ix in 1.023 PROPERTIES S in .682 r in 1.263 I in .872 Sy in .557 r in 1.165 DATE WANING 2/J(,h. NO. REVISIONS AREA in .618 BY Y r LM20 COLUMN CAPACITY: TRANSVERSE: w/ BRACING 0 LONGITUDINAL: w/ BEAMS • LONGMJDINAL• Kx = 1.2 Lx = f� CROSS AREA 4. 0.731 .qdn. — NET AREA - 0.010 .q.In. (z446-12) _ ¢ k „ • 0/C = . Ly do Lt ( UN� mED = S " 0 /C = Lx TRANSVERSE: Ky = 0.65 Kt = 0.65 Ly = 4-6 Lt= - P' (FROM R - ) =; 3 36..k ALLOWABLE AXIAL LOAD per A.I.S.I. AND R.M.I. My' (TRANSVERSE ALLOWABLE) = Fb(Sy) - 30.3 (.557) = 16.878 in.k. Mx' (LONGITUDINAL ALLOWABLE) = Fb(Sx) = 30.3 (.682) = 20.667 in.k. STATIC VERTICAL LOADING 0 100% P(actual) = Live Load + Dead Load = PALLET LOADS + BEAMS + UPRIGHTS = (2 so o )( +) + (4 - (¢4 ) +// = P = (IO Don ) + (328) = /0'32 B = � t - k (Per Column) MOMENT (Design) = R.M.I. 0 1.59 OF COLUMN VERTICAL LOAD w/ Lx MOMENT (Design) = M = 0.015 ( S/c 9-) 2 —2.1 in.k. COMBINED LOADING -- STATIC AXIAL + RMI MOMENT P + M — P. _ CM 2,523 Mx' /Pa.: 20.867 = ' / +, / I = , < 1.0 PRIMED Wr SET NO. P.S.Tingey 2 of l DATE .. BRACING .DE516N MEMO. LOAD KIP KL SIZE (P R 15 ,g-6G ,b ►6 "I4GA. IYz =1Y/ ,g12 BRACE ^-C IYz ".075 2 .284 3E6 17 ,702 18 1,20G ' 19 ,222- 1.9 /,618 21 +/ CZ, 2_Z /, $ 97_, 23 ,2SS _ LO 24 2r 2 .L / 7 ` i1 e- z5 ,74 3 11• MATERIALS N0. A E 1 9 COL.^ - D 3x'3X,075 I ,b ►6 367 ,g12 BRACE ^-C IYz ".075 2 .284 3E6 .04L4 • LODI M ETAL T ECH., I NC. LODI, CALIFORNIA . VTX LAT. LOAD DIST. TRANSVERSE a- v J = ' j�'' (� 0328) = )1' 19 ELI F 33 (1f70) = ¢61 C sTC. 27-11 V.w:, h' 2 7 6 4- -2p) : -50 r ,a1C1n o ) ; 11 O 363 — fi�DP� =� l� 1 _ �I71E�.7_1, -,,, ._ . ua 16 :.hi. m � 185 10 9 e COLUMN DESIGN TRANS. 'bOt, = ELEM.. �' P VERT 1 s J6 k = �� 2 MOM. e E LE M 92 6' 5 ACTUAL _ P M 33 ALLOW P Mr �, (,S7 /4,77 = /3,3GZ 4. ' 8 pR P(RED SHELT NO, •PALLET RACKING DATE r DRAWING NC STRUCTURAL CERTIFICATION Z1.A,., r4 (5 f° 4 c40‘ 5-1/6 /0 .4-39 - / 2 0 < 1, 33 NO REVISIONS BY I OAT; LODI Metal Tech., Inc. 213 S. Kelly St Lodi, CA 95240 ANALYSIS INPUT EASI4 -87 FEA File: 96- 59921.127 Date: 6/27/96 Time: 18:29:22 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 it 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 GRID POINTS NODE X Y Z (in) (in) (in) 1 .00000 .00000 .00000. 2 .00000 6.00000 .00000 3 .00000 52.00000 .00000 4 .00000 98.00000 .00000 5 .00000 144.00000 .00000 6 .00000 190.00000 .00000 7 .00000 234.00000 .00000 8 .00000 240.00000 .00000 9 44.00000 .00000 .00000 10 44.00000 6.00000 .00000 11 44.00000 52.00000 .00000 12 44.00000 98.00000 .00000 13 44.00000 144.00000 .00000 14 44.00000 190.00000 .00000 tt 15 44.00000 234.00000 .00000 16 44.00000 240.00000 .00000 rt .,. 15 . 1 4''. 1 < . .15. = .16 15 2 7 15 16 • :. 2 6 15 17 2 -: 6 14 .`. 18 2. 6 13 19..` . .. 2... 5 .. 13 20 2: 4 13 21 2 4 12 22 2 4 11 .. 23;' 2 3 11 24 :::: :. ... ` 2 11 .` : 10 6/27/96 18:29:22 Page 0.00E +000 0 .00E +000. 0.00E +000 0.00E +000 BEAM 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 0.00E+000 0.00E+000 0.00E +000 0.00E +000 BEAM 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM O 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM O 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM O 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM O : 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM O 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM O 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM O 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM BOUNDARY CONDITIONS NODE DIRECTIONS VALUE ID NODE DIRECTIONS VALUE (in OR radians) (in OR radians) 0.0000E +000 2 9 12 0.0000E +000 ( ) POINT LOADS DIRECTION VALUE (lbs OR in -lbs) 9.90000E +001 1.85000E +002 2.84000E +002 3.83000E +002 4.69000E +002 R ,t ANALYSIS OUTPUT NODE X - DISP (in) 1 0.00000E +000 2 6.26441E -002 3 3.45088E -001 4 5.73984E -001 5 8.12302E -001 6 9.90306E -001 7 1.14684E +000 8 1.16818E +000 9 0.00000E +000 10 4.48988E -002 11 3.31891E -001 12 5.81862E -001 13 8.00821E -001 14 1.00594E +000 15 1.12274E +000 16 1.13585E +000 ELEMENT 1 2 4 5 6 7 8 9 10 11 12 13 GLOBAL DISPLACEMENTS Y - DISP (in) 0.00000E +000 1.81443E -003 1.15414E -002 2.12588E -002 2.46875E -002 2.81088E -002 2.81120E -002 2.81120E -002 0.00000E +000 - 1.81443E -003 - 1.57070E -002 - 2.20479E -002 - 2.83799E -002 - 2.96368E -002 - 3.08344E -002 - 3.08344E -002 ELEMENT NODE FX (SXX) (lbs) 1 - 5.60659E +003 2 5.60659E +003 2 - 3.92039E +003 3 3.92039E +003 3 - 3.91652E +003 4 3.91652E +003 4 - 1.38192E +003 5 1.38192E +003 5 - 1.37895E +003 6 1.37895E +003 6 - 1.32193E +000 7 1.32193E +000 7 - 1.45519E -011 8 1.45519E -011 9 5.60659E +003 10 - 5.60659E +003 10 5.59930E +003 11 - 5.59930E +003 11 2.55568E +003 12 - 2.55568E +003 12 2.55208E +003 13 - 2.55208E +003 13 5.06563E +002 14 - 5.06563E +002 14 5.04630E +002 15 - 5.04630E +002 6/27/96 RZ (radians) - 1.05456E -002 - 9.78207E -003 - 4.56280E -003 - 5.30134E -003 - 4.56545E -003 - 3.52714E -003 - 3.55813E -003 - 3.55813E -003 - 7.51246E -003 - 7.29889E -003 - 5.63578E -003 - 5.03639E -003 - 4.73350E -003 - 3.57953E -003 - 2.18626E -003 - 2.18626E -003 FORCES FY (SYY) (lbs) 1.10960E +003 - 1.10960E +003 - 1.50151E +002 1.50151E +002 6.38744E +000 - 6.38744E +000 3.59889E +001 - 3.59889E +001 - 2.56936E +001 2.56936E +001 2.35659E +000 - 2.35659E +000 7.00311E -011 - 7.00311E -011 3.10399E +002 - 3.10399E +002 - 3.32149E +001 3.32149E +001 1.42629E +001 - 1.42629E +001 - 1.81779E +001 1.81779E +001 4.40113E +001 - 4.40113E +001 - 3.62485E +001 3.62485E +001 18:29:22 MZ (SXY) (in -lbs) - 2.00089E -011 6.65761E +003 - 6.42164E +003 - 4.85292E +002 5.66915E +002 - 2.73093E +002 4.09243E +002 1.24625E +003 - 1.18143E +003 - 4.74476E -001 7.02675E +001 3.34225E +001 - 1.48248E -010 3.41970E -010 - 3.63798E -012 1.86239E +003 - 1.70974E +003 1.81857E +002 - 1.28223E +001 6.68917E +002 - 5.90344E +002 - 2.45839E +002 3.56000E +002 1.66852E +003 - 1.62583E +003 3.08954E +001 Page (;/f 2 15 0.00000E +00 16 0.00000E +000 7 4.66643E +002 15 4.66643E +002 6" - 7.11491E +002 15 7.11491E +002 6 ' ' - 3.02740E +002 14 3 +002 6 1.20669E +003 13 1.20669E +003 5 2.22317E +002 '>1 2.22317E +002 4._. 1.61852E +003 1 3.,. 1.61852E +003 4 - 1.52559E +002 12. 1.52559E +002 4 '1.88223E +003 11 1.88223E +003 3 2.55538E +002 11. - 2.55538E +002 2 - 2.32153E +003 1 2.32153E +00 2 ' 3.43614E +002 10 3.43614E +002 BOUNDARY FORCES NODE FX FY (ibs) (lbs) 1 1.10960E +003 - 5.60659E +003 9 - 3.10399E +002 5.60659E +003 END OF ANALYSIS DATE: 6/27/96 TIME: 18:29:22 .6/27/96 - 1.60981E -010 1.60981E -010 - 1.32193E +000 1.32193E +000 - 2.94181E -001 2.94181E -001 - 1.93301E +000 1.93301E +000 - 5.62975E -001 5.62975E -001 2.97025E +000 2.97025E +000 - 7.84504E -001 7.84504E -001 - 3.60962E +000 3.60962E +000 - 9.55799E -001 9.55799E -001 - 3.86442E +000 3.86442E +000 - 1.83922E +000 1. +000 - 7.29580E +000 7.29 +000 MZ (in -lbs) - 2.00089E -011 - 3.63798E -012 r 8:29: 3.20142E -010 - 3.52884E -010 - 3.34225E +001 2.47423E +001 - 1.21524E +001 - 6.15317E +000 - 4.23605E +001 - 4.26920E +001 1.52802E +001 - 2.05562E +001 6.48137E +001 - 6.58771E +001 - 2.62107E +001 - 2.37272E +001 - 8.02499E +001 - 7 +001 - 2.96895E +001 - 3.11522E +001 - 8.16228E +001 - 8.84118E +001 - 6.76050E +001 - 4.94711E +001 1.68364E +002 - 1.52652E +002 INPUT MATERIALS _ No. ' AREA E ~ I _ Col_. C 3x 3 7c.,o (L.1170)" 1 • Gig . 77 i ,SEAM at LBC ._ %z ?,060 2 ,74/4- c ?. irzo3 LODI METAL TECH., INC. LODI. CALIFORNIA SElSMIG ANALYSIS-LONG. DIR. BASE SHEP�R: Ze ,3I;1 21E0)(ELf, L0116. Rw w Cwu IN A R W =.S LATERAL LOAD DISTRIBUTION PER U.E1C. STD. 27 -11 F, = V u6C STD Z7 - 5E.4 MS csr • qi„� WEG. R -4 Mom. W. 3.So1 PALLET RACKING STRUCTURAL CERTIFICATION ELEM. * :afilSM1C + gig I.CLUMNS COMIBINED STRESS RATIO l.33 p' ' 5;J6• { c),163 3 9 + /3.362 204 BB PR A BY SHEET NO, TYP. If* `e'Y DATE / DRAWING NC JIti 96 NO.! REVISIONS BY a= , = .4 (066) =Jo -- % ACV i u v NC)W NC)/ LIFT ,2 Z-57�9 4g_ = 045 5 41: 0 )7 DA1 LODI Metal Tech., Inc. 213 S. Kelly St Lodi, CA 95240 ANALYSIS INPUT EASI4 -87 FEA GRID POINTS NODE X ' Y Z (in) (in) (in) 1 .00000 52.00000 .00000 2 .00000 104.00000 .00000 3 .00000 156.00000 .00000 4 .00000 208.00000 .00000 5 99.50000 .00000 .00000 6 99.50000 52.00000 .00000 7 99.50000 104.00000 .00000 8 99.50000 156.00000 .00000 9 99.50000 208.00000 .00000 10 199.00000 52.00000 .00000 11 199.00000 104.00000 .00000 12 199.00000 156.00000 .00000 13 199.00000 208.00000 .00000 File: 96- 59922.127 Date: 6/27/96 Time: 18:33:04 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 7.4140E -001 1.2039E +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 6 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 2 2 2 7 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 3 2 3 8 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 4 2 4 9 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 5 1 5 6 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 6 1 6 7 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 7 1 7 8 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 8 1 8 9 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 9 2 6 10 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 10 2 7 11 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 11 2 8 12 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 12 2 9 13 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM BOUNDARY CONDITIONS 9%? 27/96 8:33:04 Page (in OR radians) 2 2 23 . 0.0000E+000 4 4 23 0.0000E+000, 6 10 23 0.0000E+000 8 12 23 0.0000E+000 9 ; 13 . 23 0.0000E+000 ; Load Case # 1 ( ) POINT LOADS ID NODE DIRECTION VALUE (lbs OR in--lbs) (in OR radians) 0.0000E+000 0.0000E+000 0.0000E+000 0.0000E+000 -.• • •••- „.. ' . • 1 6 1 2.70000E+001 2 7 1 5.30000E+001 3 8 1 8.00000E+001 4 9 1 1.07000E+002 ANALYSIS OUTPUT. NODE. X'- DISP (in) 1 2.01677E -001 2 4.87628E -001 3 7.22282E -001 4 8.63207E -001 5 0.00000E +000 6 2.01677E -001 7 4.87628E -001 8 7.22282E -001 9 8.63207E -001 10 2.01677E -001 11 4.87628E -001 12 7.22282E -001 13 8.63207E -001 ELEMENT 1 2 5 7 8 9 10 11 12 NODE FX (lbs) GLOBAL DISPLACEMENTS Y - DISP (in) 0.00000E +000 0.00000E +000 0.00000E +000 0.00000E +000 0.00000E +000 0.00000E +000 0.00000E +000 0.00000E +000 0.00000E +000 0.00000E +000 0.00000E +000 0.00000E +000 0.00000E +000 NODE FX (SXX) (lbs) 1 0.00000E +000 6 0.00000E +000 2 0.00000E +000 7 0.00000E +000 3 0.00000E +000 8 0.00000E +000 4 0.00000E +000 9 0.00000E +000 5 0.00000E +000 6 0.00000E +000 6 0.00000E +000 7 0.00000E +000 7 0.00000E +000 8 0.00000E +000 8 0.00000E +000 9 0.00000E +000 6 0.00000E +000 10 0.00000E +000 7 0.00000E +000 11 0.00000E +000 8 0.00000E +000 12 0.00000E +000 9 0.00000E +000 13 0.00000E +000 ELEMENT FORCES BOUNDARY FORCES FY (lbs) 6/27/96 18:33:04 Page RZ (radians) 0.00000E +000 0.00000E +000 0.00000E +000 0.00000E +000 0.00000E +000 - 3.76406E -003 - 3.64503E -003 - 2.58371E -003 - 1.23640E -003 0.00000E +000 0.00000E +000 0.00000E +000 0.00000E +000 FY (SYY) (lbs) - 8.19863E +001 8.19863E +001 - 7.93938E +001 7.93938E +001 - 5.62766E +001 5.62766E +001 - 2.69305E +001 2.69305E +001 2.67000E +002 - 2.67000E +002 2.40000E +002 - 2.40000E +002 1.87000E +002 - 1.87000E +002 1.07000E +002 - 1.07000E +002 - 8.19863E +001 8.19863E +001 - 7.93938E +001 7.93938E +001 - 5.62766E +001 5.62766E +001 - 2.69305E +001 2.69305E +001 MZ (in -lbs) MZ (SXY) (in -lbs) - 2.71252E +003 - 5.44512E +003 - 2.62675E +003 - 5.27293E +003 - 1.86192E +003 - 3.73761E +003 - 8.90996E +002 - 1.78858E +003 9.16352E +003 4.72048E +003 6.16975E +003 6.31025E +003 4.23561E +003 5.48839E +003 1.98683E +003 3.57717E +003 - 5.44512E +003 - 2.71252E +003 - 5.27293E +003 - 2.62675E +003 - 3.73761E +003 - 1.86192E +003 - 1.78858E +003 - 8.90996E +002 -5 -2.67000E+002 10 • , 0.00000E+000 11 : 0.00000E+000 12. • 0.00000E+000 13 0.00000E+000 END OF ANALYSIS DATE* 6/27/96 TIME: 18:33:04 .00000E+000 . 0..00000E+000 0.00000E+000 0.00000E+000 -8.19863E+001 -7.93938E+001 -5.62766E+001 -2.69305E+001 0.00000E+000 8.19863E+001 7.93938E+001 5.62766E+001 2.69305E+001 6/27/96 18: 33 ::'04 - 2.71252E+003 -2.62675E+003 -1.86192E+003 - 8.90996E+002 9.16352E+003 -2.71252E+003 -2.62675E+003 - 1.86192E+003 - 8.90996E+002 DRAWING NO. DESCRIPTION RATED LOAD = 3942# PER PAM LBF356 - 96 1/2 BEAM DETAILS 7/8 2 3/4 +— 1 7/8 1/8 R TYP 1.9178 7/16 *1 /t 1 3/8 1.5822 f = Fy / 1.85 = 50ksi / 1.65 = 30.303 ksi M 38.044 Sreq = — = .8277 in 2 f 2(30.303) Sreq = Ssx .0104W L .0104(3942)96.5 3 dact = — _ .51 in 2 E I 2 (3E7)1.2039 L 98.5 dmax = — = .54 in 180 180 dact < d Max -�--- DRAWING NO. LBF356 LBF356 Properties Ixx = 1.2039 in g ► t. daP'^'6 Sxx = .6277 In 3 zt A = .7414 Ina 2 �v o #r 4 3/ f4'.2 50ksi Min Yield T° W L 3942(96.5) V 5 tiC - - -- _ — 38.044 in K 10 10 LODI METAL TECH., INC. . LODI. CALIFORNIA SLAB BENDING A , = M PUNCHING SHEAR CONCRETE SLAB INVESTIGATION P. /a 1 f = Zile p a CONCRETE IF) POINT OF INFLECTION SHEAR UNE 010 00 gam I 4' 5: NOTE BECAUSE OF CONTINUITY, THE SUB MU- TMCE NECA11VE MONETTTS 1 : _ 10,I7R _ /0 77 f t to 00-71T,_"" o ��` BY SHEET NO. ire( F DATE DRAWING NO 2i.�vN !G NO REVISIONS BY DATE tt fu= 4 1.0 O psf SOIL BEARING = = 3, Z8 ft S = bh 2 = 12( ) = 7 Z In 3 4= 6 6 t ft. j x= 7 ft f„x _ /God C,7 > 12 In 2 2 ft = 016 In -lbs M _ Z939 = t Z psi < 1 0D psi = 1.6 f' = 1.6 fir 72— P v = _ d 2,7� = 3 9 psi < 400 DO psI f' 2 = 2 IF b 4 +/6 + 7 +(q (,)= 07iIn2 2 2 Frf.IILG P. = / 0r77K 7 FOOT PLATE DESIGN (TRANSVERSE) 4 ANCHORAGE (LONGITUDINAL) P y;) k = Pm= �IS 52 assumed rotation point 4" x 2 = 22 in I Effective 22 22 e\I = 2 (14 In. < .375 In. Base Plate P,. (24 )+ phi ( 52) > M, '.'/ + � �� (5 2 )> / 6,¢83 > ANCHOR BOLTS: Dio X ''VfLong Min. Embedment Pak. =1-/$ # P, DATE l DRAWING NO. Z Ju>` % NO REVISIONS BY DATE • LODI ETAL IECH ., INC. LODI. CALIFORNIA 4o , 14' vses e = 3 et DATE DRAWING NO. S1 _1 tr104 REVISIONS I BY IDATE 0 Clain) (tv lv‘ 0 ell < • 26 -# ) - ir oc, ..rae I I SIN 6Raurrf 7 7,9 A4'..cAbof So t. rS 1 /2.." 9r X PA t "" 50A6e%.t '2 5 r4; C ceprf Pe4.. tcr,o f-I5-5. 97, / sa, :4 1 Li ;1 PREPARED BY SHEET NO. : dirr:keP il eCi 7 1 DATE s DRAWING NO. 1 2/-cL,f76 1 NO REVISIONS BY DATE • . ! LB .:BEAM SECTION PROPERTIES R-2 !:•-• LM COLUMN: SECTION PROPERTIES ., R-3 LM BRACING SECTION PROPERTIES • • • • • LB: BEAM MOMENT CAPACITY • LB • BRACKET . CAPACITY • •.. U.B.C. ALLOWABLE • AXIAL • LOADS • SEISMIC 'FY • COEFFICIENTS. U B C • ANCHORS , CONCRETE ' RED HEAD - WEDGE I . C . B 0 .. L . M . T . BROCHURE - - . - • : BEAM SECTION . . PROPERTIES PREPARED BY P.s.Angr DRAWING NO -1 DATE 14 SEP.'93 R REVISION NO. DATE BY MODEL t in H in 0 G I x in S in rx in I y in Sy in r. in AREA in 2 LB020 .075 2 .75 .2928 .274 .716 .6033 .4133 1.031 J .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 2.6631 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 4.64.37 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 LBF356 .060 3.5 1.5 1.2039 .6277 1.274 .7576 .5097 1.011 .7414 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 ■ *441Y COLUMN SECTION PROPERTIES PREPARED BY RS.Tinge?' DRAWING NO. R DATZ 16 JAN.'92 REVISION NO. DATE BY A 1 15APR'93 PST MODEL 14 -I H in B in X in I 41 S in r in 1y in4 Sy in ry in AREA in LM 15 .075 3 1.625 .689 .582 .388 .205 .219 .686 .411 LM20 .075 3 3 1.435 1.023 .682 _1.156 1.263 .872 .557 1.165 .618 LM 30 .105 3 3 1.45 1.373 .915 1.249 1.164 .752 1.15 .859 LM20/15 ' ° 0 75 . 3 4.625 1.78 1.187 1.231 2.577 .988 1.481 1.143 LM20/20 '07075 3 6 , 2.607 2.714 2.222 1.481 1.268 4.701 1.431 1.845 1.349 LM30/15 ' 3 4.625 2.789 2.126 1.417 1.23 3.052 1.094 1.473 1.384 LM30/20 ' 1 075 3 6 2.951 2.568 1.712 1.262 5.45 . 1.788 1.838 1.590 LM30/30'' ° 1 3 6 2.707 2.98 1.986 1.256 6.387 1.94 1.839 1.875 LM y PRIMARY COLUMN PUNCHED x BACK -UP COLUMN UNPUNCHED B y x GAGE T in X in I in S in 1' in Iy in Sy in ry In AREA in 16 .060 .4189 .0893 .1190 .6234 .0379 .0456 .4056 .2297 14 .075 .4261 .1081 .1440 ,6169 .0464 .0564 .4043 .2839 12 .105 .4405 .1418 .1890 .6041 .0621 .0767 .3999 .3885 I 10 .125 '.4551 .1706 .2275 .5914 .0764 .0960 .3956 .4878 BRACING SECTION PROPERTIES PREPARED BY P. TINGEY DATE 10MAY91 DRAWING NO. R-3 REVISION N0. DATE BY H =1 1/2 10 13.3 9 14.6 8 10.6 7 r ■ ■ ■■ 9.31 6 7.98 5 ��■ 6.65 4 5.32 3 3.99 2 ■ - 2.66 1 1.33 0 ■ ■■ ■■ ■■ 0 20 30 40 50 60 70 80 LENGTH IN INCHES ■ ∎�■■ __■■■■■ ■■ ■■ • ►\ ■■■■■■ ■■■■ • UUMUh 1 ■ ■■ ii ii ■ `�� ■ ■► Ge ■ ••■ :�'�••____ Ii •••• •� ""r ■M�. ■ ■ ■■ • 14 Ga -"91■�.•� �■ 111111111111111111111•1116 11•1111111111 111111M11 W t' /e Wt2/10 25 .125 .10 } SEISMIC PLUS VERTICAL SEISMIC MINUS VERTICAL VERTICAL SEISMIC LATERAL COMBINED t BEAM CONNECTION PROPERTIES PREPARED BY P.s.rin. DRAWING NO. R -4 DATE 31 JAN.'94 REVISION NO. DATE BY MODEL TOTAL BEAM MOMENT CAP. fb S NEGATIVE MOMENT DEVELOPED ALLOWABLE @ BEAM /COLUMN BEAM SEISMIC MOMENT CONNECTION 6 "BKT. CAP. , 8" BKT. LB020 8.303 1.661 11.043 35.20 55.76 LB030 14.118 2.823 18.777 35.20 55.76 LB035 19.130 3.826 25.443 35.20 55.76 LBC30 26.718 5.343 35.535 35.20 55.76 LBC35 31.736 6.347 42.209 35.20 55.76 LBC40 38.693 7.738 51.462 35.20 55.76 LBC45 45.554 9.111 60.587 35.20 55.76 LBC50 53.500 10.700 71.155 35.20 55.76 LBC55 61.978 12.395 82.431 35.20 55.76 LBC55A 83.548 16.709 111.119 35.20 55.76 LBC60A 95.215 19.043 126.636 35.20 55.76 LBF356 19.021 3.804 25.298 35.20 55.76 LBF354 23.330 4.666 31.029 35.20 55.76 LBF404 28.730 5.746 38.211 35.20 55.76 LBF454 34.575 6.915 45.985 35.20 55.76 LBF453 40.393 8.078 53.723 35.20 55.76 W t' /e Wt2/10 25 .125 .10 } SEISMIC PLUS VERTICAL SEISMIC MINUS VERTICAL VERTICAL SEISMIC LATERAL COMBINED t BEAM BRACKET MOMENT CAPACITY 6 THREE PIN BRACKET PREPARED BY P.S. Tingey DATE 16 JAN.'92 DRAWING NO. R -b REVISION NO. DATE 13APR.'92 BY PST 8" FOUR PIN BRACKET P f.. A = 40(.09281) = 3.712K P2 = 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 P = ft,. A = 40(.09281) = 3.712K P, = 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 3 1/4 1 P 13/32 DIA r 11/32 DIA -h-el NET 11/16 5/8 DIA I-0 2 AREA= 4 D = .09281 in C1010 COLD HD QTY. f t.. =40K (ASTM A354 -78) Section: LM -20 Column Physical Properties Reference Column Section Properties sh# R -2: t =.075 H =3.0 B =3.0 Xbar =1.435 Ix =1.023 Iy =.872 Sy =.557 ry =1.165 Area =.618 Constants for Steel: E = 29500 Allowable Axial Load Constants are: Ky =[.65] Kt =[.65] Inputs: Kx = [ 1.2] Lx = [ 52.0] Ly = [ 46.0] Lt = [ 46.0] Oex = [ 119.2783] Ot = [ 435.0836] [End of Processing] Physical Properties & Axial Loads 1991 Uniform Building Code - v1.2 LMT Column Sections The allowable compressive is F = [ 41.51476 x G = 11300 Fy = 50 Torsional - Flexural Buckling Stress < Overall Buckling Eq. C4.3 Governs - Ref: UBC Std.'91 27 -9 (AISI '86) (Fe)lx = [ 119.2783 ] ksi (Fe)1y = [ 239.9549 ] ksi Fe = [ 73.65736 ] ksi F = [ 41.51476 ] ksi The following will solve directly for F: (Eq. C4.1 -1): (Fe)1 = [ 119.2783] ksi (Overall Buckling) (Eq. C4.2 -1): (Fe)2 = [ 73.6574] ksi (Torsional - Flexural ksi v d Stress Net area = [ .618 ] F.S.= [ 1.92 ] The allowable Vertical Column Load Pa LMT upright with 52 inch beam spacing has a capacity P' All LMT column sections (flanges, webs, and lips) are fully x Buckling) [ _ [ effective. y Sx =.682 rx =1.263 Ybar =1.5 Additional Properties: m - Distance from shear center to centerline of web = 1.969316 Xo - Distance from centroid Xbar to shear center =- 3.404316 J - St Venant torsion constant = 1.656985E -03 CW - Warping Constant = 3.090895 Ro - Polar radii of gyration = 3.813366 TFC - Torsional - flexural constant =-2.039144 Page: R -6 13.3626] kips 26.7251] kips ' ; :+?' • SEISMIC LOADINGS SPECIFIED C.G. F. PREPARED BY P. TINGEY DATE 15FEB91 NO. DRAWING NO. R -7 1 REVISION DATE U.B.C. SECTION 2312 & STD. 27 -11 = V(CV-6 4 .-.4 3 '--.5 3 .3 .66 2 -x-.33 2 -- .2 1 10090 1 F.33 82% 1 --.17 78% 1 _... • 1 7590 0 r 5 --.33 4 --.27 ,�-- 3 •-•.20 2--.13 1 --s-. 07 7390 0 9 .20 8 ` 7 6 --.13 5 3 --.07 2 ---.04 1 0 70% 6 ---.28 5 --.24 4 ---.19 3 ---.14 2 --.09 1 • 72% 10.18 3 . 1 V 8 --.15 7 --.14 --- 6 --.11 5 -x.09 4--.07 3 ---.05 2 --.04 1 • 2 70% 7 ---.25 6 5 ---- 4--.14 3 ---.10 2 --.07 1 71% 11 .17 10 .15 1 A 8 --.12 �.. 7 - 1 6 - ---.09 5 4 ---.06 3 --.05 2 --.03 1 70% 8 7 - ---.19 6 -- --.17 5 -.-..14 4 3 ---.08 2 ---.05 1 ... - .03 71% 12 ---- .15 11 --.14 10 • .13 Q .-.....1 1 8 .10 7 .09 6 .08 5 4 3 .04 2 .03 1 .....x.01 69% 0 0 EVALUATION REPORT Copyright © 1992 ICBO Evaluation Service, Inc. iCBO Evaluation Service, Inc. A cubsidiary corporation of the International Conference of Building Officials Filing Category: FASTENERS—Concrete and Masonry Anchors (066) iTW RAMSET/RED HEAD SELF - DRILLING, NON- DRILL, STUD, DYNABOLT SLEEVE, TRUBOLT WEDGE, MULTI -SET H CONCRETE ANCHORS AND STEEL DECK INSERTS ITW RAMSET/RED HEAD 1300 NORTH MICHAEL DRIVE W000 DALE, ILLINOIS 60191 I. Subject: ITW Ramset/Red Head Self- Drilling, Non - Drill, Stud, Dyna- bolt Sleeve, Trubolt Wedge, Multi -Set Ii Concrete Anchors and Steel Deck Inserts. II. 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 Specification C -12L14 and the steel for the plug conforms to the minimum requirements of AISI Specification C -1010. The anchor has eight sharp teeth at one end and is threaded internally at the other end. The outer sur- face 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 -oft groove at its base for breaking off the cone for flush mounting. Anchor shell and expan- der 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 regu- lated by the drill chuck. A Red Head plug is set into the bottom of the an- chor 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 surtace 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 fcrth in Table No. I. B. ITW Ramset/Red Head Non -Drill Anchor: The non -drill anchor is de- signed 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 hardened steel conical- shaped expander plug by driving the anchor flush with the surtace of the concrete. The heat - treated plug is of steel meeting the mini- mum 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 an- chor. The allowable shear and tension values are as set forth in Table No. U. R9 Report No. 1372 June, 1992 C. ITW Ramset/Red Head Stud Anchors: The ITW Ramset/Red Head stud anchor is a non - drilling anchor which provides a protruding external- ly threaded stud when installed and is formed from steel meeting the mini- mum requirements of AISI C -1213. The anchor body has an axial hole, ax- ial slots and series of annual broaching rings in the expansion end of the anchor. A flanged, conical expansion plug of steel meeting the minimum requirements 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 al- lowable shear and tension values are as set forth in Table No. III. 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 screwdriver. 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. re- spectively, 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, respec- tively. Holes are drilled into the concrete or masonry at the required loca- tions of the same diameter as the nominal anchor diameter. The 6nchors 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 Ramset/Red Head Trubolt Wedge Anchor. The Trubolt 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- chors are cold formed or machined from 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 302H0, Type 303 or Type 316 stainless steels. The expander sleeves are fabricated from carbon or stainless 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 expan- der 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 tight- ened 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 1 / 4 -, 3 16- ,'/2 -, 5 /e- and 3 /4 -inch- 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 Evaluation reports of!CBO Evaluation Service, Inc., are issued solely to provide information to Class A members of ICBO, utilizing the code upon which the report is based. Evaluation reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor as an endorsement orrecommen- dation for use of the 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 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 eras to any product covered by the report. This disclaimer includes, but is not limited to, merchantability. Page 1 of 8 Page , 2 of 8 no less than the minimum embedment. A standard hexagonal nut and washer are used over the material being fastened and the nut tightened un- til 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. ITV/ Ram:et/Red Head Multi-Sat II Anchor: The multi-set anchors are designed to be installed in a predrilied hole equal to the anchor diame- ::: ter. The anchor consists Of a shell formed from carbon steel or stainless steel meeting the minimum requirements of AISI C-1213 or Type 303, respectively, and an expansion plug formed from carbon steel or stainless • . steel meeting the minimum requirements of AISI C-1010 or Type 303, respectively. 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 ciearea ut ail CutlingS. The anchor is set by installing the expansionshell • and then driving the cone expander with a setting tool. A special setting • tool is provided with each anchor size. When the cone expander is driven down into the anchor, the legs of the shell expand. The allowable shearand tension loads are as set forth in Table No. VI. G. ITV, Nomad/Red Head Steel Deck insert: The steel deck insert is de- • signed to be placed in steel decking, beffn concrete is poured, where a hanging fastener is desired. The ar7r- consists of two major parts, a headed stud and a couci. t coia-rolled steel meeting the minimum requirements of AISI 0- i 018. The coupling is assembled to the stud and is internally threaaed 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 minimum of 19 inches on center. The insert is pushed through the hole such that the spring cup 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 1%-inch-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. H. Identification: The concrete anchors are identified by their dimen- sional characteristic and the anchor size stamped on the anchor. The coni- cal shaped expander plugs are colored red. See Figure No. 2 for additional details. III. Evidence Submitted: Product brochures, calculations, results of shear and tension tests. Findings IV. Findings: That the ITW Ramsetfiled Head fasteners described in this report an alternate types of anchors to those specified in the 1091 Uniform Building Code, subject to the following conditions: 1. The allowable shear and tension values do not exceed those set forth fn Tables Nos. I through VII. 2. The minimum spacing, edge and end distances conform to re- quirements nt 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 al- lowable tension not exceeding 1.00. 4. Anchors are not subject to vibrator/ or shock loads such as sup- ports for reciprocating engines or crane rails unless adequacy is determined by tests with results approved bythe local building official. 5. The allowable values indicated in the tables are maximum val- ues and they are not to be increased for wind or seismic Wads. 6. Expansion anchors (other than self-drilling type) shall be in- stalled in holes predrilled with a carbide-tipped masonry drill manufactured within the range of the maximum and minimum drill tip dimension of ANSI Standard B•94.12-1977 for the allow- able values set forth in this report. This report is subject to re-examination in one year. Report No 1372 OW. ANCHOR TYPE — CARBON STEEL ANCHOR DIA (In 1 INSTALLATION TORQUE (FI.•LE, ) MINIMUM EMBEDMENT OEPTNS Iln ) STONE AGGREGATE CONCRETE r• = 2500 psi r 1 = 3000 psi f 3500 pal — I' = 4000 psi /• = 4500 psi P = 5000 psi C - 5500 psi Tension SHEAR Tension SHEAR Tension SHEAR Tendon SHEAR Tension SHEAR Tension SHEAR Tension SHEAR Wllh Sp. Imp 3 Without Sp. Insp 4 With Sp. Insp 3 Without Sp. Np 4 With Sp. hp I Without Sp. Imp 1 YAM Sp. imp 1 Without Sp. kip 4 With Sp. Imp 3 Without Sp. Inap.4 With Sp. In,p.1 Wllhout Sp. Inap.4 YAIh Sp. inp 1 Without S. In.p 4 I ,'• 8 I I "rip 2''4 NO 6111 6811 115 305 340 4115 305 6711 715 155 315 155 445 340 725 745 170 361 375 445 390 1511 765 195 365 380 460 445 755 770 225 375 385 470 510 755 775 250 380 390 485 560 760 780 280 380 390 495 25 14: 3 4' 625 1.065 1.220 315 515 610 765 WO 1.2115 1,125 345 611 661 975 755 1,345 1,425 380 671) 7111 960 805 1,390 1,461 4101 695 730 9811 845 1.455 1,515 420 725 7611 1,0001 885 1,485 1,550 440 745 775 1.020 925 1,520 1,580 460 760 790 1,035 I : 55 2 4 6 1410 1,420 1.530 415 711) 765 1.115 1 :11411 1;515 1.745 .5211 755 8711 1.485 1,250 1,615 1.960 625 8011 980 1,590 1,290 1,835 2.25(1 4)45 915 1,125 1,680 1,330 2.155 2,595 665 1,0110 1,3010 1,770 1.380 2,475 2,940 690 1.240 1.470 1,860 1.395 2,800 3.2H5 700 1.400 1,645 1.945 ,. '10 2'0 5 7 1.225 1.955 2.605 615 98(1 1.305 2.800 1,535 2.120 2.735 765 1,061 1.370 .1.115 1.841) 2,285 2,870 920 1,145 1,435 3.135 1,920 2,545 3,115 960 1.271) 1,555 1,120 2,000 2,865 3,435 1,000 1.435 1,720 3,120 2.090 3.190 3,755 1,045 1,595 1,880 x 3.120 2,175 3.510 4,080 1,085 1,755 2.040 3,120 ' 175 3' �+ 6's 111 1,720 2.450 2.6411 861 1,125 (,321) 4,190) 2,020 3,110 3,5211 1.010 1,565 1.761 4,375 2,315 3.805 4,395 1.155 1,9115 2,2111 4,425 2.420 3,940 4,8511 1,210 1,970 2.425 4,500 2.520 4.080 5,3011 1.260 2.040 2.650 4,580 2,620 4,210 5,740 1,31(1 2,105 2.870 4.660 2.715 4,345 6.185 1,360 2,170 3.095 4,735 250 3'1 6 844 2.215 2!161 3,125 1110 1.48(1 1.561 4,410 2.7(15 3,655 3.835 1.350 1.825 1,915 5,600 3.190 4.3511 4,545 1.595 2.175 2,275 5,960 3.290 5.005 5,14(1 1,645 2,5115 2,570 6,240 3.380 5,645 5,74)1 1.690 2.8211 2,870 6,520 3,480 6.280 6,335 1.740 3.141) 3,165 6,800 3.570 6.915 6.915 1,785 3,455 3,455 7.075 1 3(N) 41/2 740 1014 1.765 5,540 7,435 1.885 2,770 3,720 6.1'81 4.335 6.280 8.195 2.1711 3.140 4.095 6.795 4,910 7,0211 8,950 2.455 3,510 4,475 6,660 5.(9x) 7,601 9,330 2,545 3.800 4,665 7,110 5,270 8380 9,700 2.635 4.091 4,850 7,555 5.440 8,715 10.080 2.720 4,385 5.040 8,000 5.620 9.335 10.465 2,8111 4.665 5,230 8.450 I' , 5111 54: 8 101: 4,490 7,6411 9,735 2,245 3,8211 4,11711 9.015 5.365 9.960 11,890 2.6/15 4.980 5,945 10.461 6.2411 12,2811 14,0411 3,120 6,14(1 7,0211 1(1,495 6.630 12,68(1 14,560 3,315 6,340 72811 10,930 7,020 13,070 15.440 3.510 6,535 7.72() 11,370 7.410 13,461 15,775 1705 6.730 7,890 11.800 7,800 13.855 16.115 3.900 6,925 8,055 12,240 ANCHOR TYPE — STAINLESS STEEL ANCHOR DIA (In I INSTALLATION TOROUE (rt •Lbs 1 YIWMUM EMBEDMENT DEPTHS (In) STONE AGGREGATE CONCRETE = 2500 p it r =3000 p al , l' = 3500 psi I' = 1000 pal f 1 a 4500 psi P 5000 psI r• = 5500 pal � Tension SHEAR c Tension SHEAR Tension SHEAR Tension SHEAR Tension SHEAR Tension SHEAR Tension SHEAR With Sp. Into Without Sp. Imp 4 Wlth Sp. Insp 3 Wllhoul Sp. InpS With Sp. insp.' Without Sp. Inp. Witt Sp. Mop Without Sp. Maps Nth Sp. Inp.l Without Sp. 4'p 4 MAIN Sp. Inp 3 Wuxi Sp. Insp.4 WIN Sp. Inp.l Without Sp . Inp.4 1 0 K ('Is I"Ith 2'/4 285 685 765 145 345 380 510 3511 720 765 115 36) 3811 555 415 750 7711 210 375 385 580 465 770 715 235 185 390 590 510 780 785 255 390 390 605 550 790 795 275 395 395 615 595 805 805 295 400 4461 625 25 ('4 3 4'x1 640 1,095 1.330 320 545 665 775 7101 1,2115 1,425 .1511 6)5 7141 9(1) 761 1.3211 1.515 38)) 661 760 1.030 185 1,415 1.600 395 7111 800 1.1)50 795 1,495 1,675 4101 750 835 1,070 805 1,58(1 1,750 400 790 875 1,095 815 1,660 1,825 405 830 910 1,115 '': 55 2 446 6 820 1.625 1,775 410 815 885 1,845 1.0101 1.715 2.025 5(81 8 1,1)1)) 2.1161 1,1811 1,925 2,270 590 '165 1,135 2,27(1 1,2( 2,1511 2,495 6111 1,1115 1,245 2340 1,23() 2.42(1 2,695 615 1,210 1,3541 I,4(0 1,270 2,690 2,900 635 1345 1,450 2,480 1.215 2.960 3,105 640 1,48(1 1.550 2.550 '„ 911 2'p 5'I. 1,235 2,555 2,635 615 1,275 1.320 3,04(1 1,505 2.665 2,71411 155 (,31(1 1,.1'$) 3,075 (.775 2.775 2,925 890 1,385 1,461 3,101 1,861 2,975 3,210 930 (.485 1,6161 3,4101 1,920 3,235 3,561 960 1,615 1,780 3,680 2.000 3,495 3,920 1.000 1,745 1,961 3,965 2.045 3.755 4.280 (.025 1.875 2340 4,250 1, 4 1 4 175 3'p 6V4 9 1.761 2,840 3,0311 880 (,4211 1,5(5 3,9.10 2.0041 3,255 .1.190 (.031) 1,625 (.695 4.2101 2,355 3,6711 3,7511 1,175 1.835 1.875 4,470 2,450 1!170 4,210 1.225 1!1 1t5 2,1115 4.68(1 2,550 4,270 4,7.15 1,275 2,135 2,365 4,890 2.64(1 4,5711 5,261 1.320 2.285 2,630 5.095 2.740 4,870 5.785 1.370 2,435 2.890 5.300 2511 3 6 8 21141 2,415 3,455 2,960 4,1115 4.1990 1055 1.215 1,1111 1.480 231511 2,045 4!001 5,8711 2,8211 1,155 4,5711 1,610 4.415 4,625 1,4111 1.575 1.285 1.815 2,215 2,115 5,5111 6,1811 3,5111 1,8111 5.685 4,1115 4.765 5,165 1,765 1,915 2,840 2,1511 2.180 2,5811 631(1 7,685 1,6211 4.6711 6.19911 4.6111 5.190 500 1.8141 2,115 .1,445 2315 2,595 21115 6,415 8,2401 1.701 5,525 6.500 4961 5,685 6,2115 1,850 2.765 1,250 2,4811 2,8411 1,1101 6,755 8.790 1,780 6.3811 6.9111 5.290 6,175 6.7211 1.890 1,191 .1,455 2.645 3,190 3.361 7.1)80 9,3511 3.810 1.235 7,315 5.621) 6.67(1 7.235 1.935 3.620 3.661 7,4101 1 1(01 4'/: 7'0 104: 2,810 3.335 3.620 9,900 TABLE NO. V —ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (Pounds)' , (I "iu x11(1111 let Rack Systems IM -r BEANIS The LMT design represents the most proven, up -to -date concept in a boitless, 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. The basic systems of modular pallet racking for . all regular storage applications, with strength and safety at realistic costs. ! .., _V,._; .Vrght The popular range of pallet racking in seismic areas. Features 3" square columns. A rack system for the heavier loads and the high rise, high cube application. i . <e- :nfcrc� : ..crights These uprights are offered on application only. The uprights offer additional strengths where impact properties or greater load requirements are needed. SubJectto inquiry. SECTIONS :CI_LEJ The LBF series is our most cost effective beam with depths from 31 /2" to4 1 /2 ". This beam canspan up to 168" forstandard and medium pallet loads. The LBC series is our highest capacity beam with depths from 3" to6". This beam can span up to 168" for standard and heavy pallet loads. :`1 The LBO series is for lightweight pallet loadsand hand - loading. This beam can span up to 144" with depths from 2" to 3 1/2". The LBZ series is for hand - loading items. This beam can span up to 120" and has depths from 2" to 3 ". RACKING 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. : <.>c:c s • 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 ® 8" 4 Stud Bracket COLUMN SECTIONS STAND, 11'11 = -"- 1 5B 7-- -1.---- - 3 � BP•15 BP IT 01 -20, P-30 3 3 fl A__ LM15 LM20, LM30 SEISM! i11 - a - 1 518 � •- �- 3 - 1� . BPS - MERMENEXEMPIPPAMMUMEMMUZNII -- �l BPS -20, BPS-30 __._. -15 3 n 3 ■ LM15 LM20, LM30 REI lr', ■1111►. r- 3 -∎- - °r - !' 3 - •"7" 1- 3 -1 •1 ZMONO IIIII MIMIMM - - - -- - J- �_- ::=7::-. ., .� 1 __.._.. LM20/15 & LM30/15 LM20/20, i =.-. -._ k:_-= LM30/20, LM30/30 1111111111111111111111.4 111111•11111111111111■1111Thn.... 1 l� SBP -30 SBP -20 LT, (RMI). :C',1/ .0 'JS:.:RANU 0,a ?, \C177 �.RT 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. 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. 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. 70 60 so 40 30 20 :OLUMN 3,4;:1 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 O p- to 40' 50" 60' 70' 80' 90' BEAM SPACING IN INCHES 17,98" 4.285 0,47 1" 4.117 0.51 :1.. a 3.962 0.55 1'1 1 3.818 0.60 e114, 3.635 0.63 ,120., 3.280 0.67 = 2.975 0.70 y?' 2,711 0.73 • t 2.480 0.77 •' 2278 0.80 1,941 0.87 1.673 0.93 100' 966' LBC C o 4 Load Capacity and Dollocfio- cold- lormod stool design me 8 V y W r LBF3S4 .11/2 G Qt e S 42 9.998 0.09 46 9,129 0.10 .50, 8.399 012 .1.54, 7,777 0.14 60' 6.999 0.18 62- 6,773 0.19 566` 6.363 0.22 5,999 • 0.24 -74 5.675 0.27 «78.J 5.384 0.30 82, 5.121 0.33 =861 4.883 0.37 e.913". e.913". 4,666 0.40 0.44 r94; 4.467 :963 4.374 0.46 />ti• � 3" 30 LBC 11.450 0.11 29 A 3.61 10.455 0.13 31 ;q 2 .4' 0,618 0.15 34 1A2 8,906 0.18 36 . 10.57 8.015 0.22 39 ` :_ 9 .52 7.757 0.23 40 9.21 7.287 0.27 42 ' 8,65 6.870 0.30 45 8,16 6.499 0.33 47 r' 17,71 6,166 0 37 49 ' 7,32. 5.865 0.41 51 .6,9r 5,592 0.45 54 6b 54,936543 0. 6,3 0.52 49 56 4.760 0.53 58 6.0 59 .6.5 4.568 0.54 60 5.8 4.217 0.57 62 ' ` 5,8 3,904 0.59 65 .1 ' 11 5. 3.626 0.61 67 5,1 3.376 0.63 69 4,8 3.046 0.67 12 ;.,,,$).'... 4,3'- 2.763 0.70 76 .. 3,9: 2.518 0.73 79 i ` 3.5 2.303 0.77 82 F 3,2 2.115 0 86 " 3,G 1.803 0.87 92 2: 1.554 0.93 99 '?; 2.2 11'11 = ons i ll i i iiii 1111111111111111MMIUMM►, -•l;}- ii., �_` L i11 - MERMENEXEMPIPPAMMUMEMMUZNII MMINIMMEMMEMMOMMAIIIIISII V11111111111111L.'� ■ ::t:ltititi•\ ■111111111111MMEMMM11 - 1 11111■1MMEMMEMBi ■1111►. \� ZMONO IIIII MIMIMM ®1111 1111111111111111111111.4 111111•11111111111111■1111Thn.... ■_ RUAURaR•UUUUtiMMEMf7 Ali ■111111 malimmumudiammommumma., ■111111111111118. MIIMMOMMMEMMMEMMMUMmlr EMMEMMEMOMMOIMMUMMEMMU59 MOMMEMORMOMMEMEMONIMMOMOUtM 111MMEMEMM,7m immummomm■rrmsam inummumumu.:m mumplummmumpummummummusimma numnimOmmmEMMummummummisumm LT, (RMI). :C',1/ .0 'JS:.:RANU 0,a ?, \C177 �.RT 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. 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. 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. 70 60 so 40 30 20 :OLUMN 3,4;:1 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 O p- to 40' 50" 60' 70' 80' 90' BEAM SPACING IN INCHES 17,98" 4.285 0,47 1" 4.117 0.51 :1.. a 3.962 0.55 1'1 1 3.818 0.60 e114, 3.635 0.63 ,120., 3.280 0.67 = 2.975 0.70 y?' 2,711 0.73 • t 2.480 0.77 •' 2278 0.80 1,941 0.87 1.673 0.93 100' 966' LBC C o 4 Load Capacity and Dollocfio- cold- lormod stool design me 8 V y W r LBF3S4 .11/2 G Qt e S 42 9.998 0.09 46 9,129 0.10 .50, 8.399 012 .1.54, 7,777 0.14 60' 6.999 0.18 62- 6,773 0.19 566` 6.363 0.22 5,999 • 0.24 -74 5.675 0.27 «78.J 5.384 0.30 82, 5.121 0.33 =861 4.883 0.37 e.913". e.913". 4,666 0.40 0.44 r94; 4.467 :963 4.374 0.46 />ti• � 3" 30 LBC 11.450 0.11 29 A 3.61 10.455 0.13 31 ;q 2 .4' 0,618 0.15 34 1A2 8,906 0.18 36 . 10.57 8.015 0.22 39 ` :_ 9 .52 7.757 0.23 40 9.21 7.287 0.27 42 ' 8,65 6.870 0.30 45 8,16 6.499 0.33 47 r' 17,71 6,166 0 37 49 ' 7,32. 5.865 0.41 51 .6,9r 5,592 0.45 54 6b 54,936543 0. 6,3 0.52 49 56 4.760 0.53 58 6.0 59 .6.5 4.568 0.54 60 5.8 4.217 0.57 62 ' ` 5,8 3,904 0.59 65 .1 ' 11 5. 3.626 0.61 67 5,1 3.376 0.63 69 4,8 3.046 0.67 12 ;.,,,$).'... 4,3'- 2.763 0.70 76 .. 3,9: 2.518 0.73 79 i ` 3.5 2.303 0.77 82 F 3,2 2.115 0 86 " 3,G 1.803 0.87 92 2: 1.554 0.93 99 '?; 2.2 E W -x • : i2 0c ,' 2 0. 53 `�` vU c2a , ¢ OC do- Z 4 W 1= -e tit O a, 0- W (.0 °- 3 09 28 12,313 0.08 29 14.818 0 07 31 17.318 0.07 36 D.10 30 11242 0.09 32 . 13.529 0.08 34 15,812 0.08 39 3.12 32 10,343 0.11 34 ' 12.447 0.10 36 14,547 0.10 41 0.14 34 9,577 0.13 36 • 11,525 0.11 38 13,469 0.11 44 0.18 37 8.619 0.16 39 •' 10,372 0.14 42 12,122 0.14 49 0.19 38 8.341 0.17 40 •'. 10.038 0 15 43 11,731 0.15 50 022 40 7,835 0.19 . 43 9.430 0.17 45 11.020 0.17 53 0.24 42 7.388 0.21 . :. 45. • 8.891 0.19 48 10,391 0.19 56 0.27 44 6,988 0.24 ','47: ' 8.410 0.21 50 9.829 0.21 59 0 30 46 6,630 0.27 x 49. b 7.979 024 53 9,325 0.24 61 ' 0 33 48 6,306 0.29 .. 52'. 7.590 0.26 55 8.870 0.26 64 027 50 6.013 0.32 ;'' 54' : 7.237 0.29 57 8.457 0.29 67' 0 40 52 5,746 0.35 ._,;: ,56 ,, 6.915 0.32 60 8,082 0.32 701 0.44 54 5,501 0.39 ., 58 i 6,621 0.35 62 7.738 0.35 73 j 0.46 55 5.387 0.40 ": z" 59'.. 6,483 0.36 o3 7,577 0.36 741 0.47 56 5277 0.42 • "::''60 =;: 6.350 0.38 65 7,422 .0.38 , . 76 0.51 58 5,070 . 0.45.yy'aa63 %. 6,101 0.41 67 7.131 . 0.41 . :, 78 ' ' 0.55 0.60 60 62 4,879 4,701 0.49 .;?',465.' • ' 0.53 - ': ' 67,' 5.871 5.658 0.44 0.47 69 72 6.862 6.612 0.44 ''' 81 . 0.41 ' 84 0.63 64 4,536 .:.' 0.57': 5.459 0.51 74 6,380 0.51 ' ` ;87 0.67 68 4,309 .; 0.63 ' ;, "'r 73, 5.186 0.56 78 6,061 , - • 0.57 - i '. • 91 0.70 71 4,104 ::. 0,69 „t' 1 7 4939 0.62 81 . 5,773 :• ' 0.62; ''' 95 0.73 74 3.773 ' •' 0.73 ` •?Z•# 4,715 0.68 85 5510 ' . 0.68 . - ` 100 0.77 77 ' 3.452 ••0.77, "' 4 .,,i 4.510 0.15 89 5271 " -0.75 , ?• 104 0.80 80 3.170 1 . 0.8 0 :86: 4.254 0.80 92 ' 4.964 " 0.80 . 108 0.87 86 2,701 : ; 0.87 , :!:,. 1 93 3.625 0.87 99 4230 . 0.87 . , 117 0.93 92 2,329 , 0.93 '1' 4 '`` .. 3.125 0.93 106 3.647 `' 0.93 • 125 HISN311 i J 4 W W � - ga O 1.)y tZ gC rSa 51t cs O Al WW OS . 3,558 0.16 20 6.050 0.10 23 8.198 0.09 3,249 0.19 21 5.524 0.12 25 7.486 0.11 2,989 0.22 22 5.082 0.14 26 6,887 0.13 2,768 0.26 24 4.706 0.17 28 6.377 0.15 2,491 0.32 25 4235 0.21 31 5.739 0.18 62 2.410 0.34 26 4,099 0.22 31 5.554 0.19 • 66 2.154 0.37 27 3,850 0.25 33 5.217 0.22 70 1,915 0.39 29 3.630 0.28 35 4919 0.25 74 1,713 0.41 30 3,434 0.32 36 4.653 0.28 78 1.542 0.43 31 3258 0.35 38 4.415 0.31 F 82 1,395 0.46 33 3,099 0.39 40 4,199 0.34 - 86 1,268 0.48 34 2.955 0,43 41 4.004 0.37 '.90 1,158 0.50 35 2,824 0.47 43 ' 3.826 0.41 ''.94, 1.062 0.52 36 2.703 0.51 ' 44 3.663 0.44 } 96: 1.018 053 37 2.644 0.53 45 3,587 0.46 ;198 • - - 2.537 0.54 46 . • 3,514 0.48 7,1021 - 2,342 0.57 • , 48 .,' 3.376 0.52 906:. - - 2.168 0,59 '':49 '.; 3248 0.57 010: - 2.014 0.61 .' 51 • 3,130 0.61 ;114`:, 1,875 0.63 '. •' 53 ::. 2,923 0.63 I R - c 4 a14 7 77.70- - - - - 2.638 0.67 - - - 2,392 0.70 • - - ''' 2,180 0.73 - • • - '' =` ;'1 1.994 0.77 - • 1,832 0.80 '156: - - - - . , .168.1 - - - - . . LBC35 )•flectlon 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 gag, Wgn 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 LBF404 6" BRACKET STANDARD :'e a 0.09 0.11 0.13 0.15 0.18 0.20 0.22 0.25 0.28 0.31 ,966 0.34 6442 0.38 4,347 0.41 6.077 0.45 5'950 _047 5,829. 0.49 1 5,603 0.53 089' 0.57 5,168 0.61 4.812 0.63 31 33 36 38 42 43 45 48 50 52 OSc.D w 6" BRACKET STANDARD 21/4-+ 2'/4.1 lw ( ,u , 4 1 LBF454 21s" I " LB H C40 •_�.1 6 W� 52a U C 16.583 0.08 33 15.141 0.10 35 13.929 0.11 38 12,898 0.13 40 11 608 016 44 i 41 TWO -PI E LBC45 4K" - -mele $ 1 0.07 35 0.09 37 0.10 40 '0,12 43 0.15 47 11233 0 17 46 " j 0,16 10.553 0.20 48 2 ` 0.18 9.950 0 22 51 • 0,20 9.412 025 53 _1 , 8,929 0.28 56 10512 3'0.25 55 8.494 0.30 58 10 0.27 62 57 . 8.099 0 34 61 953 . 0.30 65 60 : 7.739 037 63 9.;1.11 X 0.33 67 62 7.409 0 40 66 8.723,,,' 0.36 70 63 7.255 042 67 1'x 0.37 71 64 7.107 0 44 69 .8.357.,‘'. 0.39 73 67 6.828 047 71 .8.039 75 69 6.570 0 51 74 ,735 , 0.46 78 7 1 6.332 0 55 76 j454 _ ; 0.49 81 74 6.109 0 59 79 , t7,193 0.53 84 04.342 0.67 77 5804 0.65 83 6.833;• 0.58 88 , 0.70 81 5.376 0.70 86 6,506,;,0.64 92 t }3.589 0.73 85 4 898 0 73 90 `'6212' . 0.71 96 13283 0.77 88 4.481 077 94 s.1i 5,902 ' 0.77 103 3.015 0.80 92 4.116 0 80 98 V.5423 0.80 104 ,2509 0.87 99 3.507 087 106 :4 419., 0.87 112 2215 093 51 106 3 023 0 93 113 . ,1.982 0.93 120 LBF453 48 51 54 56 59 T 4'/s /lS 83 Q35.1 ' 86 14,743 an 89 14.187 Q40T.,. 92 13.671 04•1 "' 2 . 7 95 13.192 5 " LBC50 1 LBC55 oa 6 2 O iG aa NN (? 22.928 006 38 20,934 0.08 41 19,259 0.09 44 17.833 0.10 47 16.050 0.13 51 15.532 0.14 53 14,591 0.16 56 13,757 0.18 59 13,013 0 20 61 12,346 0.22 64 11.744 0 24 67 11,197 0.27 70 10,700 0.29 73 10.244 0 32 76 10.031 033 77 9,826 0.35 79 9.441 0.37 82 9085 0.40 85 8.754 0.43 88 8.447 047 90 8.025 0 52 95 7.643 0 57 99 7295 0 63 103 6.978 0 68 108 6,687 0 75 112 6.115 087 121 5.272 093 129 2 •. Lj iT LBO2O 9 :397 .1 048; 1 ,100 12.532 8,854 ;;L: 0,53 ' 11935 BA51`'* 068 .1 109 11.393 8,084.`w•`:0,64.1 !4114 10.897 7.747' 1" 0.69`•''..' 118 10.443 7,151• 0,814k4.127 9.640 6580. 0,93 it 1371 8.848 i 35.806 6 C O Gi2 a yyJ, c Q 0.06 52 32.692 0.07 56 30.077 008 60 27.849 0.10 65 25,064 012 71 24.255 0.13 73 22,785 0.15 77 21.483 0.16 81 219,280 0.322 0.18 86 0.20 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 6" BRACKET STANDARD 8" BRACKET STANDARD smr 2y! 1 ,14•�� f LBC55A - saw LBC60A 40.805 '•..∎;? ia 37.257 »0.0, 34277' 0.0! 55 '59 , 63 31.738.; X0.09 ' ', 68 28564'= ;01 tri 75 27642 25,967•'"? • 0.13 24A83' ,u,„? ) 0.1 23,160, • 0:171 21,972 >. - 0.19.. 20,900 a 0.21; 19,928 ; 19,043 99 103 108 112 17.852 029 . C.rL 4114 '77 , 81 86 90 94 15,345 0.32 111 17,488 r 0.30,3`;1,x;117 16.802 ,•),..0.32 16,168 '•":.'.:10.35., . " s 126 15.580 ,'r;, 0.37;' Jo 130 15.034 • ; 0.40 s `f- ' 134 0.35 115 0.38 119 040 123 0 43 128 0 48 134 14282 K .. 0.45 '1,%•,;. 141 053 140 13.602 0.49• , " 148 0 58 147 12,984 ' x;,0.54 154 0 64 153 12,419 , ' 0.59 • 161 0 69 159 11.902 0.64 ' 168 0 81 172 10,986 0.75 , 181 0 93 184 10201 0.87 - i '" 194 SKID CHANNELS For use with any Load Support Beam. T Frame 21/4 Depth Part No. Standard DRUM CRADL: Model DC 1 2ye � WALL TIE COLUMN PROTECTOR 30" 36" 40" 44" 48" 60" SC-30 SC -36 SC•40 SC-44 SC-48 SC -60 Frame Part No, WI. 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 to 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 Wt. 8.5 10.0 11.0 12.0 13.0 17.0 Cap. 970 800 715 650 590 470 Depth of Frame 30" 36" 40" 44" 48" 60" 30" 36" 40" 44" 48" 60" FORK CLPARANO :: 3AR Use with any Load Support Beam. CROSSBARS Frame Depth 30" 36" 40" 44" 48" 60" With Flanges Part No. Wt. Standard Use with beams having' /4" step. CBF•30 3.5 CBF•36 4.2 CBF-40 4.6 CBF•44 5.0 CBF•48 5.5 CBF•60 6.8 Cap. 465 30" 375 36" 335 280 230 140 Heavy Duty Use with beams having 11/2" step. CBHF•30 CBHF•36 CBHF•40 CBHF•44 CBHF•48 CBHF•60 4.7 5,6 6.2 6.8 7. 8.6 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 Without Flanges Should only be used in 3 ' outer support positions. Depth of Part No. Frame 40" 44" 48" 60" 30" 36" 40" 44" 48" 60" Port No. Wt. FCB•30 FCB•36 FCB•40 FCB -44 FCB -48 FCB•60 C8.30 CB -36 CB-40 CB-44 CB -48 CB -60 CBH•30 CBH•36 CBf{•40 CBH•44 CBH•48 CBH•60 5.0 6.0 7.0 7.5 8.0 10.0 Wt. Cap } 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 1340 1086 955 860 780 615 COLUMN SECTIONS I . STAND; =:: -e-- 1 518 ∎-- 3 -.. our rrrr MIMI MM. NU 3 '! ' 3 I , 1= L. BP-15 BP -20, BP -30 -L_ LM15 LM20, LM30 SEISa\ III -^ I 518 "- - 3 - a- 1 , - I- 3 3 r►. rrr. MM.. rr■r■ rrM= MEM MI= r�l►_ - vn ... rrra -.gm BPS-15 BPS -20, BPS-30 LM15 LM20, LM30 <Ei IFC':i' .......... 3 -1,---I 518_- - t•.- 3 - -..- 3 _... 3 H mom /r.r - rrrr sass rrrr ft ms - rrr SBP•20 SOP-30 LM20/15 & LM30/15 LM20/20, LM30 /20, LM30/30 0. 0 Z. 0 2. o 01 0. 0 z 0_ 0 a. 0 . 0 5 0 5- 0 C. Oc. 0c 0 o7. 0- 05 • • . 4. (RMI). 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. -C'i 'C US ?,,C ; T, After determining clearance between shelves and selecting total required ca- so pacify for frame; Read vertically from maximum shelf spacing to point where capacity shown equals or exceeds re- 70 quired total frame load. 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. 5o 40 30 20 COLUMN 7/•• 'Ji v,•+•1 �I 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 ° o• to 40' 50' 60• 70' so" BEAM SPACING IN INCHES • r 90' 100' Load Capacity and De cold- form.d stop' des LBF3S4' [ ga x . o 42' 9,991 • 46 50 54 60 62, 70; 7 74 . 3 787 82. +9o5 ' 96 1 ; ;.981 , 4285 t0� 4,117 1100 3.962 •110 * 3.818 '".1.T•; 3.635 3,280 2,975 2,711 2.480 1'• 2.278 {156y 1,941 1.673 2ir --� L ' y LBC30 11,450 0.1l 29 ' . l: 44 10.455 0.13 31 12 9.618 0.15 34 '•11 8.906 0,18 36 10 8.015 0.22 39 9 7.757 0.23 40 •.. 9 7,287 0.27 42 8 6.870 0.30 45 8 6.499 0.33 47 • 7 - x'78. 6,166 0.37 49 ' 7 82 +k 5.865 0.41 51 [86 - 5.592 0.45 54 5.343 0.49 56 4.965 0.52 58 4.760 0.53 59 4 . 6 c 98 " 4.568 0.54 60 5 ',102• 4217 0.57 62 5 106 3.904 0 59 65 110:4 3.626 0 61 67 5 114 3.376 0.63 69 4 120 4 3.046 0.67 72 4 126 k1: 2.763 070 76 3 132 2.518 0.73 79 3 138 •,. 2.303 0.77 82 3 144 f 2.115 080 86 3 156 7: 1.803 0 87 92 2 168 .5 1.554 0 93 99 • 2 our rrrr MIMI MM. NU NON rrr • NM IIION IMMIN ■rrrrrrrr_ PMPONrrrr W L2Jrrrri rr■r■rrrrr urrrrrrrr .„....... _ 114741.0.5 i_ r►. rrr. MM.. rr■r■ rrM= MEM MI= r�l►_ - vn ... rrra -.gm - �__ - _ ; mom /r.r - rrrr sass rrrr ft ms - rrr n a .ammo._ •mrerim -" mimaiy �== rrrrrrM■m rrrrrraua rrrrrrrrrr maim rilizgli • s_- MIMED •u• ■rrrrrrrrrrrrrr�■ uir SICI NMI MIIMMOMMSIMINIMMOMMINEMM2 mum rrr■rrwmmurr■rrrrrrirmuY9::1dtl ■rmummrrrrrrrmrrrrrrr®r.8om u ■ rrr rrrrr rrrrr rlrrr. rrrrr rr M z 0. 0 Z. 0 2. o 01 0. 0 z 0_ 0 a. 0 . 0 5 0 5- 0 C. Oc. 0c 0 o7. 0- 05 • • . 4. (RMI). 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. -C'i 'C US ?,,C ; T, After determining clearance between shelves and selecting total required ca- so pacify for frame; Read vertically from maximum shelf spacing to point where capacity shown equals or exceeds re- 70 quired total frame load. 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. 5o 40 30 20 COLUMN 7/•• 'Ji v,•+•1 �I 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 ° o• to 40' 50' 60• 70' so" BEAM SPACING IN INCHES • r 90' 100' Load Capacity and De cold- form.d stop' des LBF3S4' [ ga x . o 42' 9,991 • 46 50 54 60 62, 70; 7 74 . 3 787 82. +9o5 ' 96 1 ; ;.981 , 4285 t0� 4,117 1100 3.962 •110 * 3.818 '".1.T•; 3.635 3,280 2,975 2,711 2.480 1'• 2.278 {156y 1,941 1.673 2ir --� L ' y LBC30 11,450 0.1l 29 ' . l: 44 10.455 0.13 31 12 9.618 0.15 34 '•11 8.906 0,18 36 10 8.015 0.22 39 9 7.757 0.23 40 •.. 9 7,287 0.27 42 8 6.870 0.30 45 8 6.499 0.33 47 • 7 - x'78. 6,166 0.37 49 ' 7 82 +k 5.865 0.41 51 [86 - 5.592 0.45 54 5.343 0.49 56 4.965 0.52 58 4.760 0.53 59 4 . 6 c 98 " 4.568 0.54 60 5 ',102• 4217 0.57 62 5 106 3.904 0 59 65 110:4 3.626 0 61 67 5 114 3.376 0.63 69 4 120 4 3.046 0.67 72 4 126 k1: 2.763 070 76 3 132 2.518 0.73 79 3 138 •,. 2.303 0.77 82 3 144 f 2.115 080 86 3 156 7: 1.803 0 87 92 2 168 .5 1.554 0 93 99 • 2 For Your Other Specialized Racking Needs CAT • ulT 103 Cantilever Storage Systems L M T CAT •LrMT106 Drive-in Storage Systems CAT •MMT107 Versa & Lontshelf Storage Systems LODI METAL TECH, INC. P 0. Box 967 213 S. Kelly St. Lodi. California 95241 Tel! (209) 334 -2500 ' Fax• (209) 334 -1259 Write or call for a free catalog on any of the other systems or materials Lade Metal Tech offers the material handling industry Ask about Lodi Metal Tech's Quick Ship Program CAT • UAW 109 Hot Rolled Structural Storage *stems DISTRIBUTED BY 3 THE MATERIAL HANDLING INSTITUTE, INC MEMBER COMPANY Mal ■ n MI I RACK MFG INSTITUTE CAT # LMT 108 4 CONTACT PERSON: SUBMITTED TO: KQ CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 al Lit mJ2660,80 ti q`Lee• SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. ` ,r J I've- PHONE: _ r RECEIVED CITY OF TUKWILA APR 0 31997 PERMIT CENTER REVISION SUBMITTAL DATE: 4 7 PLAN CHECK/PERMIT NUMBER: 0?7 G c..4 () ' PROJECT NAME: F1li'?'1 i LiA id A/Gc.J /4_ /L i 7J �•, PROJECT ADDRESS: / 8 . Z �-f 2, iti ,70 f Eli_ /2 1 o-) REVISION SUMMARY: C O. \i l -QV -P f pi c Ck o n -e. \84\12-of n -eor "fie i 3n ic_ s6L . CITY USE ONLY 3/19/96 City of Tukwila Fire Department February 19, 1997 Fire Department Review Control # D97 - 0045 Re: Rack at Familian Northwest HVAC, 18323 Andover Pk W Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. Storage may not be closer than 36 inches in all directions to ceiling -hung "Space or Unit" heaters. (UFC 1109.2) FILE COPY John W. Rants, Mayor Thomas P. Keefe, Fire Chief Storage may not be closer than 18 inches below sprinkler heads. (NFPA 13, 4 -2.5 and NFPA 231.5 -1) 2. In double row racks with heights of storage up to and including 25', an average nominal 6" transverse flue space between loads or at rack uprights shall be maintained. (NFPA 231C 4 -3.1) Maintain minimum 6" longitudinal flue space between back to back racks. (NFPA 231C) 3. Where storage height exceeds 15 feet and ceiling sprinklers only are installed, fire protection by one of the following methods is required for steel building columns located within racks: (a) one -hour fire proofing, (b) sidewall sprinkler at the 15 foot elevation of the column, (c) ceiling sprinkler density minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA 231C, 3 -2.3) 4. Aisles leading to required exits shall be provided from all portions of buildings. Aisles located within an accessible route of travel shall also comply with the Building Code requirements for accessibility. (UFC 1204.1) Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 C City of Tukwila John W. Rants, Mayor Fire Department Thomas P. Keefe, Fire Chief 5. Depending on the classification of the commodity being stored and the size of the storage area, smoke vents and curtain boards may be required by Table 81 -A of the Uniform Fire Code. Contact the'Tukwila Fire Prevention Bureau for further information. 6. Depending on the classification of the commodity being stored and the storage height, in -rack sprinklers may be required per N.F.P.A. 231C. Contact the Tukwila Fire Prevention Bureau for further information. 7. Refrain from blocking sprinkler coverage with shelving. NFPA standard #13 states that any shelving or . decks in excess of 4 feet in width will require installation of sprinklers thereunder. 8. High -piled combustible storage is combustible materials in closely packed piles more than 12 feet in height or combustible materials on pallets or in racks more than 12 feet in height. For certain special- hazard commodities such as rubber tires, plastics, some flammable liquids, idle pallets, etc., the critical pile height may be as low as 6 feet. (UFC article 2, sec. 209 -H) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 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. Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 57544139 City of Tukwila John W. Rants, Mayor Fire Department Thomas P. Keefe, Fire Chief The Tukwila Fire Prevention Bureau Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575 4404 • Fax (20(5) 57574439 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION STATE OF WASHINGTON COUNTY OF KING CITY OF T ;WILA Permit Center 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 98188 Telephone: (206) 431 -3670 Flyvl41 L -1 , states as follows: 1. I have made application for a building permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a building permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this building permit to be exempt under No. 12- , and will therefore not be performed by a registered contractor. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. AFFCONT.DOC 5/29/96 ss. P: H -4 D'g - eiclAS APPLICANT Signed and sworn to before me this 7- day of F9. u , 19 7 ? . ) 44ee..soJ NOTARY PUBLIC in and for the State of Washington, residing at - t -cam County. Name as commissioned: 9 ,o 4J.II __ __ s.N II My commission expires = 1J J4 - "2 / L 18.27.090 Exemptions. This chapter shall not apply to: 1. An authorized representative of the United States Government, the State of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale or installation of any finished products, materials, or articles of merchandise which are not actually fabricated into and do not become a permanent fixed part of a structure; 6. Any construction, alteration, improvement, or repair of personal property, except this chapter shall apply to all mobile /manufactured housing. A mobile /manufactured home may be installed, set up, or repaired by the registered or legal owner, by a contractor licensed under this chapter, or by a mobile /manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than $500, such work, or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division AFFCONT.DOC 5/29/96 of the operation is made into contracts of amounts less than $500 for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he is a contractor, or that he is qualified to engage in the business of contractor; 10. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work,upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; 11. An owner who contracts for a project with a registered contractor; 12. Any person working on his own property, whether occupied by him or not, and any person working on his residence, whether owned by him or not but this exemption shall not apply to any person otherwise covered by this chapter who constructs an improvement on his own property with the intention and for the purpose of selling the improved property; 13. Owners of commercial properties who use their own employees to do maintenance, repair, and alteration work in or upon their own properties; 14. A licensed architect or civil or professional engineer acting solely in his professional capacity, an electrician licensed under the laws of the state of Washington, or a plumber licensed under the laws of the state of Washington while operating within the boundaries of .s' Vaiti I,g,ubdivision. The exemption pr • . Mpsection is applicable only when t eOtibg within the scope of his licens Any person w e , activities herein regulated as an registered contractor with wages as his sot ompensation; 16. Contractors on highway projects who have been prequalified as required by chapter 13 of the Laws of 1961, RCW 47.28.070 with the department of transportation to perform highway construction, reconstruction, or maintenance work. 14' T (PV At- slt44 LE Wlvrlt - 'fi41=14 I . 414_!I2EX_2Q 1:r4H PI�AAI -- PALL RACKI - -4' t4IREx::!- tttGtGJCFH -12! >, SPeUr*N�acrcTa -e�ck 16 AISLE • m RRAECf M1Kgp vN m npnvq an FLOOR P A N 1/16° = 5b' So' sagoasailrrWsat r raa® eAl FILE COPY I understand that the Plan .- b,ect to errors and Of'1 ,,..s does not aut'. ^ _- d code or etor "s copy of approved By Permit J °"��_ -- Date SEGALE BUSINESS PARK TUKWILA, WASHINGTON (206) 575 -2000 SEGALE BUISINESS` PARK BLDG #752 18323 ANDOVER PARK WEST DAm SCALD DATD 1 16 =1' -0 TRAVLX MAUW RECEIVED CITY .OF TUKWQA APR 0 31997 OEM= CENTER CENTEP 0 oo 44 / ' \, / I 5 -.e. 25001bs 25001bs _ . - --7 f- 46 46 45 46 240 VE' ± GK J ffff 1 5/8 -- / 3 1/4 CROSS STAKE BRACKET 7 GA 3 PLACES ASTM A570 GR36 BEAM SECTION .060 THK. ASTM A570 GR50 • FOR RACK MANUFACTURED BY LODI METAL TECH ONLY SPRING .030 C1075 SPRING STEEL HARDENED TO RC44 -48 BASE E 2 RERD DIAG'] RECD 584 LOt +G ` -STRU NA_ T A RED 0 LONG LM20- 240 - 44 4/ 3/8 x 4 x 7 FOOTPLATE NOTES: RACK DESIGNED AND FABRICATED PER. L 1994 UNIFORM BUILDING CODE - CHA =T /R 2E DIVISION VI SECTION 2231 - SE_S.1 - _.E 3 'AN.S3. MH 16.1 - 1990 (RACK MANJFA': ".'RE :INSTITUTE; SPONSOR). CITY.OF LOS ANGELES APPROVED LICENSE #01244. _A'JT.. 'Af 'iD :ELEVATIONS WELDED PER A -W.S D 1.3 B` EELDERS CERTIFIED DER AWS STANDARDS WITH L FULL TIME '=AWS EERTIFIED WELDING INSPECTOR VELD WIRE USED IS .045'DIA CERT1E IED Dti EwE '.. SAWS A5.18 (ER70S -31 AND AWS A5.17 (EM13K). RACKS 13E INSTALLED WITH A - .MAXIMUM TOLERANCE FROM THE VERTICAL - 'flF..pi INCH:IN 10 FEET DF HEIGHT. ACKS SHALL NOT 17BSTRUCT EXIT DOORS, PATHS ;EXITS -AND EXIT aLLUMINATIONS - GENERAL NOTES 531 SQUARE - UPRIGHT LM20- 240 -44 .375 R 1/8 R TYP ENDO 14GA AS M AC GR50 3/4 13/32 51A 2 HOLES 3 T/16 2f 1/2 4 1/2 3/4 7 1 1/2 BASE; 3/8 THK A36 MILD STEEL 2 3/4 +,015 .ET` .406 .343 DIA ' j 111A .688 ±.020 C1010 :COLD HEAD QUALITY BEAt1 BRACKET STUD ANCHOR DETAIL LENIHAN DISTRIBUTING 18200 SEGALE- ARK DRIVE T Q 188 A NO .625 -.O U O DIA .188± '005 — .156 3:' 8 2 1/4 MIN EMBEDMENT 4 1/4 \A t•. C G I o 6 ANCHOR BOLT 1 /E' DIA IT') RAMSET /REDHEAD LEI,3E ANCHOR PER I.CB 0, 1372. T SIC ANCHORS REQUIRED PER COLUMN. CONCRETE SI 1 .B S RENETH • 2510 PSI SOIL 4 'R:,,. 10111 FSF RELEASE - NOTICE - 1 PRINT ON .7111C Le. l'C'T4I' Ir11:00.110t= 177 Oft USED NT( 1MIRAenUR[ Of Td SMACT WSW 1/039:1, 1.110LIT LOD K. TM NG ;(C) COPYWRRED 1995 -.0CC. +.000 . 296- 005 . 245- OGc DIA DIA NONE MMWM .RC a .nes .wwmrm PST .005 125 .06 .030 .562 ± C1006 COLD HEAD QUALITY f ALl7CR 5. 77N57' RGL. - CALrORNEA CDWIN W. MPSON R.G.C. N16.299 Cly. 6/50/97 - CdIUIORNIA REVISION CERTIFICATION LODI METAL TECH, INC. 2 }2`rofb LENIHAN DISTRIBUTING PALLET. RACK STRUCTURAL. DETAILS PST 21JUNE'96 PERMIT CENTER 24X PST BY R 06 - 21 - 1996 DATE 25001bs ✓/ r L UHU e ■► 2.5K 25001bs 25001bs _ . ®. 25001bs 2500.bs 2 .SK . - - 25001ba 2500Ibs 1} 1/2 •. BEAMS LBF356-995 / ' _ 99 1 2 :' PA _ .. _./ 44 VE' ± GK J ffff 1 5/8 -- / 3 1/4 CROSS STAKE BRACKET 7 GA 3 PLACES ASTM A570 GR36 BEAM SECTION .060 THK. ASTM A570 GR50 • FOR RACK MANUFACTURED BY LODI METAL TECH ONLY SPRING .030 C1075 SPRING STEEL HARDENED TO RC44 -48 BASE E 2 RERD DIAG'] RECD 584 LOt +G ` -STRU NA_ T A RED 0 LONG LM20- 240 - 44 4/ 3/8 x 4 x 7 FOOTPLATE NOTES: RACK DESIGNED AND FABRICATED PER. L 1994 UNIFORM BUILDING CODE - CHA =T /R 2E DIVISION VI SECTION 2231 - SE_S.1 - _.E 3 'AN.S3. MH 16.1 - 1990 (RACK MANJFA': ".'RE :INSTITUTE; SPONSOR). CITY.OF LOS ANGELES APPROVED LICENSE #01244. _A'JT.. 'Af 'iD :ELEVATIONS WELDED PER A -W.S D 1.3 B` EELDERS CERTIFIED DER AWS STANDARDS WITH L FULL TIME '=AWS EERTIFIED WELDING INSPECTOR VELD WIRE USED IS .045'DIA CERT1E IED Dti EwE '.. SAWS A5.18 (ER70S -31 AND AWS A5.17 (EM13K). RACKS 13E INSTALLED WITH A - .MAXIMUM TOLERANCE FROM THE VERTICAL - 'flF..pi INCH:IN 10 FEET DF HEIGHT. ACKS SHALL NOT 17BSTRUCT EXIT DOORS, PATHS ;EXITS -AND EXIT aLLUMINATIONS - GENERAL NOTES 531 SQUARE - UPRIGHT LM20- 240 -44 .375 R 1/8 R TYP ENDO 14GA AS M AC GR50 3/4 13/32 51A 2 HOLES 3 T/16 2f 1/2 4 1/2 3/4 7 1 1/2 BASE; 3/8 THK A36 MILD STEEL 2 3/4 +,015 .ET` .406 .343 DIA ' j 111A .688 ±.020 C1010 :COLD HEAD QUALITY BEAt1 BRACKET STUD ANCHOR DETAIL LENIHAN DISTRIBUTING 18200 SEGALE- ARK DRIVE T Q 188 A NO .625 -.O U O DIA .188± '005 — .156 3:' 8 2 1/4 MIN EMBEDMENT 4 1/4 \A t•. C G I o 6 ANCHOR BOLT 1 /E' DIA IT') RAMSET /REDHEAD LEI,3E ANCHOR PER I.CB 0, 1372. T SIC ANCHORS REQUIRED PER COLUMN. CONCRETE SI 1 .B S RENETH • 2510 PSI SOIL 4 'R:,,. 10111 FSF RELEASE - NOTICE - 1 PRINT ON .7111C Le. l'C'T4I' Ir11:00.110t= 177 Oft USED NT( 1MIRAenUR[ Of Td SMACT WSW 1/039:1, 1.110LIT LOD K. TM NG ;(C) COPYWRRED 1995 -.0CC. +.000 . 296- 005 . 245- OGc DIA DIA NONE MMWM .RC a .nes .wwmrm PST .005 125 .06 .030 .562 ± C1006 COLD HEAD QUALITY f ALl7CR 5. 77N57' RGL. - CALrORNEA CDWIN W. MPSON R.G.C. N16.299 Cly. 6/50/97 - CdIUIORNIA REVISION CERTIFICATION LODI METAL TECH, INC. 2 }2`rofb LENIHAN DISTRIBUTING PALLET. RACK STRUCTURAL. DETAILS PST 21JUNE'96 PERMIT CENTER 24X PST BY R 06 - 21 - 1996 DATE - Z Oii A4 k �YS3. ....F.C1t -T� easement. fat bnIIdit' af. land au��imdj „91• II -. aver a _ 60. foOt5:.41de strip. line, arhieh is` desa ;abed a� tolloyss }'I. � "eBEGINti1N'at s: teonumint• _ e4aCc= 3 Ctar:Of thK, -satin Lra^Cl; . onq ter We t V 6. fee 4t • a 'thence West, 95fi.61 feet to a po ihC of cnry T a central 19 37 , 500.00 feet, through . having a radius of 2, ence No;tb. 69°l - f= thence Smith'.20!S8 4L,•� st a0 ¢ Q ° an arc distance of 860.75 feet: - . thence t1 2G 4 ? ra to than Valli Valli y� {3 9� fe�3•'rth6n9��$ ��#' ; G%STERSD t.AYAD - ' SURVEY'R -.• SITE AOOORESS: 18323 ANDOVER ATTACHMENT #1' . SBPIMAS BUILDING 752 t JUI \Y La v•-- - -- t h ereby cer this map Cotrr..ctbb-- rep �ent6 a survey made by me tar under ray directiorr Th 1 9r�a Day liFY - T - I T1 - >, -ac¢sft#`23 North r. t s r Washington - describes: f ollawst gsrcgs � - , � S� M� d4 Cous2t� '.. st Quarter - - p.EQIcRNIN6 atr- mo -te, the NOrtheast corner' South .07 °44 $6. _ f the - said' Section -35F to- the right OE tthe-56;87- eat' o-a n. of.,B+%t�ec, thence along' a curve t o, the fig ." - • t y im a s, g pf,2:5o0 -.6.U' feet ugt a central angll_.. f 10 4 4e 3 toe_ - a. -..ea a ge thence North 63 °30`.31- West.. 30.00 feet, - - dist 4 81 BrGI i { � . e' Nort .69'15 "04` Nest,- e -N P t •4 B��. -E4st, t2eg . feet,- thence Werth 6.9`15'04' West, :- `44 �6r t-12.0O - 511_97 feeti. thence South IfiCi d j e t i tt � 2a •44' 56,'" Westt, thence- along a curve t. 6$-' g(}. }eh t.,,,, c7 int of curves'- le cf t ir , mow pgi rg a r is of fi - 0 Pf through a central an4 th 4 'lS havi "arc i oro of 573.5 feet, thence North 29 °14'18° East, 350,7 Lf• t arc distance of ve ;S thence along a curve to the left aving 350 7 k °t to a point of curve; al an le of 0 ° oL 2 $7Os00 feet, through` a Oflfl 4 ING. - - d'i 3 `8,43 fee l to the THUS POINT OF BEGINN • d.stane aY SS t sea over the South - g este l t-1 - y eet- a d c h eer the erly 15.Ot feet, thereof_ eeatezlYt i._ _ • and br {,� yeas and egressi•to maintain, - install, improve XigAt' 7 g .,. and ezfen.3 �{its.iea.'r • t :fdr•railroad purposes, 'including; but not limited' to i o f t track, '_�r�f ltrackaoraas s w as for access aand s terly storagsf °Yar that Partin¢ butldin4 1 - oa produced_ e ass - sea,. includin4 ingress. 9r RESERld -64 ari_ aseaent for ;ooawon access- par' gf age•Northeast- thereof -lying Northeasterly �g over that portion, portion, erl bbetiding line produced. having 5 feet aruf FRSER:VIN4'- "ail easement for water line purposes 10 feet wide, on- each side of the following described centerline: the- Northeast corner of the Southwest WarterWest. f. 35: thence: -South 07 °44'56" g 6. 1 ,G. at "a monument at: the right having a 956. fie theast-Qu �o o the said Section f curve, thence along le IS o the" an arc dis- 9ad.67feet-tu a po you h a central ang - f 3e t ao a rc_ TRUE o o 2.500.00.et; t,. 9 63 °23'33° West, -45.00 r -r f- - North West, 220.77 feet; thence North tan oi` BEGINNING; thence North, - fib °52' 2004 56 nus. , 10.44 -`56 -'P�t% 15.50 feet to - t2te -term • ^��_. -�'�F�r -y , :.i7. = �,`�.i �pQll.(KLF.2 Vi 4ULT ,aA �w1 Fn -YFIC A L) C TY PtC SS POINT• OP thence- 1tOrtlt, fa* O9-riSr` = WS • 11'feette h C encd.SQuth 69 1 210 0Q feet thencE th,s! 2Q 4g E35t °.409°9;E "� - .. t, TRUE,,PoIr- OP sxGlp$1NGt _ = Y : - - N - - e in 4 ,.. e*e end;' atiliki E1:lt 101,E a foa-ezalusi wtdtli oa. t 3 ,, aide S0 feet III width':. havia� 3.0.. feet. of loch thefoll centerines r - .. ' _�. , '.' -: - -` . . the Lollc+rfn9 desrxi,. i I s- a al. monument; at' tile.Northeast corne! o€ the.Southwestt,4 E Quati - of N the Q east Quarter of Setionc 1 T s 23 NarWorth, Worth, R o ,. the Horth a SoutI 07 44'56•" - teat, 950 67 -feet - henc -along _ta -the gh t having W.li.. ' lGing:Countrr� r>,.ne r: a dina_o£ % int. a - curve, t c.ntalo¢tra eof a ,21 an aro.dtptance of 2, 500. O et: he_nc gS -a^ h' 2 rae angle• a - 4 7: r ¢seta � tbende North , a South' feet t e,t a Neat`'42j.1 easement centerline-- .EgCEPT'; 66'31 - teen 'tbe�e Oa of tMO 6h t !? r on t, reo I'' i tth.t 180th Street., • • -that porizon .thereof ,lying �th {n tot's successors •in.tttivr- aver,- trr the right, or Grantor and-§r,0n - following_ .Subject-; haw. thia.tegale. Busineast_Park on the L • to relocate said easement vi s i - - F3 ^x t - terms. and conbiti�'asa' ht. o f filigrees ,e! t tuate, aftail t f fr relocaEioa Pena - z ,y'jica1 sCff, ¢acing - . - t * fc41f .rK ahl ' s , - . (1} Any auc and utilities to a public - d a d e9t9emea (2I' The• width_ of sa'.. reloc initial edsen sha21', 6.a aimtlar to that' el the (3)"--,744,.routes o>f` a r edo ate' aagtn;e -o s t11 k �. aeceaec to< � P??ttld�g � td a � f (4) '.-.The °legax •righ Via?: aS' ated tsemea sha respe h to gautP a$ said rg ct td . ro - 3 tom • (5k: 8aa- . ze .at .. } .r�. s _ S ei� _ 1' �., K '� �� . oC•7F - �s. , es r - _ 6 ti. ' ati' w . f Mnr , '.,.r s ` w t"> =--�� -� _.%i5 ��• . 7,Y-� 1 "tw s�ev - t1 A �b�s „� + z ' � - � • ..�. a:5:_ l ,,ss a - - r ..t - . ^ :•'jl- -a< - „�.,c_.. '.� .. . °1 •. rT,- q,,. _�....r.... _. e"S_ -- .. -x` �-• , fl Eaat 143 9 % as »o7otAO75 �•�•>•• � i -.J i.;; .�r...af,1r7L Sn� - r d' ? •nw/'t {� - � '.r - t ! , i• .,` r . F ls� 24X di d