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HomeMy WebLinkAboutPermit B94-0136 - BEST PRODUCTS - STORAGE RACKSCommunity Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 Permit No: B94 -0136 Type: B -RACK Category: Address: 240 ANDOVER PK W Location: Parcel *: 022310 -0070 Zoning: CM Contractor License No.: TENANT OWNER CONTACT RACK STORAGE PERMIT Status: ISSUED Issued: 10/14/1994 Expires: 04/12/1995 Suite: BEST PRODUCTS 240 ANDOVER PK W, TUKWILA, WA 98188 ANDOVER ASSOCIATES C/O THOMAS YEDOR, 1100 OLIVE WAY, SEATTLE WA 98101 HOWARD TURNER Phone: 206 365 -7431 18420 24TH PLACE N.E., SEATTLE, WA 98155 ****************************************,*** * * * * * * * * * * * * * * * * * ** * * * * * * * * * * ** Permit Description: INSTALL STORAGE RACKS /SHELVING. Rack Storage Dimensions - Linear.Feet 3821 2685. UBC Edition: 1991 Valuation: 80,000.00 Height 8.0 16.0 .0 .0 .0 .0 Totals 30, 568 :42,960 73,528 Total Permit Fee: 739.78 ********************************************** **� * * * * * * * * * * * * * * * * * * * * * * * * ** j i Date Permit Center Authorized Signature I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or 'the performance of work. I am authorized to sign for and obtain this building permit. Signature: Print Name: Date: Ib.1 €(•94r rL!RW EP-) Tit 1 e : .A LT This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. CITY OF TUKWIL.A „- Department of C ,..munity Development — Permit Cent, 6300 Southcenter Boulevard - #100, Tukwila, WA 98188 (206) 431 -3670 Building Permit Application Tracking PLAN CHECK NUMBER 5 t-fro (n PROJECT NAME SITE ADDRESS SUITE NO. INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that the status of the project may be ascertained at any time. • Plan corrections shall be completed and approved prior to sending to the next department. • Any conditions or requirements for the permit shall be noted in the Sierra system or summarized concisely in the form of a formal letter or memo, which will be attached to the permit. • Please fill out your section of the tracking chart completely. Where information requested is not applicable, so note by using "N /A ", date and initial. DEPARTMENTAL REVIEW "X" in box indicates which departments need to review the project. EPARTMENT DATE;' IN APPROVE Sgi BUILDING - initial review FIRE 3r3( -9(.1 ROUTED /c - /C- / INIT: -3121 *-(6) QUI.R.EME.NT AIIMIENT NSULTANT: Date Sent Date Approved FIRE PROTECTION: prinklers Detectors FIRE DEPT. LETTER DATED: /6 y INSPECTOR:`) ,e41 N/A O PLANNING INIT: ZONING: REFERENCE FILE NOS.: BAR/LAND USE CONDITIONS? ■ Yes MINIMUM SETBACKS: N- O PUBLIC WORKS UTILITY PERMITS REQUIRED? S- Yes No E- INIT: PUBLIC WORKS LETTER DATED: O OTHER BUILDING - final review (g1 BUILDING OFFICIAL Q t`2 INIT: -Ce* IV/ 4/ INIT: 4' • TYPE OF CONSTRUCTION: CERT. OF OCCUPANCY? °Yes ,No UBC EDITION (year): REVIEW COMPLETED AMOUNT OWING: *159 , CONTACTED q Y BY: DATE NOTIFIED _-- 2nd NOTIFICATION BY: (init.) 3RD NOTIFICATION BY: Unit.) 01/08/93 CITY OF TUKWILA �J Department of Community Development - Building Division 6300 Southcenter Boulevard, Tukwila WA 98188 (206) 431 -3670 B PERMIT APPLICATION PLAN CHECK f_59 Li, 01 NUMBER 1 DESCRIPTION AMOUNT RCPT # :DATE . BUILDING PERMIT:FEE • PLAN CHECK FEE :: BUILDING SURCHARGE OTHER: TOTAL '7+.; SITE ADDRESS ∎)L. -k{) Nnd'N iy iiKuJ SUITE # - 00 ' _ ■ . _ - jr- .1".r.,s —. - -r.....0' VALUE OF CONSTRUCTION - $ PROJECT NAME/TENANT -1—. 'P nvc.-r5 retovg, ASSESSOR ACCOUNT# 02, 2...710 ov 70 TYPE OF New Building Li Addition Tenant Improvement (commercial) U Demolition (building) WORK: Rack Storage 0 Reroof 0 Remodel (residential) 0 Other DESCRIBE WORK TO BE DONE: 4C>IA) --f 11-1 c-41-_. ‘.r-rep -cam f - BUILDING USE (office, warehouse, etc.) ADDRESS NATURE OF BUSINESS: 'f t1 _,-rys.,,,t WILL THERE BE A CHANGE IN USE? 0 No igYes If Yes, new building requirements may need to be met. Please explain: SQUARE FOOTAGE - Building: 04 1 z. 4. Tenant Space: *Ot Gi e5 1 Area of Construction: WILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? 0 No 0 Yes IF YES, EXPLAIN: FIRE PROTECTION FEATURES: t1 Sprinklers M Automatic Fire Alarm System PROPERTY OWNER G -50e--- PHONE ADDRESS 49(-7 •-I- -PC- ZIP CONTRACTOR ,∎ICr� 4C>IA) --f PHONE ZIP ADDRESS WA. ST. CONTRACTOR'S LICENSE # EXP. DATE ARCHITECT --17)e- V-?.—, + S:%'L, PHONE Eby,' 7431 ZIP g 1 ADDRESS 1 r 4-z z- }� ��, I HEREBY CERTIFY THAT.I HAVE. READ :AND:: EXAMINED THIS APPLICATION .AND KNOW .THE >SAME. " BE TRUE AND CORRECT, AND I AM AUTHORIZED'; TO APPLY FOR THIS PERMIT SIGNATURE BUILDING OWNER OR AUTHORIZED AGENT CONTACT PERSON ADDRESS .w ...... ............................ .......... ............................... DATE /14 PHONE _7� 3 l CITY/ZIP ate, t 5, PHONE lk APPLICATION SUBMITTAL In order to ensure that your application is accepted for plan review, please make sure to fill out the application completely and follow the plan submittal checklist on the reverse side of this form. Handouts are available at the Building counter which provide more detailed information on application and plan submittal requirements. Application and plans must be complete in order to be accepted for plan review. VALUATION OF CONSTRUCTION Valuation for new construction and additions are calculated by the Department of Community Development prior to application submittal. Contact the Permit Coordinator at 431 -3670 prior to submitting application. In all cases, a valuation amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Building Division to comply with current fee schedules. BUILDING OWNER / AUTHORIZED AGENT If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. EXPIRATION OF PLAN REVIEW Applications for which no permit is issued within 180 days following the date of application shall expire by limitations. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 304(d) of the Uniform Building Code (current edition). No application shall be extended more than once. If you have any questions about our process or plan submittal requirements, please contact the Department of Community Development Building Division at 431 -3670. DATE APPLICATION ACCEPTED ILODATE APPLICATION EXPIRES 461-57 10/22105 COMMERCIAL NEW COMMERCIAL BUILDINGS/ADDITIONS . Completed building permit application (one for each structure) • , . . • [j Assessor Account Number • SUBMITTAL CHECKLiST Two sots (2) of the following: .:.... . . .. .... ',. :.• . ; :: ...,... .: : ::,:. .: . ' ' . ; . .• . .. : : . •-• : .• • ' : ' • . • : : . ''• - :. : ''. ,,.; .. - i' . :: : . Specifications . . • . .: . .. : :, ... ... ::•••.::- .... ........,,,.......,..... ::..,. ......:.... . Structural calculations stamped by a Washington State licensed .... ••• engineer . ; . . ..: •••••••, ; .'‘ .. .. :. . ,....,, . Soils report stamped by a Washington State licensed engineer . • , Topographical survey • , , ....... '; '.: ' ..: ,. . I I Energy calculations stamped by a Washington State 1 ice „,,;d engineer or architect Legal description . ' • ... : . Working drawings, stamped by a Washington State licensed architect, which include ' . • . . ' • Site plan • Architectural drawings • Structural drawings • Mechanical drawings . .. , • Elevations .. .. •. . , • Civil drawings , •:. , . Landscape plan:. : • , . 1--1 Complete utility Permit application (one for entire projec t) . .., .,..,.. Six (6) sets of civil drawings NOTE: See utility permit application and checklist for specific utility submittal requirements. . . ".” . ..." RACK STORAGE 151 Completed building permit application [Assessor Account Number . Two (2) sets of plans, which include: • N- Building floor plan showing: • Entire space where racks will be located •. • • Exit doors • . • Dimensions of all aisles Tenant space floor plan showing rack storage layout, aisles and exits. NOTE: Include dimensions of racks (height, width and length), aisles and exit ways on plan. . ['Structural calculations stamped by a Washington State licensed engineer (rack storage 8 and over).. . : • RESIDENTIAL NEW SINGLE-FAMILY DWELLINGS/ADDITIONS • •••••-• , COMM EACiAL".rEt4NI.IMPRY. ............................. '' Completed building permIt application (one for oath structure or tenant) Assessor Account Number . . . 7‘4.5;'t4:.69...i'.::..1.P:1;i..:.,:.ii'........"%:6:...::4):::::-.:::::::.....:h::4114.:.:"...64j°°Ii:'''::::: :::::::::':!:''.....::::,:::::‘::::.:::::;.::::'!',...'1'.-!•!::::.":''.:..;`':Li:)t4Inisdti:riacagf;Ia.pe.'661ptCIPatIrn;i1Pci(1.f.l.F7tiepp:4177?4;'''.h....-ii.:7-h...P:.:'.;.:!,•,....'''":7:°::,...7!...-7::::,,,,,.:::.,,...: . .... ... ,.. 'Overallbuilding.plan.":::::::.::::,:,:,-.::,.-•..:.:•-:-...,......::::::::::.;.:, ..... ::-,:::::::;::::::;....::,..::::..i.:;:.:::::::: ' ' • ::::,...,.,..;:.....'.....".,:Tuesneerioft:aloco joacetiorint:ic:......iii... ,rdiiig.or..iware,.1664pg,),.:i.,;;;:. !i°6i:'...:"..';'''.•.::..;i:•.::..;.'1'.......:Eiax6ii:6,d.-:iolltil):6dr:pi::::',;9eecos_75eionsl:sls'...ii16,'P'..a...af:1ttb:tell'i::.n:r.I:;.....aiis.4.'.67ij.....%41::itl.:.:::4j'..ili: iii;:(;s.):..t:..ti0:::.:.''....e.....1Li°!.1!i'::::...........:77.-:::::•.::::::::::i::::•::::::••• ....i"..":: aCe:P10*11:)•Y°:)1ri'.1......r::':::::::::.•".::".:...,"..",:::':1:.::::::;::::,Tj:I,.".:'',:::::...,,..:.:.....,.,::.......... .....:.,:"NeW"...alis':exist.ng...7".....,:::::„.,::::::::::::::::::.::::::::::::::::;:::-..„,:k:::::::;;:::::::,:m:.,,g,,,,::::::,,::::;:.,:::;::::::::::::::::::::::::::, ........::::,,,.., Construction "..,::,.:.....,..."..::".:.:.;.:...,.:...,.....,:,....., . .,.:,'.,•.••:'.•: , :...::. , ..,:,:.. .:.„"......... t..:.e!-..•....:..: .: .,•....!.:.:., idisi66ti8" ,..•n.,-,"•::,•."•:,s ::.:.:..":•.::.'„ .:, .:. . s. .:. tO.: '•w:...'.:.::.e.:::;. :::,: in:,.L..... ..,::;:.:::...::g;..:,J: ". ":•,;:',,::::.:..,:.::.::"..,:.:,,..:::.:::;::;::.:. .-.•.:,:•,..:::;erii:.,..q:.•.,:.:..,;t::":::•i66.L.::...,.,.:.,fi:..:::.:.::.'",:;"::,.:. , i:::.,:.::.,:,%.:.,.•:.:..i:,,:•::.....:..::,Pe0:.....::::[.:,.:....:.,.;::..;:...:i:..°.:.::,l:.:::::, ...:! ":.:-.Eiiacnen.ior P?Pr3^c.&eiiiig;:;:::i...,: ::''i'.::::•'::..:.:.:.:..,'....„:.....::..,:1.a.:...:',..:.".-:...,::.., ::..,: ....:::..:' Structural tculatonssta:ibi a Washington State .iiii48 .ngi,.. rraY:.r1re:,:7''::::::::::‘ '::,''::ti:NOTE:If enyutli:tyWOr7klebedone:ubpt.:p:rere:ut:ty permi:-.. application and plans.:: ...::,,.,::.::.,:..:'.•',.:.::.'::,:: • • • ■ • • • . .• ..• • • • • • • . . Completed building permit application (one for each structure) •-• ...... • Assessor Account • • • •.• • • •• •• • • • • • • ..... •• •••• • ..... •••••••••• • •••• •• • •• • •• • • •••... • • . • .• .••• ... • • • • •• •••.• . •• •••••,.....• Narrative descnblng existing roof material being removed and i. .)' Material' being:1h . . . ...................................... NOTE A certification letter is required pnor to final inspection and sign • : ••": •• •-_.'".: ":" •• •••••••• ••••••-• ANTENNA/SATELLITE . . • •• • • •••• " " •••' Completed building permit application „ „.... • • • • • •••." '':•:• . : • . . Assessor Account •, • Two (2)..sets of plans, .which include (shoWing. building and location •• • - •• •• • • .- •••••.:"..". :•-•.•••"••••••-••••••• Detalls:antennaisatellite dish and method of attachment "StrUctUral..Calculationi stamped by a Washington State licensed engineer may be reqUlred.':....:1:. Completed building permit application (one for each structure) 1_1 Legal description . • IAssessor Account Number • " " .• I I Two sets (2) of working draWinge, which include . : , . • :.•:. ;.:.• • Site plan (On plan, show closest hydrant location . • Foundation plan • include access to bulkfing, showing • Floor plan .: width and length olaccess):::.:.:, •"Roof plan : .;.. ; • Building elevations (all views) Building cross-section:...:::. Structural framing plans . . Washington State Energy Code data • CoMPieted.iitliity'peiiiiik:*ppliCetidn:::::,?.'i:i:;;":":::: —1 Six": (PI sets of site plans showing utilities NOTE Building silo plan and utility sno p/an may be combined See :.:•utility permit application and checklist for specific ... Additional topographical and soils information may site. conditions.:, , : ," • • . . ... RESIDENTIAL REMODELS H . . • ; Comp ieed building permit applicationi (one for each structure) FI.Asseisor Account ...TWP;(2)".setSOf Foundation plan Floor plan Roof plan Building elevations (all views) : ••.........• Building cross : NOTE if any utility work Is to be done provide utility permit and plans must be submitted REROOFS poifibieted.building permit application :000:; .,..,,:....:r6NAasae;rterittoitef.4:deci':;gcP:rinbin:g°.....,..0. NOTE A certification letter/s required prior to line! Inspection and sign off of the permit . . +*+++****+++++A***�*A***+++*++**N****+**++*^+*+*+**.A**+***l+x+A* CI[Y OF TU' %LA, WA' TRANSMIT *k+***+*A**+++**+***+********++++**a*a++*+***+**ak++*+*++++****A • TRANSMIT' Number:, 940O1832 Amount: 15.0O O2/14/ 48 V�,��/�� 'Payment Method: OHM( monat`on: UuN8VV |VRNKR 'In.^. °"O Permit No: 1194-0136 Type: A-RACK KAC% STORAGE nHMIT Parcel Na: 022310-0070 Site Address: 240 ANDOVER PR W' Total Fees: 754,78 This Payment 15.00 Total ALL Pmts: 754.78 Balance: .00 *a*****aa*+*+*+**a++i*a**/i*+**l‘AW**A**ia+1k*+++**+***a**++++le** Account Code ' ' Description 000/32.2.100 BUILDIN0 - NONRES Amount 15"OO GENERA 15.00 TOTAL 15.00 CHECK 15.00 CHANGE 0.00 0135A000 16:01 • *+*+*+A++******+k**^k******a*+*++k+**+A*.k++++**A******Ah*+*+a+*+ C^[Y OF TUKN%LA � '�NA � TRANSMIT ^ *+o+A*+6**+*++Iiit**+*A*+a***++**+**h*+**A*+**++*+**+^+*++**^*+++* TRANSMIT Number: 94001319 Amount: Permit No: 894~0136 Type: 0-RACK Parcel No: 022310-0070 Site Address: 240 ANDOVER PK W Payment Method: CHECK Notation: TURNER &`ASSOC° Init: gLO **++*+A**A*k*a*tA**`**a**++****++*****++**+h*+**4*++****A+A*+**+* ��� Account Code � ' �-���`' ', Description Paid 000/322.100 �.� � / BUILDING — NONRGG 735.28 O00/386.904 ` STATE BUILDING SURCHARGE 4.50 Total (This Payment): 739.78 739,78 10/14/94 08:24 RACK 8TO8AG� PERM%T�� ^ 10/17/94 • Total Fees: Total All Payments: Bwlunce: 739.78 739.78 .00 ----------~------ --_-^---_.-r-�-.---^-' �~+ GENERA 735.28 GENERA 4"50 TOTAL 739"78 CHER 739.78 CHANGE 0.00 6511A000 16121 • . .� '".• • ''' ��'��. ��:��`� :t:t•.1** * * ** * * * *** * ****k* ***** ****** *•*********** **** ***** ***h*** ** CITY OF TUKWI.LA, WA TRANSMIT k* * * * *h ** * * * * ** * ** * * ** ** * *** ** k* * **h ** *A• *•k**h* * * ** * * *hk* * ** ** ** TIUiNSMIT Number: 94000377 Amount: 2,300.68 03/31/34 15 :05 Permit Not B94• -0135 Type: 11:-BUILD BUILDING PEW I/9/1 Parcel No: 022310-0070 Site Address: 400 STRANDER BL Payment Method: CHECK Natation: BEST PRODUCT'S CO Init: 5LE? *• k***************** *Jt *** ** ** ** * **h *•k ** ****** **h* hk****h *h* **k k* Account Code 000/345.830 Description PLAN CHECK - NONRES Total (This Payment): Total fees: Total All Payments: 0alance: 51844.68 2,300.68 31544.00 Paid 2,300.68 2,300.60 GENERA 2300.68 TOTAL 2300.68 CHECK 2300.68 CHANGE 0.00 O638AO00 23 :50 CITY OF TUKWILA Address: 240 ANDOVER PK W Permit No: 894-0136 Sul te: Tenant: BEST PRODUCTS Status: ISSUED Type: B-RACK Applied: 03/31/1994 Parcel #: 0223.10-0070 Issued: 10/14/1994 ****k***k**Alkk**1(*A****A*11*************A**AA***k*****k*kle*Mk***Iekk*Akk*AA*A Permit Conditions: 1. No changes will be „,approved by the Architect and the Tuff.‘44g.?44i-rdi-ng bl V fS1 2. Al 1 permits, i nspO4rdn' reoonds, and, approth,pAans shall be maintained available at the sitpriorlto the start of any construction docurnent. are to be maintained available 914)1 fAnkre,Inspection approval Is granted 3. All construct)op to be cioneoWv.botit'or-'1ilanse with approved plans ar'4 1/evil repOits of the\NLInVorm Bui rding Ode014). Editio91, dOendFd by the WS-s,hlitliMon State BulldJng(ode 4. Val i t 0, The hi4p14)ance oy,a permit 8* aqpIeva 1 , plans tpeA1/ icat,pons akclomputattriiis shall note stru d5 o 414e a permit :tOP, tatia,n.,,aliprova 1 of , any f,VioliWon of of41.0i:6, peOvisio4 of tAks—cadei or of any other. .•'' ordfOncp doi the jurisdiot.ton', lj No pet mit presuming vy,to 9AYS author 1t'.' or violate ,P,or.canc , the .0.r olf1 tons of this code sha'IP be valid. , , I J. ! ! J / 4 •\ -7%, '17 k ),,1 • • • 4?, <4/ .41 vSY • ''"V 44‘ .,,,,..)...,. ,r. Test Report No: 10586 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (206) 881- 5812 REDMOND, WA 98073 FAX: (206) 881- 5441 Best Products Co.,Inc. Mike Sweeney P.O. BOX 26303 RICHMOND, VA 23260 94-778 Best Products - Tukwila P.O. Box 26303 Richmond Ratti, Swensen, Perbix . hftI�t Turner & Associates —"abide: W G Clark Construction B94-0136 rp'RgZ1Z1-:95 -- TIME ' Visually inspected field welding performances of 12" I-Beam to Quad Beam for mezzanine support entirety. Observed all welding satisfactory per drawing 1-30-95 MAW by the Tennsco Comp. Welding conducted by WABO certified welder using E70 Series Electrodes. , :AO% MAILED: Mark Jeong WL.ILAY___EctWW F. FOSTER THIS REPORT APPLIES ONLY TO THE ITEMS TESTED OR REPORTED, AND MAY BE REPRODUCED IN FULL WITH WRITTEN APPROVAL OF AAR TESTING LABORATORIES, INC. A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (206) 881- 5812 REDMOND, WA 98073 FAX: (206) 881- 5441 Best Products Co.,Inc. Mike Sweeney 2200 S. 320th Federal Way, WA 98003 Test Report No: 11405 File No 94-778 Project Best Products - Tukwila Addres 240 Andover Park W. City Tukwila Engineer Ratti, Swensen, Perbix .:,4.i.OitiOk;I:!1; Turner & Associates Contractor "G-Clark_Construct .INSPEOT.L.. STRUCTURAL. STEEL FABRICATION: STRUCTURAL STEEL ERECTION ..:. . SHOTCRTE .. OTHER isiApiLqc OTHER tsoodirky Pettnit:N ci -(9/36 PERFRMED 7.555i. D D to AvoER:4As7.17:!piLi GRADE BEAMS: .1 SLAB ON GRADE STRUCTURAL SLAB P.T. SLAB 0111ER•tE0difYlft.. Con c: lower footing, N & E of existing saib (N of E.9 & E of 12 line). CMU, on line 11 from C.5 to G.2; line G.2, 11-12 (4th 4' lift). Resteel in CMU wall ,4th lift, adequate per plans (MJ). Grout placed and vibrated. Resteel for footings properly installed. NCRETE STONEWAY .::MIX NP: MATERIAL TEST REP #:1 14683 SLUMP (In): 3 1/2 DESIGN STRENGTH (PSI): NUMBER OF TOTAL CV YARDS PLACED: 25 CONCRETE TEMP 16041* so Ffiqii: 117 •::AIR‘TEmpERF4.:(PPgFM 52 3950 3000 4 ALL:.rTgos.4ppycwgpgm.iqo.mo BUILDIAWDEPAfirAlarAPPRQVEDp . „. Contractor SUPPLIER OR JOB MIX: STONEWAY 7034 • ATERIAL'Tsr. 4r: REP:. #: SLUMP.ij 10 PESIGN:STREN :y000:AAd 97tirsly, 2000 TOTAL EP: 9 TYPE AND NO OF SAMPLES: TEMPERATURE:POO F): 61 2:12 52 ..pp:imprq#0.; MATERIAL TEST REP #; SLUM NUMBER OF SAMPLES: MORTAR TEMP (Dog F: AIR TEMPERATURE (Deg F): • DESIGN STRENGTH: :1 ..... Raqii* isw5o:j NED ALL REPORTS ARE CONSIDERED CONFIDENTIAL AtigB TOF HE PROPERTY OF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REPRODUCTION g.„4PT IN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTINteTOBAlOMIIIC. IS STRICTLY FORBIDDEN. Ly DEVELOPM N Test Report No: 11398 File No .; 94-778 Project Best Products - Tukwila Addres 240 Andover Park W. City Tukw ila Engineer Ratti, Swensen, Perbix Architect Turner & Associates ruc Contractor W G Clark-Con wne r N/A PeCNoC t A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 Phone: (206) 881- 5812 REDMOND, WA 98073 FAX: (206) 881- 5441 10-17-94 INSPEC lION ORMED ... RESTEEL REINFORCED CONCRETE REINFORCED MASONRY ______ STRUCTURAL STEEL FABRICATION STRUCTURAL STEEL ERECTION SHOTCRETE EXPANSION BOLTS OTHER, (Specify) :::: I OTHER (Specify) I FOOTINS AUGERCAST:ipi4M: GRADE BEAMS WALLS COLUMNS SLAB ON GRADE STRUCTURAL SLAB P.T. SLAB ECIFIC LOCATION (S) GRIDS: Line 11, B-E5 (0'-4' above finished floor) Resteel was properly placed. Vertical resteel existing footings were epoxyed in place. Prisms assembled previously were grouted today. .QNcRETI :',IVIATERIA4IESTREF.#4 . 1)(149:1 DESIGN STRENGTH ..I); NUMBER OFS US; . TOTAL: C UXAR PLACE.P1 * : .:•%::•.CONGRET INg. 110".40 T•gMFW914PPg;Vii ALLOEMaABOVE.i.w$130:1Ni0ONFOW4NC4; qotp*r.009000gritApeRovooP:::... ES coPOs..To SUPPLIER OR JOB MIX: Stoneway MIX NO: 7034 MATERIAL TEST REP II: 4utfrir....4, 9" p4pcNii§,113pipy:K.:20.!!41 TOTAL YARDS PLACED; 9 YPEAND NO OF SAMPLES: • ...... • . AIR TEMPERATURE(D9 F): 2000 580 56 2:48 TYPE OF MORTAR: ..,;..74:Rw4jgArRgp,* SLUMPI 0 ON t7PPOttli NUMI3EROF SAM S: ................................ .1Pett Fi: ................................... Frank Foste 31.)% ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND A T g tF3ROPEiliTNAQF THE CLIENT AND A.A.R. TESTING LABORATORY, INC. REP MIPAtigiVIN FULL, WITHOUT THE WRITTEN CONSENT OF A.A.R. TESTIN ORATORY, INC, IS STRICTLY FORBIDDEN. C INSPECTION RECORD C Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO./ 206) 431-3670 Project: Ec4"-.....$7- Type of Inspect 0: Address: 2 q 0 A • i P . e".- . Date Date Called: Special Instructions: Date Wanted: Z. - "- eg? Requester: 1 ......." • Phone No.: XApproved per applicable codes. COMMENTS: 0 Corrections required prior to approval. 0 $30.00 REINSPECTION FEEREOUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd.(SUlte 100. Call to schedule reinspection. Receipt No.: 4 .41.44..6.16i Date: INSPECTIO `O. -„) INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 Project: ,� Type of Inspection: �1GkS f) V4,/ G`f Address: 4i Q /6'' te,e, -U Date Called; Special Instructions: Date Wanted: ' '= ,1 `1) (am. p.m. Requester: Phone No.: ❑ Approved per applicable codes. ,Corrections required prior to approval. COMMENTS: ' ct �,e., /, / rri �r< + A - J 4i Q /6'' te,e, -U .'/ is'ed ,-e(,, 'c i 'Uh S 41 S /)-G -, 5, 4 F. /) d a h., t /yr /J. 4,1- < Ycr' X 45 ef.1�-, ,4 i ac-h rt.e_r�4 N C• 607.E Yiyieddie ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. IReceipt No.: Date: .aal.iS•• "•.5� -r ��.�4tkilS�'�oi.�_.X.�..1k]ln_l ff_iSld���'•"y�d�b�'kr, 0 INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 ' F ect: ype o nspect ' n: . ,88ress: . JD Sp • . aI " ction -, (-/ " a "."-• — 2 -; 3o I:te ale.: .' Date Wanted: —' _� q �7 .m. Requester / 7 . ! Phone No.: ‘--16--- l ) 7 1 , ---) 7 L /.n ❑ Approved per applicable codes. Corrections required prior to approval. ❑ $30.00 REINSPECTION FEE • (WIRED. Prior to reinspection, fee mist be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. IReceipt No.: Date: Ear: tr•'• i,. ksA ...4 ?!t-I . "., .. .._ i City of Tukwila Fire Department Project Name '/ Address 2.7` TURN/LA FIRE DEPARTMENT FINAL APPROVAL FORM (Pee Pk (1.� Retain current inspection schedule Needs shift inspection John W. Rants, Mayor Permit No. Thomas P. Keefe, Fire Chief 4395- 0/3 G� Suite # Approved without correction notice )( Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor': Pre -Fire: Permits: Authorized Signature FINALAPP.FRM Date T.F:D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 !pone: (206) 575.4404 • Fax: (206) 575.44139 .A6tocor -&F„-c-Jr pc)c,r15 12--&141077SL,, CITY OF TUKWILA RACK STORAGE DIMENSIONS LINEAR FEET X HEIGHT ,____3SZL x 7.,W3S x x x x GRAND TOTAL *eo,�D c605-rnuo7l V'A(As T 0 ' d ts0SLG9£90Z TOTAL = C?) 66)e tik MOO Esmond.. AN. OTC St omi 4974'7 fir P,..4 erimL, N auo9d 5 l vara4 .1da0 rAV " l- .93 I1n"ra '00 2 ‘ a seised to w.1 ILgL owaw IeitlwSUUJI xel puriq A •190d aa'n I 0ossd JOU..ir ... .... • z CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 RECEIVED CITY OF TUKWILA FEB 021995 PERMIT CENTER * REVllSI • N SUB ' ITT/k L * * DATE Zi Gigs PROJECT NAME ADDRESS tResr VamsDrid 'P- t'stX. ?ellAu rr 12.40 litrodvSk in8cLac iiu'�1 il►. • a CONTACT PERSON _ V...0 D ¶ CA KC i PHONE ARCHITECT' OR ENGINEER ' ' e7GL.r k' II PLAN CHECK/PERMIT NUMBER 60 - 0 13 t n TYPE OF REVISION: LQLs--Pff M5.00 W(*Pi). SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMII'I'ED TO: LJ _ 1 \115100 DICKSON, TN. 37056 -1888 P.O. Box 1888 • Systems for TRANSMITTAL TO 4C�ux� �I ,TI)1N P Y" TX e r vf- ,-iSSoc CITYOFETUKWILA FEB 021995 PERMIT CENTER DATE PROJECT 3e Wc1)C.:1 S • Tukk ►l \a REF WE ARE SENDING YOU _ Attached _ Under Separate cover via the following: { } Finish Sample { } Prints { } Shop Drawings { } Specifications { } Copy of Letter { } Change Order { } Brochure { } Cuts { } Samples { } Requisition { } Plans { } Other { } Other No. of Copies Date D e s c r i p t i o n .3 � b 4) ►3 SC't`em►c_ Ca cu THESE ARE TRANSMITTED AS CHECKED BELOW. { } For approval { } For your information { } Confirm { } As requested { } For your records { } For payment { } { } REMARKS COPY TO BY IF ENCLOSURES ARE NOT AS LISTED ABOVE, KINDLY NOTIFY AT ONCE s TEL. (615) 446 -8000 Fax (615) 446 -7224 DICKSON, TN. 37056 -1888 P.O. Box 1888 TENNSCO CORP. TRANSMITTAL TO / /Uwarc Y'rNer DATE 1-31--95 RECEIVED CITY OF TUKWILA FEB 0 2 1995 PERMIT CENTER %C1rnier 4SSc)c , PROJECT SeS4 P'rcGucIS w la REF WE ARE SENDING YOU _ Attached Under Separate cover via tho following: { } Finish Sample {,4 Prints { } Shop Drawings { } Specifications { } Copy of Letter { } Change Order { } Brochure { } Cuts { } Samples { } Requisition { } Plans { } Other { } Other No. of Copies Date D e s c r i p t i o n THESE ARE TRANSMITTED AS CHECKED BELOW. { } For approval {x} For your information { } For your records { } For payment { } Confirm {} { } As requested {} REMARKS 2-Nelocid ore ( 3) th'e w S o-P *he Beawl -40 ' Q uaci Beam u-x4lcis 41X,i A thI'!UG, ese, COPY TO -/ 6 BY iii 1, -.41/c o.i IF ENCLOSURES ARE NOT AS LISTED ABOVE, KINDLY NOTIFY AT ONCE CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 * ' REM! N SUB ITT DATE ii(0114 RECEIVED CITY OF TUKWILA DEC 16 1994 PERMIT CENTER PROJECT NAME eefo 9S�oc)13Z,7 Q.N.ALl ADDRESS VO JRL 1 CONTACT PERSON PHONE ARCHITECT OR ENGINEER to PLAN CHECK/PERMIT NUMBER .60-4-013 TYPE OF REVISION: ST(.j'IG clt6AA. 914Y01-4 UZI U cUt-t- 1- 921Se C4P1,3 COD . NEW ?CA I APL- C I ..GS d p -rps,. iS 4kE L.0 I TIC-CD, \VY- - at -artt k t5 Sc.tah5DULd1 lit_. q`71(15, SHEET NUMBER(S "Cloud" or highlig all areas or revisions and date revisions. SUBMI1'LED TO: IA C-- 2, s I C+sst,CS V1C-1 CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 * * REVISION SUBMITTAL DATE OCT( , ‘c19 4 PROJECT NAME ADDRESS CONTACT PERSON 164SU ittct.2") k7 PHONE 'St dc:, - '14 ARCHITECT OR ENGINEER k "jtrU1Nd(20 11)01.6<1.- PLAN CHECK/PERMIT NUMBER SJ — 0 13 (1) TYPE OF REVISION: '\ .1 SHEET NUMBER(S) 02, •Z "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: Ken RECEIVED CITY OF TUKWILA 0 C T 3 1994 PERMIT CENTER Best Products Tennsco L &T Shelving Location: 240 Andover Park West Tukwilla, WA (Zone 3) Prepared For: Tennsco Corp. Dickson, TN Prepared By: Peter S. Higgins And Associates Consulting Structural Engineers 1225 -F North Pacific Glendale, CA 91920 rEXPIRES. Peter S. Higgins, S.E. Job Number 1573 Addendum 1 ( Shelving) Janua 26, 995 This Document and the design it c• taina is copyr and Associates. It is provided a an instrument o: be reproduced in any fa ion w hout the written Higgins and Associates. Noti If this calculati contain all ghee the next pages Section 1. All ink of a cont calculation she ght by Peter S. Higgins service, and shall not permission of Peter S. uildin• De•artments ted for • 1•. g •ermit approval, it shall tions a Late. i. the le of ntents on be a• om anie •Y 1 dr s listed in eals and signatures in Job Number Reference. The ck. /41 is eat" 14 4.. 013" CITY OF FEB 0 21995 PERMIT CENTER P J.'ER S. HIGGINS AND ASSOCIA CONSULTING STRUCTURAL ENGINEERS Project: Best Products Addendum 1 January 26, 1995 Job No. 1573 Sheet A -ii Table of Contents 1 Reference Data 1 1.1 Documents 1 1.1.1 Drawings 1 1.1.1.1 By Peter S. Higgins and Associates 1 1.1.1.2 By Others 1 1.2 Loads 1 1.2.1 Vertical (Dead plus Live) 1 1.2.1.1 L &T Shelving 1 1.2.2 Seismic 1 1.2.2.1 General (1991 UBC Standard 27 -11) 1 1.2.2.2 Short Formulation 2 2 L &T Shelving 2 2.1 Components and Geometry 2 2.2 Check Shelf Beams 3 2.3 Check Posts (Dead plus Live Loads) 3 2.3.1 Load to Post (@ critical section) 3 2.3.2 Post Properties and Capacities (net section) ▪ • 3 2.4 Seismic 3 2.4.1 Longitudinal 3 2.4.1.1 Base Shear 3 2.4.1.2 Design Forces 3 2.4.1.3 Post - Combined Stresses 4 2.4.1.4 Beam Connections 4 2.4.1.4.1 Design Forces 4 2.4.1.4.2 Connection Capacity 4 2.4.2 Transverse 4 2.4.2.1 Base Shear 4 2.4.2.2 Check Side Panel 4 2.5 Stability 4 2.5.1 Base Shear 4 2.5.2 Design Forces 5 P 1'ER S. HIGGINS AND ASSOC/A( CONSULTING STRUCTURAL ENGINEERS Project: Best Products Job No. 1573 Addendum 1 January 26, 1995 Sheet A -i 1 Reference Data This calculation reviews the installation of storage shelving for structural adequacy. The sealing of drawings is for the struc- tural review of the shelving only. Other information is not reviewed, nor approved. This is an addendum to the main shelving and platform review which was issued by this office December 9, 1994. Please see this material for information not contained in this addendum. 1.1 Documents 1.1.1 Drawings 1.1.1.1 By Peter S. Higgins and Associates BP -2, TN -2 1.1.1.2 By Others See original calculation 1.2 Loads 1.2.1 Vertical (Dead plus Live) 1.2.1.1 L &T Shelving Hand Stack material. Max 8 lbs /ft3 Top load max height = 2.5 ft (ceiling limitation) Max Load per level = 0.2 kips Impact nominal (no possibility of machine loading) 1.2.2 Seismic Zone 3 installations are designed to zone 4 criteria. 1.2.2.1 Genera]. t1991 UBC Standard 27 -11) Where: V = ZrC W Thus: V< 0.75W R w T213 Z =0.4 1=1.00 Rw =B Longitudinal 6 Transverse C 1.25S 5-2.75 T213 P ;1'ER S. HIGGINS AND ASSOCIAi. , J CONSULTING STRUCTURAL ENGINEERS Project: Best Products Job No. 1573 Addendum 1 January 26, 1995 Sheet A -2 within the range: 0.03W <_V5_ 0.183W S <1.5 (unless lower value per- mitted by soils report) W =Total Load (Dead Load of rack is usually negligible) T may be determined by any rational method, or the default C /Rw of 0.46 may be used. 1.2 2.2 Short Formulation If racks are interconnected such that 4 posts in each direction resist lateral load, then (using code defaults for C /Rw: V= 0.183 DL+ 2 r4 0.10W (since DL « LL) This condition is usually satisfied by interconnecting back to back rows of rack, or by tieing single rows across the aisles. 2 L &T Shelving 2.1 Components and Geometry W D -411-1110- a► 24 ga SIDE PANEL W =48" a =3" b =max 30" c =max 30" H =132" D =24" PLER S. HIGGINS AND ASSOCIA' , .J CONSULTING STRUCTURAL ENGINEERS Project: Best Products Job No. 1573 Addendum 1 January 26, 1995 Sheet A -3 2.2 Check Shelf Beams ot 0.85" M Psholf i'✓ (8)(2) =0.6 inch kips Standard - 14 ga SX =0.024 in3 Ma =0.58 in kips 2...3 Check Posts (Dead p Live Loads) O.K. a.3.1 Load to Post ((P critical section) Yti ✓DHcrib Pshelj = 2 =0.35 kips per interior (Tee) post 2.3.2 Post Properties and Capacities (net section) Axial Capacity 2,00" OPTIONAL I1 go REINFORCING BAR RESS FIT INTO POST _:__xrnl H 0.50" 2.4 Seismic 2.4.1 Longitudinal t =18 Ga As =0.24 in2 Sy =0.075 in3 KL Pa ry =0.56 in (in) (kips) M =1.99111 12 5.45 18 5,24 M =3.7211k 24 5.00 (with reinfor- 36 4.44 cing bar) 48 3.77 2.4.1.1 Base Shear Use Code Default Values for CS V= 0.138W= 0.049k 2.4.1.2 Design Forces P <0.35k V <0.049k M <Vb /2= (0.049) (30)/2 =0.730k FJ2,1'ER S. HIGGINS AND ASSOCIA„ .1 CONSULTING STRUCTURAL ENGINEERS Project: Best Products Addendum 1 January 26, 1995 Job No. 1573 Sheet A -4 2.4.1.3 Post - Combined Stresses P M Pa Ma = 0.45 <1.33 O.K. 2.4.1.4 Beam Connections 2.4.1.4.1 Design Forces Mconn<Q.73"k 2.4.1.4.2 Connection Camci.ty 1.5" Standard Connection • • Allowable Shear on Rivet = 0.9 kips Ma= (1.33) (1.5) (0.6) =1 . 8in k (Min. 2 -DRB's per post) O.K. 2.4.2 Transverse 2.4.2.1 Base Shear Use Code Default Values for CS V= 0.183W =0.13k per unit 2.4.2.2 Check Side Panel Number of units tributary to panel = 1 V <0.065 kips /ft 24 ga shear panel Va =3.8 kips /ft W' spot welds @ max. 6" (double shear) Va =1.43 k /ft Q$ 2.5 Stability 2.5.1 Base Shear Use Code Default Values for CS V= 0.183W =0.13k per unit P TER S. HIGGINS AND ASSOCIA, CONSULTING STRUCTURAL ENGINEERS Project: Best Products Addendum 1 January 26, 1995 Job No. 1573 Sheet A -5 2.5.2 Design Forces 0 v h' 1 +P 1 EQ For a rigid body Vh' Peg- D h' =72 inches Peq =0.38 kips TBolt = Peq - PD +L = 0.05k Use min. 3/16" diam. ICBO approved expan- sion anchors. Minimum embedment 1.5" into slab. O.K. NADI Td1Y12 1•■•■■■••■•••••••■■•••••• usonowomml 111111001•111M■11 •1••■••■•■• 11111••■■•=01 C■MMIMIIMI 011•11.111711111111111101 111111•NMMM=1.1 11M111•11•1111■0111111111 wommeanowar n 11111111•41110■117 RECEIVED CITY OF TUKWILA FEB 0 2 1995 PERMIT CENTER Uno© ©©llap, c1z©, Tam PROJECT: BEST PRODUCTS TUKWILLA DATE: 1.30.95 DRAWN BY: MICHAEL WEBSTER •Tennscb Engineering 1 TOP V I-W 11 QUADRUPLE BOX BEAM 1=1 = HORIZONTAL I—BEAM 12" HIGH 1 /2" MIG WELD ONE SIDE RECEIVED CITY OF TUKWILA FEB 0 2 1995 PERMIT CENTER DRAWN 1.30.95 MAW • 12" I—BEAM WELDED TO QUAD BEAM USED FOR MEZZANINE SUPPORT Ugin@©© ©QV° Dicksoro, Tam. CHIMED Ac„AoC:\ DWG \BESAWELDS scALE UNLESS CrITIERWISE SPECIFIED DIMENSIONS ARE IN INCHES TOLERANCE ON DECIMAL HOLE DIA. FRACTIONAL ANGULAR USED ON ' DRAWN BY: BULK STORAGE MEZZANINE MICHAEL WEBSTER SIZE PROJECT: CUSTOM MADE TO ORDER BEST PRODUCTS TUKWILLA ORKVIAL MUST HAVE DiOINEERINO STAMP IN RED . Tennsco Engineering FRO HORIZONTAL I —BEAM 12" HIGH \T V 1-W QUADRUPLE BOX BEAM 1/2" MIG WELD ONE SIDE RECEIVED CITY OF TUKWILA FEB 021995 PERMIT CENTER DRAWN 1.30.95 MAW 12" I -BEAM WELDED TO QUAD BEAM USED FOR MEZZANINE SUPPORT tanli) 0, ©0 (Po ®pq,Tam. CHECKED ACADC: \DWG \BEST\WELDS SCALE UNLESS OTHERWISE SPECIFIED DIMENSIONS ME IN INCHES TOLERANCE ON DECIMAL HOLE DIA. FRAC110NAL ANGULAR USED ON DRAWN BY: BULK STORAGE MEZZANINE MICHAEL WEBSTER SIZE PROJECT: CUSTOM MADE TO ORDER BEST PROLLA DUCTS TUKWI oRictw� MUST NWE O$N $O SrA#P IVIED 'ennsco Engineering D C. S DI- V -w QUADRUPLE BOX BEAM 1/2" MIG WELD ONE SIDE HORIZONTAL I-BEAM RECEIVED 12" HIGH CITY OF TUKWILA FEB 0 2 1995 PERMIT CENTER DRAWN 1.30.95 MAW 12" I-BEAM WELDED TO QUAD BEAM USED FOR MEZZANINE SUPPORT tvitnase© ©©M0 Maim, Torn . CHECKED ACM C:\DWG\BEST\WELDS SCALE UNLESS OTHERWISE SPECIFIED DIMENSIONS ARE IN INCHES TOLERANCE ON DECIMAL HOLE DIA. FRACTIONAL ANGULAR ... USED ON DRAWN BY: BULK STORAGE MEZZANINE MICHAEL WEBSTER SIZE . PROJECT: . CUSTOM MADE TO ORDER BEST PRODUCTS AJ ORIGKIL MUST HAVE EMINEERING STAMP RED Tennsco Engineering • Max. 24" ••••10-61.■ SIDE LVING -2 Level Unit T 24 ga side panel z CD U) 1 X 1 t0 2 mi MAX 96" t Std. Beam - Typ J MAX 48" —T 1 N 07 cel FRONT SIDE BULK SHELVING 2 LEVELS Ref. Dwg. TN-5 Max 1.000 lbs per Level Max 1.400 lbs per Bay 2 E MAX ss" 0"t Std. Beam - Typ 1 MAX 48" T FRONT SIDE BULK SHELVING 3 LEVELS Ref. Dwg. TN-5 Max 1.000 lbs per Level Max 1,400 lbs per Bay PETER H IEXPIRES .b-Z-1 -4(P 1 JAN 2 6 1395 TE D AS 0 TES SIR TIJRP.L NGINEERS 5-F NO `+ PACIFIC LEND CA 91202 X8,,8 IGN - G IGN - : •� HT. 0� ING BY rrTEN P NLY SIGNED IES • , !WING P . . TfON 0 VN ST I �• MSION • Y ARE V ROSSTNI !•• �I — 11 -95 P. H. MAX 96" Std. Beam - Typ MAX 48" FRONT SIDE BULK SHELVING 4 OR MORE LEVELS Ref. Deg. TN-5 Max. 1.000 lbs per Level Max 2,800 lbs per Bay GENERAL NOTES 1. This drawing shows typical unit material and geometry. See Best Products fixture plan for location within store. See Higgins Drawings TN 2, TN -5 for details of the shelving components. 3. BEAMS (Minimum- heavier may be used) Bulk shelving - Standard 3" L&T shelving - Standard (14 ga) 3. ARRANGEMENT A unit may have any number of beam levels if the above toads per bay and the maximum spacings shown are not exceeded. 006°3 vida RECEIVED CITY OF TUKWILA FEB 021995 PERMIT CENTER BEST PRODUCTS TENNSCO CORPORATION L &T AND BULK SHELVING TYPICAL CONFIGURATIONS Drawing* FRONT SIDE L&T SHELVING Ref. Dwg. TN-2 Max 200 lbs per Level Max 700 lbs per Unit 4 24 ga side panel MAX 96" T UT 1 X es 2 to Std. Beam - Typ 11 MAX 48" FRONT SIDE BULK SHELVING 2 LEVELS Ref. Dwg. TN-5 Max. 1.000 tbs per Level Max. 1.400 am per flay S. 114, e - toi o riii ExPIREs. JAN 2 6 13S5 bT V I X 11+ 2 I MAX 96" Std. Beam - Typ MAX 48" FRONT SIDE BULK SHELVING 3 LEVELS Ref. Dwg. TN-5 Max. 1.000 Ws per Level Max. 1,400 Ibs per Bay ces His PETER H c GINS D AS 0 TES STR TURA NGINEERS iim 5-F NORTh PACIFIC LEND , CA 91202 18-549-0072 NG BY SIGNED ILDING UST B Ilr •,ITTEN DESIGN • • • .3.1 HT. ISSION NLY. LY ARE V UCATION. OSS THI MAX 96" MAX 48" Std. Beam - Typ 2 m y ; FRONT SIDE BULK SHELVING 4 OR MORE LEVELS Ret Dag TN-5 Max_ 1.000Ibs per Level Max. 2500 lbS per GENERAL NOTES 1. This drawing shows t, unit material and geometry. See Best Products fixture plan for location within store. See Higgins Drawings TN-2, TN-5 for details of the shelving components 3. BEAMS (Minimum-heavier may be used) Bulk shelving - Standard 3" LAN shelving - Standard (14 ga) 3. ARRANGEMENT A unit may have any number of bearn levels if the above loads per bay and the maximum spaangs shown are not exceeded. .6, sW RECEIVE CITY OF TIP FEB 0 2 PERMIT CEls BEST PRODUCTS TENNSCO CORPORATION L&T AND BULK SHELVING TYPICAL CONFIGURATIONS Di • ails of the shelving product line only. See drawings (same Job Number) for components ant, dimensions, and site specific informs - ndsrd detail drawings for mobile base if n over this drawing. I approved types. e.g. (156)) :iciO RR 1 1452) (91) 5X Bolt Diameter. sad if 1120 approved. The anchor types, the installation drawing govern over the ndtorage is for installation on concrete slab raving for attachment details to mobile bases wired unless noted on the installation e cuiniments shall be oat where app liti ad on the installation drawings is in the installation drawings, the allowable soil O to O 0.85' Std. s 14 ga H.0. =11ga BEAM Dimensions O I- OPTIONAL 11 ga REINFORCING BAR PRESS HT INTO POST 24ga SIDE PANEL 1/4° SPOT WELDS @ 7' t6cicrj s 0 O .— 1.00' INTERIOR ALL DIMENSIONS TYPICAL UNO RIVET (1.40' HEAD 030' SHANK 0.25' THROAT TYP 6 b BEAM END WITH RIVETS POST Ij I) I I 11 I ENGAGEMENT OF RIVETS INTO POST HOLES POSTS (18 ga) / .r� CORNER BEAMTO POST CONN. i (1) Immo OPTIONAL 24 ga BACK PANEL FRONT SIDE TYPICAL ELEVATIONS (Sea installations drawings for specifics)- e s 3/18' DCP. ANCHOR TYP -. BOTTOM BEAM 11( VIP ONE ANCHOR PER POST UNO G\l‘i 00U \ POST ANCHORAGE A P Y T POST SHOWN FOR CLARITY 165'3 RECEI CITY OF TUKWILA isE sAk 0#1\115 N FEB 1321995 PERMIT CENTER i out 8 -12 -91 1 FxPIRE_ —2 /— % 1 .JAN 2 6 1995 MWOVED P. H. TENNSCO L AND T RIVET SHELVING STANDARD DETAILS 5 #73 Drawing TN -2 GENERAL NOTES osk 1. This drawing shows standard details of the shelving product line only. See engineer approved installation drawings (same Job Number) for components used, special details, arrangement, dimensions, and site specific informa- tion. See engineer approved standard detail drawings for mobile base if present. 2. The installation drawings govern over this drawing. 3. MATERIAL Steel - ASTM A570 Grade 40 UNO Bolts - ASTM A325 (Grade 5) Rivets - ASTM A502 -2 Expansion Anchors shall be ICSO approved types. e.g. Hilts Kwik Bolt (ICBO RR *2156)) Phillips Red Head JS type (ICBO RR t 1452) Ramaet TruBolt (ICBO RR #2391) Embedment shall be minims 5X Bolt Diameter. Other similar anchors may be used if ICBO approved. The anchor types, sizes, and embodiments shown on the installation drawing govern over the s sizes shown on this drawing. Anchorage is for installation an concrete slab only. See mobile base detail drawing for attachment details to mobile bases if present. Special inspections are not required unless noted on the installation drawings. CAC 24 infection requirements shall be met where applicable. 4. Post reinforcement, if specified on the installation drawings is in the bottom 36■ of the posts I1eo 5. Unless noted otherwise on the installation drawings, the allowable soil bearing value is 1.0 KSF. • 11 X 17 PRINTED ON NO. 1000N CIEARMINT • a O to O 0 Std. = 14 ga H.D. = 11 ga BEAM Dimensions n O 2.00' OPTIONAL 11 ga REINFORCING BAR PRESS FIT INTO POST 24 ga SIDE PANEL 114° SPOT WELDS @ T .fYP INTERIOR RIVET (L40" HEAD 030' SHANK 0.25' THROAT TYP 1.00' ALL DIMENSIONS TYPICAL UNO BEAM END WITH RIVETS to I•- POST POSTS (18 gal I I ENGAGEMENT OF RIVETS INTO POST HOLES CORNER BEAM TO POST CONN. OPTIONAL 24 ga BACK PANEL • FRONT TYPICAL ELEVATIOI (See installations drawings for spa '1Ti Qc 101 R P L .PPOST SHOWNHFO�R CLARITY .1‘i3 RECE : CITY OF TU EXPIRE. — /- ox„ JAN 2 6 1995 NO P GLENDALF./CA 9 i8- 64&051 zmulLILY A VAr' 119KM3 T►r orz P. H. FEB B2 PERMIT CE TENNSCO L AND T RIVET SHELVING STANDARD DETAILS Pest Products Tenneco Wide Span Bulk Shelving Location: 240 Andover Park West Tukwilla, WA (Zone 3) Prepared For: Tennsco Corp. Dickson, TN Prepared By: Peter S. Higgins And Associates Consulting Structural Engineers 1225 -F North Pacific Glendale, CA 91920 Peter S. Higgins, S.E. Job Numb Decem. This Document and the ,es-i• and Associates. It) provi be reproduced ink� ny fashi Higgins and As 6ci: es n e it 1573 ontains is copyrig as an instrument of without the written 94 t by Peter S. Higgins ervice, and shall not mission of Peter S. o ice If this :lcu atio. i contain 11 - ee - • ' alpolation the nex p e( = a d • all be Sectio 1. All �; to shall ink o a con • _ g color wi calcu =t on s signed acr• �. Buildinr ubm ed • bu a acc ear ss /IIMIII1112111111.1 RE li mp ppr e s his • Dep rtments ermit approval, it shall table of contents on al: drawin ate in op a seels a signatures in e Job NU r Reference. The lock. di .• • d ied GNED C • PIES ARE I ALID 010 00 cINpQ ?o 11.c \LISIA pv4660, RECEIVED CITY OF TUKWILA DEC 16 1994 PERMIT CENTER PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Best Products December 9, 1994 Job No. 1573 Sheet ii Table of Contents 1 Reference Data 1.1 Documents 1.1.1 Drawings 1.1.1.1 By Peter S. Higgins and Associates 1.1.1.2 By Others 1.2 Loads 1.2.1 Vertical (Dead plus Live) 1.2.1.1 Shelving 1.2.1.2 Platforms 1.2.2 Seismic 1.2.2.1 General (1991 UBC Standard 27 -11) 1.2.2.2 Short Formulation 1 1 1 1 1 2 2 2 2 2 2 3 3 3 4 4 4 4 4 4 4 5 5 5 5 5 5 6 6 6 6 6 6 6 7 7 7 7 7 7 7 7 8 8 8 8 8 9 9 2 Basic Structure 2.1 Components and Geometry 2.2 Check Grating 2.3 Check Grating Supports 2.3.1 Design Forces 2.3.2 Beam Properties 2.4 Check Shelf Beams 2.4.1 Design Forces 2.4.2 Beam Properties 2.5 Check Posts (Dead plus Live Loads) 2.5.1 Load to Post (@ critical section) 2.5.2 Post Properties (net section) 2.6 Longitudinal Seismic 2.6.1 Base Shear 2.6.2 Design Forces 2.6.3 Post - Combined Stresses 2.6.4 Beam Connections 2.6.4.1 Design Forces 2.6.4.2 Connection Capacity 2.7 Transverse Seismic 2.7.1 Base Shear 2.7.2 Design Forces 2.7.2.1 Stability 2.7.2.2 Brace 2.7.2.2.1 Design Force 2.7.2.2.2 Brace Capacity 3 Miscellaneous Metal 3.1 Columns (Item 1) 3.1.1 Load to Post 3.1.2 Post Properties and 3.2 Double Posts (Item 2) 3.2.1 Load to Post 3.2.2 Post Properties and 3.3 120" Girders (Item 3) 3.4 86" Girders (Item 4) 3.5 160" Girders (Item 5) 3.6 94" Girders (Item 6) Capacities Capacities PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Best Products December 9, 1994 Job No. 1573 Sheet iii 3.7 94" Beams (Item 7) 9 3.7.1 Design Forces 9 3.7.2 Beam Properties 10 3.8 81" Girders (Item 8) 10 3.9 156" Beams (Item 9) 10 3.9.1 Design Forces 10 3.9.2 Beam Properties 10 3.10 138" Beams (Items 10, 11, 12) 11 3.10.1 Design Forces 11 3.10.2 Beam Properties 11 3.11 60" Cross Aisle Supports (Items 13, 14) 11 3.11.1 Design Forces 11 3.11.2 Beam Properties 12 3.12 92" Beams (Items 15, 16) 12 3.12.1 Design Forces 12 3.12.2 Beam Properties 12 3.13 152" Beams (Items 17, 18) 12 3.13.1 Design Forces 12 3.13.2 Beam Properties 13 3.14 54" Cross Aisle Supports (Item 19) 13 3.14.1 Design Forces 13 3.14.2 Beam Properties 13 3.15 89" Girders (Item 20) 14 3.16 100" End Aisle Supports (Item 21) 14 3.16.1 Design Forces 14 3.16.2 Beam Properties 14 3.17 60" Cross Aisle Supports (Items 22, 23) 14 3.17.1 Design Forces 14 3.17.2 Beam Properties 15 3.18 94" Beams (Item 24) 15 3.18.1 Design Forces 15 3.18.2 Beam Properties 15 3.19 Stairs 15 4 Slab on Grade 16 4.1 Under Columns 16 4.2 Under Shelving 16 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Best Products Job No. 1573 December 9, 1994 Sheet 1 1 Reference Data This calculation reviews the installation of storage shelving for structural adequacy. The sealing of drawings is for the struc- tural review of the storage racks only. Other information is not reviewed, nor approved. Note: the project contains some LT type shelving (primarily for display and temporary storage). These are less than 96" high and exempt from UBC. They are not reviewed here. 1.1 Documents 1.1.1 Drawings 1.1.1.1 By Peter S. Higgins and Associates TN -5 1.1.1.2 By Others Tennsco Corp - UNO all drawings are as received 10- 28 -94. Drawing /Part Num- ber Sheet Rev Remarks L -1 Installation (location) drawing. L -2 L -3 S -i Structural Component Key 69B889 B Fabrication Details (11X17 UNO) 1531360 C 15B1362 B 15B1361 B 69B936 B 1531673 A 69B945 A 693946 A 13B547 A 15B1674 A 69B941 1 A 6913941 2 A 69B941 3 A PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Best Products December 9, 1994 Job No. 1573 Sheet 2 69B893 B 15B1363 C 15B1376 C 15B1705 B 15B1365A A 69B937 1 A 69B937 2 A DBLPOST A 15B1675 B 15B1344 D 15B1516 B 21B509 C 1.2 Loads 1. .1 Vertical (Dead plus Live) 1.2.1.1 Shelving Hand stacked, loose material Design for 6 lbs per cubic foot of gross volume Max. load per level = 600 kips Impact negligible (not machine loaded) 1.2.1.2 Platforms Access only - no storage DL= 5 psf LL =50 psf 1.2.2 Sei -mic 1.2.2.1 General (1991 UBC V`__ Thus: V<0.563W R, T213 Standard 27 -11) Where: Z =0.3 I =1.00 Rw =8 Longitudinal 6 Transverse C 1.25S T213 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Best Products December 9, 1994 Sheet 3 Job No. 1573 within the range: 0.03W V 5.0.137W S <1.5 (unless lower value per- mitted by soils report) W =Total Load (Dead Load of rack is usually negligible) T may be determined by any rational method, or the default C /Rw of 0.46 may be used. 1.2.2.2 Short Formulation If racks are interconnected such that 4 posts in each direction resist lateral load, then (using code defaults for C /Rw: V = 0.137 DL +2 Al 0.075W (since DL « LL) This condition is usually satisfied by interconnecting back to back rows of rack, or by tieing single rows across the aisles. 2 Basic Structure 2.1 Components and Cfeometry W D D Wa lardWAF/AFAIWArAtiFAI a/ ANFAI4y49/42FAII4202r41/421/ 41 W =max 96" Wa =max 48" a =max 48" b =36" c =max 36" (DRS Beams) H =192" h =126" D =48" D Note: Drawings erroneously show 2 panels 1y =54" ld =60" Upright Type asic PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Best Products Job No. 1.573 December 9, 1994 Sheet 4 2.2 Check Grating M <_QW° 8 =0.50 inch kips per foot Any bar grating AMPLE BY INSPECTION .3 Check Grating Supports 2.3.1 Design Forces Max. Trib. Width = 2 ft; Max Span = 8 ft M < Q a L✓ irib L 2 8 2.3.2 Beam Properties 1.50" 1.25" 43/64" 2.4 Check Shelf Beams 2.4.1 Design Forces LiW h“ (2)(8) =10.6 inch kips Sxmin = 0.44 in3 Double t =16 ga in Sx =0.68 in3 Ix =0.97 in4 =4.2 inch kips 2.4.2 Beam Properties CO N 50" 1.25" O.K. Smin - 30 =0.18 in3 Single t =16 ga in O.K. Sx =0.34 in3 43/64" Ix =O.49 in4 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Best Products December 9, 1994 Job No. 1573 Sheet 5 2.5 Check Posts (Dead plus Live Loads) A front interior post governs by inspection. 2.5.1 Load to Post (@ critical section) Shelving y6 ✓DHcrib P shall _ 2 =1.04 kips per post Platform Tributary Area = 17 ft2 DL = 0.09 kips LL = 0.95 kips Total P < 2.08 kips 2_.5.2 Post Properties (net section) = t /1.7 5" C t =14 ga As =0.31 in2 Sx =0.19 in3 rx =0.77 in Sy =0.15 in3 ry =0.68 in 2.6 Longitudinal Seismic 2.6.1 Base Shear Use Simplified Method V= 0.138W= 0.138(0.09 +1.04/2)= 0.087k 2.6.2 Design Forces P <2.08k; V <0.087k M <Va- (0. 6) P < (0.087) (48) - (0.6) (1.1) = 3.51 inch kips 1y /ry =79 a /rx =47 Fa =16.6 ksi Pa =5.15k Mxa =4.56 c kk (fixity due to width of base plate) PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Best Products December 9, 1994 Job No. 1573 Sheet 6 2.6.3 Post - Combined Stresses P M Pa Ma = 1.17 <1.33 O.K. 2.6.4 :beam Connections 2.6.4.1 Design Forces Mconn<3.51 "k 2.6.4. Connection Capacity 2" typ .7 Transverse Seismic 2.7.1 Base Shear Use Simplified Method V= 0.138W= 0.159k per bay 2.7.2 Design Forces D V thl 1 + P e4 Standard Connection Effective throat of hook = 0.50" X 0.105" = 0.052 in2 Allowable Shear on Hook = 1.56 kips Ma= (1.33) (1.56 (2) =4 .tin k O.K. Vh' Paq— D h' =126 inches Peq =0..42 kips Note: Bracing shown is schematic - see this section, subsection .2 for actual geometry. PETER S. HIGGINTS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Best Products Job No. 1573 December 9, 1994 Sheet 7 2.7.2.1 Stability Peq <PD +L - Stable -No Uplift. Anchors provide added Factor of Safety. Use min. 3/8" diam. ICBO approved expan- sion anchors. Minimum embedment 1.5" into slab. 2.7.2.2 Brace 2.7.2.2.1 Design Force Pbr <0.22k 2.7.2.2.2 Brace Capacity i 27/32" L kl (in) r Fa (ksi) Anet =0.16 in2 rmin=0.33 in Q =1.00 (Fy =36 ksi) Pa (k) 60 182 4.52 0.96 O.K. 3 Miscellaneous Metal 3.1 Columns (Item 1i 3.1.1 Load to Post Tributary Area < 60 ft2 DL < 0.3 kips LL < 3.0 kips tot < 3.3 kips 3.1.2 Post Properties and Capacities TS 4x14 ga A =0.93 in2 S =0.89 in3 r =1.39 in Kl /r= (126) /1.39 =91 Fa =15.0 ksi 1.33F'e =24.2 ksi Pa=14.0k 1733P'e =22.5k Mxa =21.4 k O.K. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Best Products Job No. 1573 December 9, 1994 Sheet 8 3.2 Double Posts (Item 2) 3.2.1 Load to Post Tributary Area < 20 ft2 DL < 0.1 kips LL <_1.0 kips ?'tot < 1.1 kips 3.2.2 Post Properties and Capacities U) r 1.75" / / t =14 ga As =0.61 in2 Sx =0.38 in3 rx =0.77 in Sy =0.46 in3 ry =1.15 in 3.3 120" Girders (Item 3) Tributary Width < 6.5 ft; Span < 10 ft Design Forces and Requirements w <0.358 kips /ft V <1.78 kips (direct bearing on post OK) M <4.5 foot kips Sxmin =2.23 in3 1x in=5.0 in4 (LL /240) ly /.ry =110 a /rx =165 Fa =5.49 ksi Pa =3.35k MXa =9.12"k M12x11.8 OK 3.4 86" Girders (Item 4) Tributary Width < 7 ft; Span < 7.5 ft Design Forces and Requirements M12x11.8 OK w <0.385 kips /ft V <1.44 kips (direct bearing on post OK) M <2.7 foot kips Sxmin =1.35 in3 1x in =2.3 in4 (LL /240) PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Best Products Job No. 1573 December 9, 1994 Sheet 9 3,5 160" Girders (Item 5) Tributary Width < 4 ft; Span < 13.5 ft Design Forces and Requirements M12x11.8 OK w <0.220 kips /ft V <1.49 kips (direct bearing on post OK) M <5.0 foot kips Sxmin =2.5 in3 Ix in =7.6 in4 (LL /240) 3.6 94" Girders (Item 6) Tributary Width < 11 ft; Span < 8 ft Design Forces and Requirements M12x11.8 OK w <0.605 kips /ft V <2.42 kips (direct bearing on post OK) M <4.8 foot kips Sxmin =2.4 in3 Ix in =4.4 in4 (LL /240) 3.7 94" Beams (Item 7) 3.7.1 Design Forces Tributary Width < 4.8 ft; Span < 7.9 ft Design Forces and Requirements w <0.264 kips /ft V <1.04 kips (hooks ample) M <2.06 foot kips Sxmin =1.03 in3 Ix in=1.84 in4 (LL/240) PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Best Products December 9, 1994 Job No. 1573 Sheet 10 3.7.2 Beam Properties 1.50" t 5/16" uad t =16 ga in O.K. Sx =1.79 in3 Ix =5.16 in4 3.8 81" Girders (Item 8) Tributary Width < 3.5 ft; Span < 6.9 ft Design Forces and Requirements M12x11.8 OK w <0.193 kips /ft V <0.66 kips (direct bearing on post OK) M <1.1 foot kips Sxmin =0.6 in3 Ix in =0.9 in4 (LL /240) 3.9 156" Beams (Item 9) 3.9.1 Design Forces Tributary Width < 2.2 ft; Span < 13 ft Design Forces and Requirements w <0.110 kips /ft V<0.72 kips (hooks ample) M <2.32 foot kips Sxmin=1.16 in3 Ix in =3.41 in4 (LL /240) 3.9.2 Beam Properties PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Best Products Job No. 1573 December 9, 1994 Sheet 11 5 /16" Ouad t =16 ga in Sx =1.79 in3 Ix =5.16 in4 3.10 138" Beams (Items 10, 11, 12) 3.10.1 Design Forces Tributary Width < 3.8 ft; Span < 11.5 ft Design Forces and Requirements w <0.209 kips /ft V <1.20 kips (hooks ample) M <3.45 foot kips Sxmin=1.73 in3 Ixmin =4.48 in4 (LL /240) 3.10.2 Beam Properties 5/16" Quad t =16 ga in Sx =1.79 in3 Ix =5.16 in4 3.11 60" Cross Aisle Supports (Items 13, 14) 3.11.1 Design Forces Tributary Width < 2.5 ft; Span < 5 ft Design Forces and Requirements w <0.138 kips /ft V <0.43 kips (hooks ample) M <0.43 foot kips O.K. O.K. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Best Products December 9, 1994 Sheet 12 Job No. 1573 Sxmin =0.22 in3 Ix in =0.24 in4 (LL /240) 3.11,2 Beam Properties Min. size, some are quad beams. 1.50" 1.25" 43/64" Double t =16 ga in Sx =0.68 in3 Ix =0.97 in4 3.12 92" Beams (Items 15, 16) 3.12.1 Design Forces Tributary Width < 3.8 ft; Span < 7.5 ft Design Forces and Requirements w <0.209 kips /ft V <0.78 kips (hooks ample) M <1.47 foot kips Sxmin =0.74 in3 Ix in =1.24 in4 (LL /240) 3.12.2 Beam Properties 1.50" $ 5/16" Ouad t =16 ga in Sx =1.79 in3 Ix =5.16 in4 3.13 152" Beams (Items 17, 18) 3.13.1 Design Forces Tributary Width < 2.5 ft; Span < 12.7 ft O.K. O.K. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Best Products December 9, 1994 Job No. 1573 Sheet 13 Design Forces and Requirements w <0.138 kips /ft V <0.87 kips (hooks ample) M <2.77 foot kips Sxmin=1.39 in3 Ix in=3.97 in4 (LL /240) 3.13.2 Beam Properties 1.50" 5/16" Ouad t =16 ga in Sx =1.79 in3 Ix =5.16 in4 3.14 54" Cross Aisle Supports (Item 19) 3.14.1 Design Forces Tributary Width < 4.5 ft; Span < 4.5 ft Design Forces and Requirements w <0.248 kips /ft V <0.56 kips (hooks ample) M <0.63 foot kips Sxmin =0.31 in3 Ix in=0.32 in4 (LL /240) 3.14.2 Beam Properties co N 1.50" 5/16" Quad t =16 ga in Sx =1.79 in3 Ix =5.16 in4 O.K. O.K. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Best Products December 9, 1994 Job No. 1573 Sheet 14 3.15 89" Girders (Item 20) Tributary Width < 7 ft; Span < 7.5 ft Design Forces and Requirements M12x11.8 OK w <0.385 kips /ft V <1.44 kips (direct bearing on post OK) M <2.7 foot kips Sxmin=1.35 in Ixmin =2.3 in4 (LL /240) 3.16 100" End Aisle Supports (Item 21) 3.16.1 Design Forces Tributary Width < 4.3 ft; Span < 8.4 ft Design Forces and Requirements w <0.237 kips /ft V <0.99 kips (hooks ample) M <2.09 foot kips Sxmin =1.04 in3 Ix in=1.98 in4 (LL /240) 3.16.2 Beam Properties 1.50" = 5/16" Quad t =16 ga in O.K. Sx =1.79 in3 Ix =5.16 in4 3.17 60" Cross Aisle Supports (Items 22, 23) 3.17.1 Design Forces Tributary Width < 2.5 ft; Span < 5 ft Design Forces and Requirements eV PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Best Products December 9, 1994 Job No. 1573 Sheet 15 w <0.138 kips /ft V <0.43 kips (hooks ample) M <0.43 foot kips Sxmin=0.22 in3 Ix in=0.24 in4 (LL/240) 3.1 .2 Beam Properties Min. size, some are quad beams. 1.50" $43/64" Double t =16 ga in O.K. Sx =0.68 in3 Ix =0.97 in4 1.25" 3.18 94" Beams (Item 24) 3.18.1 Design Forces Tributary Width < 2.0 ft; Span < 7.9 ft Design Forces and Requirements w <0.110 kips /ft V <0.44 kips (hooks ample) M<0.86 foot kips Sxmin =0.43 in3 Ix in =0.77 in4 (LL /240) 3.18.2 Beam Properties 1r 5 W = 5/16" Ouad t =16 ga in Sx =1.79 in3 Ix =5.16 in4 O.K. 3.19 Stairs Max rise < 10.5 feet; max run < 16 feet: Anv stringer big enough to fit treads OK by inspection. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Best Products December 9, 1994 Job No. 1573 Sheet 16 4 Slab on Grade 4.1 Under Columns, Treat slab as equivalent unreinforced square footing P Lc B 8= 12 Qa =21.8 in L _ 1 B —b —t 12( 2 =0.58 feet Mc= `�a 2 La (12) =1.98 in kip /ft 4.2 Under Shelving Where: P = 3.3 kips b = 4 in. (average) t = 4 in. f'c = 2,000 psi Qa = 1.0 ksf '''c= (12)(t2) 6 =32 in3 /ft Mc c�= C. C = 0.062 ksi SCONFT7C oallow 1 7 =0.085 ksi Oal. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Best Products Job No. 1573 December 9, 1994 Sheet 17 Treat slab as equivalent unreinforced square footing P FFTtTE-crrt B B= 12(j) Qa =17.4 in 1 (B—b—t) Lc 12 2 =0.48 feet Mc—(Qaa )(12) 2 =1.40 in kip/ft Where: P = 2.1 kips b = 1.8 in. (average) t = 4 in. f'c = 2,000 psi Qa = 1.0 ksf (12)(t2) Sc= 6 =32 in3/ft = Mc c Sc =0.044 ksi Schrrc Callow 1.7 =0.085 ksi structural calculations shelving calculations shelving design post loading lateral loading longitudinal dir loading in short direction loading longitudinal direction general notes side and front post arm base anchorage loaded 2 sided upright spreaders base front side rigidity beam base connection horizontal diagraphm braces post typical brace connection rigidity beam post connection appendix shelving manufacturing data 1 03 -07 -1994 i 4: 11F'r1 FROM Mardi >: Purch Gcodwatt r AL TO 18042612029 P.02 FIXTURE LOADING DO NOT EXCEED ANY OF THE MAXIMUM LOAD UMlTS ►N THE FOLLOWING SECTIONS IFINIMEMIIIINIMENIMMIlaulad INDIVIDUAL SHELF LOADING FRONT VIEW WALL SECTION 500 LBS. PLUS 500 LBS. = LBS. 1000 IBS. '=.- 2 Ia 500 L.B. COLUMN LOAD ON CENTER UPRIGHT EVENLY LOADED FRONT LOADED TI" ,.1 '... �il'.; Is' ^ 1" 400 LBS. 300 LBS. 20' THgU 20", THREE TAB, 7 AND 4' 040 um 404 u35. 380 Las. 28" TNRU sr, TAB, 3' AHD 4' 680 I Rs y50 Las. 335 LBS. . • 1'' ' n. ay i t I 500 LBS. PLUS 500 LBS. = LBS. 1000 IBS. '=.- 2 Ia 500 L.B. COLUMN LOAD ON CENTER UPRIGHT COLUMN LOADING` Colman Midis Is the wrtic.l lead, maswd Ii pasmh, Maas tart he appitel oa ss splphL Ea& awl* Mars ONE HALF OF THE LOAD WWII SHELF THAT IT MI/TORTS. MAXIMUM COLUMN LOAD IS 4,500 LBS. .1]O NOT EXCEED! TOP VIEW WALL SECTION 500 US, PLUS 508 IBS. = 1000 LBS. 1098 L9S. 2 = 5110 LB. COLUMN 113110 ON CENTER UPfUGHT TOP VIEW GONDOLA SECTION 750 LLS. PLUS 750 LBS. = 1500 LBS. 1500 L88.: 2 r" 7511 La. C01.UMH LOAD ON CENTER UMW' FRONT LOADED SHELVES l"r1 ' trotit bidiC ehetVd aCT.e most Il * siiwllai to is sdinpplb�ue loud capacities. Compars the Increases In igddlb. Iwd lryr of Pratt loaded tha.,rs over s''erly baded sro»ea, P*R11CUt LY Otte W%LL Ct�L110NL Al A3 1a" i" i.aa rkr 4' IS" 131 132 a" 83 r FRONT LA SHELVES A front Iosoed ten Is One tide has a void cst#een the tack panel and the merahmdisa. Iola one half of the loaned area aLn zion inn the gap &mansion end multiply Cries weight on shell in order In dater. mine IndM'dai etren ri?vb. toad. A2 A3 a1 03 + 4 is 11"), 800 ICs, Of 3,000 InWba. r + 4° is 11" x 400 lec, or 4,400 krcl✓bs. r ' 4" is 1r x 500 lbs. or 8,500 ki th/lbs. SIDE A 10141. 14,200 kdiilbs. 8" + 6" Is Ire 900 8n. or 3,800 intxvbs. 6" + 6" is 1z" x 800 ICs, or 8,600 indslios. 8' + 6" is 14" x 3001M. or 5,200 MolVlbs. SIDE B TOTAL 12,400 Inch/lbs. SUBTRACT B FROM A: 14,200 inel/lbs. 1,°"400 ru Mbe. 1.800 hcleAla. SAFE( 1,800 IN 1 /LBS. DOES NOT EXCEED 15.000 SNOW /WB. MAXIMUM, P.O. Box 177 • Goadwater, Alabama 35072 Al A2 A3 FRONT LOADS) St41VES ON WALL SECTIONS A tract badod shelf Is ant that his a void between the trade panel end the nerd>rdias lab one halt of Dr loaded area dimension plug the gap dimension and m times iseiytt on shell in order to dulei. trine key OW Ind+'*. bat. Al A3 5" + 8" is 13" a 300 be, a 5,000 inch/1DC. 5" + 8" Is 13" x 4001ec. or 5,200 krclvl+s, 7" + 8" is 15" x 500111s, or 7,500 ktcltrbe. SIDE A TOTAL 16,600 krd{/b6. DANGcRoUS! 18,800INCH/tBS, EXCESOS 16,000 IN tf/La. iia10 WhI (205) 839'6354 • (800) 633-6383 TOTAL P.02 A -/ EVENLY LOADED FRONT LOADED 15° DOwNS1OPE C THOU i 8", TWO TAO 7 AND 4' boo Las. 400 LBS. 300 LBS. 20' THgU 20", THREE TAB, 7 AND 4' 040 um 404 u35. 380 Las. 28" TNRU sr, TAB, 3' AHD 4' 680 I Rs y50 Las. 335 LBS. COLUMN LOADING` Colman Midis Is the wrtic.l lead, maswd Ii pasmh, Maas tart he appitel oa ss splphL Ea& awl* Mars ONE HALF OF THE LOAD WWII SHELF THAT IT MI/TORTS. MAXIMUM COLUMN LOAD IS 4,500 LBS. .1]O NOT EXCEED! TOP VIEW WALL SECTION 500 US, PLUS 508 IBS. = 1000 LBS. 1098 L9S. 2 = 5110 LB. COLUMN 113110 ON CENTER UPfUGHT TOP VIEW GONDOLA SECTION 750 LLS. PLUS 750 LBS. = 1500 LBS. 1500 L88.: 2 r" 7511 La. C01.UMH LOAD ON CENTER UMW' FRONT LOADED SHELVES l"r1 ' trotit bidiC ehetVd aCT.e most Il * siiwllai to is sdinpplb�ue loud capacities. Compars the Increases In igddlb. Iwd lryr of Pratt loaded tha.,rs over s''erly baded sro»ea, P*R11CUt LY Otte W%LL Ct�L110NL Al A3 1a" i" i.aa rkr 4' IS" 131 132 a" 83 r FRONT LA SHELVES A front Iosoed ten Is One tide has a void cst#een the tack panel and the merahmdisa. Iola one half of the loaned area aLn zion inn the gap &mansion end multiply Cries weight on shell in order In dater. mine IndM'dai etren ri?vb. toad. A2 A3 a1 03 + 4 is 11"), 800 ICs, Of 3,000 InWba. r + 4° is 11" x 400 lec, or 4,400 krcl✓bs. r ' 4" is 1r x 500 lbs. or 8,500 ki th/lbs. SIDE A 10141. 14,200 kdiilbs. 8" + 6" Is Ire 900 8n. or 3,800 intxvbs. 6" + 6" is 1z" x 800 ICs, or 8,600 indslios. 8' + 6" is 14" x 3001M. or 5,200 MolVlbs. SIDE B TOTAL 12,400 Inch/lbs. SUBTRACT B FROM A: 14,200 inel/lbs. 1,°"400 ru Mbe. 1.800 hcleAla. SAFE( 1,800 IN 1 /LBS. DOES NOT EXCEED 15.000 SNOW /WB. MAXIMUM, P.O. Box 177 • Goadwater, Alabama 35072 Al A2 A3 FRONT LOADS) St41VES ON WALL SECTIONS A tract badod shelf Is ant that his a void between the trade panel end the nerd>rdias lab one halt of Dr loaded area dimension plug the gap dimension and m times iseiytt on shell in order to dulei. trine key OW Ind+'*. bat. Al A3 5" + 8" is 13" a 300 be, a 5,000 inch/1DC. 5" + 8" Is 13" x 4001ec. or 5,200 krclvl+s, 7" + 8" is 15" x 500111s, or 7,500 ktcltrbe. SIDE A TOTAL 16,600 krd{/b6. DANGcRoUS! 18,800INCH/tBS, EXCESOS 16,000 IN tf/La. iia10 WhI (205) 839'6354 • (800) 633-6383 TOTAL P.02 A -/ 03 -07 -1994 04:11PM FROM ladix Purcn Goodwater RL OFFSET LOADING Al A2 A3 TO 18042612029 P.01 Offset laainep is me surod In irwA /gonna eed repritserTs the bending bad it the connecllon of the base Moo and the upright. To determine H you fixed the bad lure of t re fixture ... take the difference between the larger indrlli. calculations on ant Ode nt the falu'e and Its IntirnD. Tabulations on re oorr side. 'DNS DIP71901 CE CANNOT EXURB 15,8001acl /lbs. In the rasa of oral sections ... the Trak elation for the one side CANNOT EXCEED 15,40 lath/Teri. EVENLY LOADED SHELVES ON GONDOLAS Dlride eaTh Mau depth by 2 and multiply times weight on the$ in order to determine Individual shell intM./b. lad. Al l r + 2 Is 9" x 330 lbs. or 2.700 Inch/lbs. A2 1r ' 2 is 9" x 4001bs. a 3,600 ruti/Ibs, AS 2r + 2 IS 11" x 530 lbs. or 5400 nchrths. SIDE A TOTAL = 11.800 ikeh/lbs. Bt 18" + 2 rs 9" A300 tbs. Or 2.700 ind,/be. 82 16" + 2 xe 9" x 300 lbs. or 2.700 ira ubs. B8 22" + 2 Is 11" x 300 IOs. or 330[1inch/be. Std[ B TOTAL = 8,700 inct/bs. SUBTRACT B FROM A! 11,800 bich/bs. — 8.700 inctt/bt. 3,100 inch/lbs. SAFE! 3,100 lNCli /LBS, DOES NM EXCEED 15,000 INCH/W. MAXIMUM. EVENLY LOADED SHELVES ON WALL SECTIONS Divide etch shelf depth by 2 and sidhply time weight on shelf in order to determine intreltacel sheet inm/b. bad. Al A2 A9 t8" + 21s 9" x 300 lbs. tie 2,700 inch/lbs. 18" 2 is 9" x 400 Its. or 3,600 MW1bs 22" _ 2 is 11" x 500 lbs. or 5,500 ktdVlbs. SIDE A TOTAL = 11,800 irtylds. SAFE! 17,500 POCH/LBS. DOES NOT EXCEED 15,0001NCH/LB. MA)OiPLUAM RE. LE i EL #NG OFFSET LOADED FIXTURES AFTER THE FIXTURE IS LOADED, IF A GAPPING OF THE SHELVES APPEARS ON THE HEAVILY LOADED SIDE, IT IS POSSIBLE THE ORIGINAL INSTALLATION IS THE CAUSE. YOU MUST CHECK THESE TWO CONDITIONS BEFORE PROCEEDING! 1. ALL UPRIGHTS MUST OE AT SAME HEIGHT A. VISUALLY SIGHT ACROSS TOP OF RUN TO CHECK FOR HIGH OR LOW UPRIGHTS. B. IF A ROW OF SHELVES IS NEAR THE TOP OF THE UPRIGHTS. DO THEY APPEAR TO SAG OR RISE AT ONE UPRIGHT. EOM OOMRECAVN: MU A ETINMiCINfE ACROSS TOP Of UPRIGHTS FROM END TO 6Vo, TOR LOw UPRIGHTS ON UGHTLY LOALiW SECTOR .. . a. Raise but shoe levelers on each side equalli watt upright touches etrmpine. FOR $16N Ut1116taTE ON LUGe1TLT LAAOto GEMINI .. . a. Remove cddcplatet on both sides 01 the bet ul dprr:, b. Screw uptight leveler out. or bows, mishap top of upright until tt Tolle= sniloane. c. Screw base stet levelers do•T an tyua, number of turns until base shoes lode up.LOinsi atJnpti. FOR KM UrittaNTS ... LIGHTLY ON HEAVILY LONOEb MOTIONS 0. Remove kichplates on both sides of the tigh upright. b. Sara kpr;Wl leveler up Into upright ... 'his may solve "too high F i s h i e r , " . .. H not c. 5erevr Bose shoe leveters up Into shoe eh epral number of tarns until to of ua'ipht touches otnopline. 2. NONE OF THE SECTIONS HAVE BEEN MOVED OUT OF ALIGNMENT A. VISUALLY SIGHT ALONG FRONT OF BASE SHELVES. B. COMPARE FRONT OF BASE SHELVES TO A TILE LIME. C. BASE AND UPPER SHELVES WILL HAVE A UNIFORM WEDGE SHAPED GAP BETWEEN ADJACENT SHELVES. FOR CORRECTION: AICLNC 7Nf NEE SHAPED GAP AMEAS, rat'ataarir roan TNr SECTICIN NAM All UNE AND CLOSING THE GAPS, NOTE: Depending on the type of rnercefwodise and weight, it may be pecasary to unload a Farabtiy unbad MM seaon before nwrkip. H section aunt be wood by loot pressure aginst loco fete joint a. Place 2x4 blocky aapaarm kidcptety Io'rrd and tap back into b. a Lisa > a n e a t amend 2x4 block a5aind liaptaf% joint ... pdk should be braced muss the aisle ap3nsl a beg 2e4 spanNaC several Idctgatate loans. IF THE ABOVE CONDITIONS ARE NOW CORRECT, LOOK FOR SHELF GAPS ON THE HEAVILY LOADED SIDE ... THE BASE SHELF JOINT WILL BE TIGHT, BUT THE UPPER SHELVES WILL HAVE INCREASINGLY LARGER WEDGE SHAPED GAPS TOWARD TOP. Remove Iddyletes cn both sides Inc at Nast one section on eithi side bf hraviy loaded meson. ON UpNTLY LOADED SIDE: R. Run upright shoe *Me *Me Ito shoe anbt the preo,vee Is all o11... S4" tree movement. ON IEAYUY LAADfD EIDE c. Begin at first *MN bailed upright TO YOUR RIGHT tadnp the heavy basted side .. . run bast shoe leveler down until ail she$ pipe at that wtx�ear dose bohtly d. Repeats with temalyde belly IoAded upriphts, WOUND TO YOUR LEFT. ON UsIIILY LOADED SLOE: Run loop shoo levels?* down until shoe locks up against updghL t. Replace kidgddts on both salts. P.O. Box 17T a Goodwater, AJabarna 35072 (205) 839 -6354 • (800) 633 -8383 A DATE. PROJ: DIAMOND TOYS / SPORTING GOODS WALL GONDOLAS PAGE: PROFILE: of 11 G601 SLOTfEb UPRIGHT w/ LEVELERS \ S20" G601 SCHEDULE PROFILE No. HEIGHT G601 A 138" 1Zo PAINTED PEG —BOARD BACK PANEL COMPONENT FINISH MATERIAL UPRIGHT ASE DECK PT -10 STEEL PT 11 STEEL rJCK PANEL 3.1a cu. xrt' 4oa MOOT ( PT 10 STEEL COMPONENT BACK PANEL SHELVES FIN. FLR. Vz#10 SCALE: 1/2" = FINISH PT -11 PT -11 STEEL wide span shelving PElNCO Wide Span Components Upright Frames Penco Wide Span Upright Frames are made from heavy gauge steel, MIG welded into one rigid assembly containing posts, diagonal and horizontal braces and foot plates. There is no assembly required. Other sizes are available. Posts are punched on the face to provide positive inde• pendent beam placement on 2" vertical centers. The posts are marked on 12" centers to facilitate placement of shelf levels. A slot on each side of the post accepts a nib on the end of each beam, to lock it in Place. Frames have a capacity of 10.000 pounds with a 1.92 safety factor where vertical beam spacing does not ex- ceed 60 ". Rigidity Beams (A) ' Rigidity beams provide lateral stability for me shelving: a minimum of 2 pairs of beams is required per unit. They are constructed of 3" hign steel channels v,otn return flanges, with a beam end connector welded to each end. It is normally not necessary to place rig +o ty beams beneath each steel shelf. Beams are supplied in even foot lengtns from 4' through 8'. Clearance bet■veen upright frames is 1/4" more than stated beam size. If Inc beams are being used as load bea•,ng members, then Beam Braces are required (see Beam Braces one nev: page). • • Cat. No. Capacity" (per pair) (per pair) 20315 2500 20316, 2140 20317 1780 20318 1580 20319 1340 1� t 6:' 7. E4' Steel Shelves (B) Pen: Steel Wide Span Shelves are the utura :e in providing a smooth, safe sur• fa tr storing a wide variety of items. Tn • are 134" high and feature double fian es at front and rear edges with a full 1s•,0-• reinforcing pan welded to the ceT -.r of the bottom. Ear Snell requires a pair of Side Shelf Su:ccrts, which must be ordered se:a•tely. For 36 ", 42" and 48" oe,•rs, the appropriate number of 18" an: Z2" deep shelves are provided, and ere rs:alled together on the Shelf Sup• po achieve the stated depth. Upright Height Upright Depth 18' 24" 30" 36" 42" 48" 50 "' Cat. No, Cat. No. Cat. No. Cat. No. Cat. No, Cat. No. Cat. No. 72" 84" 95" 120" 144" 168" 192" 200000 20008C 20016C 20332C 2004BC 20001C 20009C 20017C 20033C 20049C 20055C 24001C 20002C 20010C 2001BC 20034C 200500 200550 24002C 20003C 20011C 20019C 20035C 20051C 20067C 24003C 20004C 20012C 20020C 20036C 20052C 20065C 24004C 20005C 20013C 20021C 20037C 20053C 200690 24005C 2P072C 2P084C 2P096C 2P020C 2P044C 2P069C 2P092C All Wide Span Beams have a patented Beam Lock that secures the beam en,d'to the upright post to retard accioental beam des• lodging. An em• bossed nib on Inc beam end engages a slot on the side of the upright post, which holds the beam end tight against the post. Can be disengaged with a rubber mallet. U.S. Patent No. 4,928,834 Side Shelf Supports (C) Heavy gauge steel angles which support steel shelves. Each support engages the upright frame at four points. One or more tangs stamped into the surface engages the reinforcing pan on the shell bottom to prevent accidental dislodging of the shelf. One pair is required for each steel shelf. Depth 24" 30" 36" 42" 48" Cat. No. (per pair) 22024 22030 22036 22042 22048 Capacity (Lbs) (per pair) 3600 2900 2400 2100 1800 Wire Deck See page 39 for available sizes and ordering information. *For use only with H.D. Plywood Beam. Allows use of standard 48" plywood deck without cutting for depth dimension. "Capacity per pair In pounds for evenly distributed Load when used as load bearing members using Beam Braces /H.D, Plywood Supports as follows: 60" & 72" long, • 1 Beam Brace; 84" & 96" Length, 2 Beam Braces. -27- Shelf Widths Capacities Below (Cap.) in Pounds, Evenly Distributed Shelf 48" 60" 72" 84" 96" Depth Cat, No, Cap, Cat. No, Cap. Cat. No. Cap. Cat. No. Cap. Cat. No. Cap. 24" 22424C 1500 -.2.�5 C 1200 `I 1000 22724C 800 22824C 600 30" 22430C 2300 225315C•'111'66- 226300 1500 22730C 1200 22830C 900 36" 22436 2400 22536 2400 22636 2000 22736 1600 22836 1200 42 "• 22442 2000 22542 2000 22642 2000 22742 1600 22842 1200 48" 22448 1800 22548 1800 22648 1800 22748 1600 22848 1200 *For use only with H.D. Plywood Beam. Allows use of standard 48" plywood deck without cutting for depth dimension. "Capacity per pair In pounds for evenly distributed Load when used as load bearing members using Beam Braces /H.D, Plywood Supports as follows: 60" & 72" long, • 1 Beam Brace; 84" & 96" Length, 2 Beam Braces. -27- PENCO Wide Span Components & Accessories Plywood used in lieu of Steel Shelves Special beams and supports are used when plywood, pressed wood, flake board, oriented strand board or other composition type panels are used in place of steel shelves (these deck ma- terials must be purchased separately). Two beam types are available: Stand. and Plywood Beams, and Heavy Duty Plywood Beams. Each is cut an extra 1/2" long to facilitate placement of full loot lengths of decking. Each uses a different type of front to back support for the plywood. Neither can be used in the same unit or bay with standard rigidity beams, because the lengths are different. Standard Plywood Beams Standard size panels may be used without trimming. This is accomplished by the step design which allows deck- ing depths which match the upright depth. Capacities vary by beam length. Plywood Support Angles must be ordered separately. Heavy Duty Plywood Beams These beams can support a greater load than Standard Plywood Beams, and have a flush front facing the aisle. Requires the use of Beam Brace.'H,D. Plywood Supports which are ordered separately. A full 48" x 96" deck will fit on a pair of 96 -1/2" beams when 50" deep upright frames are used. Heavy Duty Plywood Beams can be used in the same unit or bay with Standard Plywood Beams. However, the deckng material must be trimmed for the heavy duty beams. Standard Plywood Beams used with plywood decking. Standard Plywood Beams Designed to support 1/2" thick deck material flush with top of beam fiance when used with the appropriate number of Plywood support angles which insert into slots in beam step. Overall height is 31/2 ", Beam step is 11/2" deep x s.B" high. A 48" deep deck will fit between beams without trimming when a 48" deep upright frame is used. Cat. No. Capacity' Length (per pair) (per pair) 481" 20337 2500 601/2" 203338 2120 721" 20339 1700 20340 1500 961/2" 20335 1350 84!'2„ Standard Plywood Support Angles (A) Standard Plyvocd Suppon Angles fit into the slots in the team step d(SZancarc Plywood Beams. Order separately from beams. Order 2 per pair of 481/2" E 601/2" beams; 3 for 721" & 641" beams: 4 for 961" beams. Rigid Wall Brackets ... Used to fasten to wall for sturdy single row applicatidhs. Includes hardware to fasten to frame. Depth Cat. No. 4" 5AR404 6" 5AR406 8" 5AR408 10" 5AR410 'Capacity in pounds for evenly distributed load. Heavy Duty Plywood Beams A heavy duty beam designed for greater capacity when used with deck material. Deck material sits on beam step and is supported by the'appropriate number of Beam Brace /Heavy Duty Plywood Sup. pons (order separately). Deck must be trimmed to 2" less depth than the depth of the upright frame. Cat. No. Length (per pair) 481/2" 210480 721/2" 210720 961/2" 210960 Beam Brace /Heavy Duty Plywood Supports (B) Capacity' (per pair) 2500 2500 2500 This item fits easily into the inside of the beam opening and has two functions. When Rigidity Beams are used as load bearing members. the Beam Braces are used to keep the beams from twisting. When used with Heavy Duty Plywood Beams they are used as Plywood Sup- ports. Use a minimum of two supports per pair of beams. Use more if reouired oy your load conc:tion — see capacities below. Depth 24" 30" 36" 42" 50" (A) d. Support Cat. No. 20341C 20330C 20342C 20332C 20336C (B) Beam Brace/ H.D. Support Cat. No. 202040C 202050C 202060C 202070C 202080C 2P0050C (B) Capacity Each Lbs. 1200 1100 900 700 500 500 Rigid Row 1'11 Spacers : I - C,. . o. Used to space and join back•to -back units. Adds rigidity to double row appli- cations. Includes hardware. Depth Cal. No. 6" 5AR506 8" 5AR508 10" 5 12" 5AR5AR512 10 1.17EIN.77\1). • Wide Span Shelving Units Wide Span Units are easy to order. Shown below are common sizes of units with 2 and 3 steel shelves, plus units for 3 levels of plywood shelves. Order as many Basic Units as you need for your row of shelving, then order one Rack Ending Kit to end each row or single unit (plywood must be purchased separately). 2 SHELF UNITS - STEEL Basic 2 -Shell Unit Includes: Uengnt Frame 2 Steel Shell Levels 2 Pau Slce Snell Succors 2 Pair Rlgictty Beams Comer rack enoing ;ut separately) Rack Ending Kit 3 SHELF UNITS - STEEL �I Basic 3 -Shell Unit Includes: 1 Ucrigrt Fra.: e 3 Stet. Snell Le.es 3 Pair Slce Sr.e t St.coc. s 2 Pau Rigidly Bean -s (crCet rack etIC:ng %11 Se:ate:ely) Rack Ending Kit Many other sizes are available by ordering from the com- ponent parts on the following pages. Allow for the 2" thickness of each upright post in planning your layout. The Wide Span Growth Chart below illustrates this con- cept for your convenience. 60 30" DEEP 36" DEEP 48" DEEP Basic Unit Rack Ending Kit Basic Unit Rack Ending Kit Basic Unit Rack Ending Kit Wide Inches High Inches Cat. No. Cat. No. Cat. No. Cat. No. Cat. No. Cat. No. 60 72 20351 20002C 20359 20003C 20375 1 20005C 72 72 20353 20002C 20361 20003C 20377 20005C 84 72 20355 20002C 20363 20003C 20379 200050 96 72 20357 20002C 20365 20003C 20381 20005C 60 96 20383 20018C 20391 20019C 20407 20021C 72 96 20385 20018C 20393 20019C 20409 200210 24 96 20387 20018C 20395 20019C 20411 20021C 96 96 20389 20018C 20397 20019C 20413 20021C 60 120 20415 20034C 20423 20035C 20439 20037C 72 120 20417 20034C 20425 20035C 20441 20037C 84 120 20419 s. 20034C 20427 20035C 20443 20037C 96 120 20421 20034C 20429 20035C 20445 20037C 60 144 20447 20050C 20455 20051C 20471 200530 72 144 20449 20050C 20457 20051C 20473 200530 i 84 144 20451 20050C 20459 20051C 20475 20053C 96 144 20453 20050C 20461 20051C 20477 20053C 3 SHELF UNITS FOR PLYWOOD Rack Basic 3 Level Unit Ending for Plywood Includes: Kit 1 Upr'ght Frame, 3 Pair Standard Plywood Beams. 3 Plywood Support Angles per pair of 72'h" Beams. 4 Plywood Support Angles per pair of 96Ye Beams. (Plywood not included. Omer rack emir.; kit secarately) Wide Span Growth Chart When planning a row of Wide Span. allow for the 13/4" width of each upright post and 1/4" additional per beam for the thick- ness of the beam ends. The chart shows typical growth for two 96" steel shelf units and 961/2" plywood beam units. 721/2 120 — — — — 20512 20037C 961/2 120 — — — — 20514 20037C 721/2 144 — — — — 20535 20053C 961/2 144 — — — — 20537 20053C 11 sr (MIL SNILVCS) I i i 1. 1. .— 'D' I" ll DI►IN I: llli —1tP • 1 1 1Ir- ) ) H•ITLSL tH(Lr 11 114•CL(*S Ili t• I' I YW00 tN / 11' LONG -- - C 9. lr d. , ►LYWOOD /, /��• - IL -73 s. Tj 11• 11•10LYW000) •5,11 .,L 1.1•1•••••• sot ...•.., For safety purposes, we recommend that Wide Span uprights be anchored. ,, tif47 -2E Turner 6 Aseoeiutea Post -IC• brand fax transmittal memo 7871 la of Fw•s ■ 1 coy co. bept. Ahotw M /1 _ a(j� �1 • ✓jam 1 1W�j Fax fax* March 28, 194 TO: Toni Adams = FROM: Druce'Williams SUBJECT: Response td your request, FUR Exchange, f • �E r-, , 1) Dimensions and steel thickness of 1 ,",3/4 "x I 3/4" (3.0625 sq. in. (.975) channel shaped with two flanges. M.I.G. welded two footplates that to each upright frame. 004 261 2029 P.OE NEW oomptbM !'OUPPMEN1 OOMPANV £017 FOREST ) ?LL *NUE RK>INOrQ '4 GISAA 23:25 8;a' OM98 F'X 6:64.3304.7530 NDFFV.X eatar403O rack tube columns: of space) x 14 gauge additional stiffening ate 4 "x 7 "x 3/8" thick 2) Dimensions and thickness of steel diagonal with method of attachment: Norizontal. and diagonal braces are 16 channel shaped, 25/32" wide x 1" high. Heights of.8 feet to 11 feet have three horizontal two diagon l braces. Heights 12 feet to 16 feet have four horizontal and three diagonal bacee. Top and bottom horizontal braces are M.I.G. welded 7" from top and bottom of posts, other horizontal braces are eq ally spaced. J� I1 bracing, along gauge (.059) and TOTAL P.01 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Best Products December 8, 1994 Job No. 1573 Sheet DA -1 DRAWING APPROVAL The following (attached) drawings are approved via the seal on this sheet. Tennsco Corp - UNO all drawings are as received 10- 28 -94. Drawing /Part Number Sheet Rev Remarks 69B889 B Fabrication Details (11X17 UNO) 15B1360 C 15B1362 B 15B1361 B 69B936 B 15B1673 A 69B945 A . s S.I s '111111 69B946 A lr.n'i'see1 13B547 A IIEMILVIAI 15B1674 A 1`1" ,,;,' 1 69B941 1 A ureay'' !''' 69B941 2 Ali• 69B941 3 A lummwmialiaLAJilim K TM CEPW IIII 69B893 .B 1 W 15B1363 C 15B1376 C 15B1705 B 15B1365A A 69)3937 1 A 698937 2 A DBLPOST A 1581675 B 15B1344 D 15B1516 B 21B509 C RECEIVED CITY OF TUKWILA DEC 1 6 1994 art CENTER a a 8 a 0 a 0 8 0 0 a 8 0 POST 15B1360 RECEIVED OCT 2 8 1994 PETER S. HIGGINS & ASSOC i 3 (994 If DIM CAT. NO. 36 BUF -2496 40 BUF -3096 51 7 16 53 15/16 BUF -4296 BUF -4596 BUF -4896 52 15 16 BUF -36120 96 120 84 84 15 1 2 15 1 2 15 1 2 2112 BUF --451 2 0 :G BUF --54 BUF -1896 BUF -18120 BUF -1884 2 BUF -2484 BUF -3084 1:i111=1.-L.:iii NOTE THIS 6" DIM. FOR THE ANGLED BRACE IS FROM BOTTOM OF HOR. BRACE TO THE CENTER OF ANGLED BRACE. THEN ON THE OPP. END- IT IS 6" FROM TOP OF HOR. BRACE TO THE CENTER OF ANGLED BRACE FOOT PIXE DOUI3Lt UPRIG1 T „/ 158;675 VIEW A—A • RECEIVED CITY OF TUKWILA DEC 161994 PERMIT CENTER UNLESS OTHERWISE SPEWED DIMENSIONS ARE IN INS • ADDED CAT. NO. 8/30/94 1/26/82 TOLERANCE ON (DOUBLE) END ASSEMBLY USED ON BULK STORAGE Brant a©© cmpD Mtn% Teem MAT'L. GA. • FRACTIONIM- ti /64 ANGULAR L7 SCRiP'1'70I�I REVISIONS D SHEET SIZE D COIL BLANK SIZE a MULTIPLE FEED SIZE PART NO. 69 B889 anar a. muss Ha+E Sage rrD - TENNSCC = EtiG1NEEiI1I GR1GIdAL''DRAW1NG CCD — L KW "B" + .12 'B" 6 cry'.) 2 POST 1581350 r l t RECEIVED OCT 2 8 1994 PETER S. HIGGINS & ASSOC t • .\ NOTE: THIS 6" DIM. FOR THE ANGLED BRACE IS FROM BOTTOM OF HOR. BRACE TO THE CENTER OF ANGLED BRACE. THEN ON THE OPP. END- IT IS 6" FROM TOP OF HOR. BRACE TO THE CENTER OF ANGLED BRACE FOOT PLAE DOUBLt UPRIGHT 15B;67C; VIEW A - -A DRAWN 5/6/81 HT AD Y:\ 5698889 31994 'A'DIM 30 42 45 48 'B' DIM 96 96 96 96 C. DIM 'D' DIM NIFEMINWANNOTE0 MEDIMMEM MINEINT 16 z 39.1 2 45 1/2 53 15 16 BUF =Kim 36 120 t'r��� BUF -36 ��i1f►��-�iTBIt =EMI= =Is PAINE IN/MMIWRIN11111113111111/1 :1 IMAM IRMA _ /M WW1 52 15 16 45 120 BUF-45 _i BUF-541 BUF - -18 BUF-18 54 18 18 18 30 120 96 120 84 84 65 50 1 2 BUF -1 c— 8 4 BUF -30 • Ny- OF EIVED CITY IUKWILA DEC 16 PERMIT CENTER VIEW A —A f'\ 'A" DRAWN ON ACAD - ADDED CAT. NO. 8/30/94 USED ON BULK STORAGE 1/26/82 REVISIONS Q SHEET 0 COIL BLANK 1 mm©© ©© Dicessons Tom MAT'L GA PART NO. fig B889 mow » st TENNSCO ENGINEERt1 OF IGI dAL 'DRAWING e.. ,u U r1a+u CCD — i COA 1LBN 1D PI i I RECEIVEDI OCT 2 8 PETER a H GGINS & ASSOC l IIM: I — {3/41 -- 3/8 T 2 PITCH 51/64 1/64 RADIUS PERMISSABLE IN CORNERS OF NOTCHES 13/16 1 G F DJ AW l 5 /4/81 HT E D cHeexrrs Kxo YI \11:W5B1360 saw PEST UMW() OOPS T®89QB. C ADDED 144 & 204 TI] TAB 8/31/94 KMW B REDRAWN ON ACAD 8/22/94 A CHANGED FROM 9/32 0/1/82 KMW HT YM. EDESCF2 IF m CZ> NI DATE BY REVISIONS UNLMS OTHB hLSE SPECIFIED DIMENSIONS ARE W INCHES TOLERANCE ON DECIMAL 1 _nos HOLE DLk. I FRACTIONAL ± I/64 ANGULAR moo -'1/2 USED ON BULK STORAGE MAT'L GA 14 GA.C.0747) ❑ SHEET SIZE 0 COIL BLANK SIZE 11 MULTIPLE WED SIZE. PART NO. 1521360 (TAB) ORKIN L LUST HOSE DICINEEMIGS SDIIP N RD TENNECO ENGINEERING ORIGINAL DRAWING By41/ //ate 111.6 J IOU ank f-3/8 1 19/32 5 17/32 1 19/32 1 19/32 I 1 $DN 'A' 1 .3/8 PART NQ. 15B1360 =48 48 —60 60 — 72 . 72 — 84 84 —96 96 °A "DIM _ —204 204 -- 13/41 --- 13/8 -1 1 1/4 1-- 51/64 FT I 2 PITCH- O f 1/64 RADIUS PERMISSABLE IN CORNERS OF NOTCHES F E D C B A o*NW*+ 5/4/81 HT CHECKED POD Y'\10-15B1360 POST nns&o q-orp. Ofellson, Tenn. ADDED 144 & 204 TO TAB REDRAWN ON ACAD CHANGED FROM 9/32 SYM. �ESCF2IPTION 8/31/94 KMW 8/22/94 KW 10/1/82 HT DATE BY REVISIONS UNLESS °THEME SPECWIED DUAONS ME DI INCHES TOLERANCE OH D£COAM. ± .005 HOLE DIA. '_ FRACIIOHAL t1/64 ANGULAR .eao t1 /Z USED ON BULK STORAGE mA' L GA` 14 GA.c0747) 0 SHEET 0 COIL BLANK SIZE SIZE 0 MULTIPLE FEED SIZE PART NO_ 1531360 GAR) oMMMAL MUST MOE aamwa MED TENNSCO ENGINEERING ORIGINAL DRAWING By/Cfi ate --t Kau A EDN 7// // DN DIMENSIONS ON: 698894 ; 698889 ; 69B 895 69B947; 698948; 69B949; 698950 69B951; 698952; 698953; 698954 69B1044 1 27/32 NOTE: BEND RADII TO BE 1/16 ® RECEIVED OCT 281994 PETER S. HIGGINS & ASSOC DRAWN 5 -4 -81 H.T. F CHECKED APPROVED APPROVED BRACE TENNSCO CORP. DICKSON. TENN. C B A EC -/ REMOVE CHART /Zia7182 diegt 1-25-82 H.T- - SYM. DESCRIPTION DATE BY REVISIONS UNLESS OTHERWISE SPECIFIED DIMENSIONS ARE IN INCHES TOLERANCE ON + .002 DECIMALt.005 HOLE DIA. -.000 FRACTIONAL t 1164 ANGULAR t 1/20 USED ON BULK STORAGE MAIL_ 16 G a. ( -0598 SCALE FULL PART NO. 1581362 1 6164 , 23/32, s 1 °A: DIMENSIONS ON: 698894 ; 69B889 ; 698895 698947; 698948; 698949; 698950 698951; 698952; 69B953; 698954 69 B 1044 NOTE: BEND RADII TO BE 1/16 1 E 232, RECEIVE OCT 28 t MIER S. ElIGGINS& T DRAWN 5 -4 -81 H.T. F E D C B A CHECKED APPROVED APPROVED BRACE REMOVE CHART 1-25-82 H.T DESCRIPTION REVISIONS DATE BY UNLESS OTHERWISE SPECIFIED DIMENSIONS ARE IN INCHES TOLERANCE ON + .002 DECIMAL±.005 HOLE DIA. -.000 FRACTIONAL± 1/64 ANGULAR± 1/2° USED ON BULK STORAGE TENNSCO DICKSON. T MAT'!_ 16 Ga. (-059 SCALE FULL PART NO_ 15 B 1362 9/16 DIA 3 1/2 3/4 RECEIVED OCT 2 8 9994 PETER S. HIGGINS & ASSOC G DRAWN 5/5/81 HT F CHECKED E D •C Arda Y' \10 \15B1361 StAIE FDDT Tom. CHANGED m B # 8/31/94 A T RAWN 1'N AC An 8122194 KMW SYM. DESCRIPTION DATE BY REVISIONS UNLESS DIMENSIONS ARE IN INCHES TOLERANCE ON DEDWL t .005 HOLE DK. + .D02 • a00 FRACf1ONAL. ±1/64 ANGULAR ±1/2 USED ON. • BULK, STORAGE MAIL GA ' 11 GA. (1196) ❑ SHEET SIZE O COIL BLANK SIZE O MULTIPLE FEED SIZE PART NO. 15B1361 cam*. war NNE DK1pea Saar w LIED TENNSCO ENGINEERING ORIGINAL DRAWING By6W Date AUG 3 1 1994 9/16 DIA. 2 1/4 3 1/2 3/4 F E D ORAVN 5/5/81 HT CHECKED ADD Y1\10 \15B1361 SCALE -C CHANGED TQ B # 8/31/94 KMW KMW UNLESS OTHERWISE SPECIFIED DIMENSIONS ARE D INCHES TOLERANCE ON DECIMAL t .005 - HOLE DIA. _ FRACTIONAL *1/64 ANGULAR 31/2 FOOT RECEIVED OCT 28 1994 PETER S. MGM NS & ASSOC (° (� S Cr® ©©g1 . IDIttmora, T. i USED ON BULK- STORAGE D SHEEP SIZE D COIL BLANK SIZE MA'I'L GA. 11 GA. (.1196) PART NO. 15B1361 crIMPUL liUST ..- DcatmtlIC $D&r N RED TENNSCO ENGINEERING ORIGINAL DRAWING By[ Date AUG 311994 RECEIVED OCT 2 8 694 PETER S. HIGGINS & ASSN ITEM PART NO. 1 2 DESCRIPTION AMT. POST POST TOP PLATE 3 15B1673 127 1/4 .164 (8 GA.)- -1 POST BOTTOM PLATE 1 1 1 F E D C B A DRAWN LDP. 5/6/85 CHIEMCED ACAD 5 \69B936 SCALE _ - UPRIGHT POST ASSEMBLY Dlekston, Teen DOWD +16411. . ISA= m W MIMED 4 a MST 9/7/94 KMM/ DRAWN ON ACAD L) ESC R 1 1110 I-1 9 /7 /9�KMW DATE BY REVISIONS UNTEss OTT-TERME SPEctRED DONS ARE IN INCHES TOLERANCE ON DECRIAL ± .005 HOLE DLA. FRACTIONAL r1/64 ANGULAR ±1/2 USED oN BULK STO RAGE IvIEZZANINIE MATE.. GA ❑ SHEET SIZE 0 COIL BLANK SIZE fi MULTIPLE FFED SI7F PART NO. 69B936 TEFINSCUTIRIMINEERING ORIGINAL DRAWING By(�Nt_. Date Se? _ Q 199 ALL AROUND (60TH ENDS) RECEIVED OCT 28 199'. PETER S. HIGGINS & ASSOC ITEM 1 PART NO. 2 13B546 DESCRIPTION 15B1667 POST 3 �- -.164 (8 Gl.) 127 1/4 .164 (8 GA.) --IL POST TOP PLATE 15B1673 POST BOTTOM PLATE 2 31/32 1/2— �2 1/1 -•--1 1/3 —8-7 v■ 1/2 AMT. 1 1 1 1/2 DIA (8) —1 3/ 1/2-- -■--3 1/2- �- -4 1/2— 1/2 DIA (4) DRAWN ID?.5/6/85 F E D c 8 A CHECKED AcAD Y: \5 \69B936 SCALE _•- UPRIGHT POST ASSEMBLY but nSc.® coup. Nam, Tom owiQn +Sisk a ,SNm lo N ayagat a► at mar 9/7/94 DRAWN ON ACAD SYitd. Co ESCF2I PT1 O IS! 9/7/94 DATE KMW KMW BY REVISIONS UNLESS OTHERWISE Sim DIWENSIONS ARE IN INCHES TOLERANCE ON DECIMALS .005 HOLE DIA. moo FRACDONAL 21/64 ANGULAR ±1/2 USED oN BULK STORAGE MAIL GA. MEZZANINE ❑ SHEET SIZE ❑ COIL BLANK ' SIZE n Mill TINE FFFI) SI7 PART NO. 69B936 TE ORIG NAL DRAWING - By(i54_. Date S._ 9 1/2 DIA. (4) /2 HOLD 1/2 7 HOLD 8 RECEIVED OCT 2 8 1994: PETER S. HIGGINS & ASSOC �--- .164 (8GA.) DRAWN LDP 5/10/85 F aiedcm Arno Y_ \15 \15B1673 POST BOTTOM PLATE - WS©© ©©II Diebton, Tom 6 A DRAWN ON ACAD. 916/94 KMW SYM. DESCRIPTION DATE BY REVISIONS - UNLESS OTHERWISE SPECIFIED DMIENSIOM ME IN INCHES 1OLDANCE ON DECIMAL ± .005 LADLE D*A. ± FRACTIONAL 11/64 ANGULAR 31/2 USED ON BULK STORAGE (698936) UPRIGHT POST ASSEMBLY MATL GA. 8 G1. S%EL (1644) 0 SHEET SIZE 0 COIL BLANK SIZE PART NO. 1581673 TERNMYTIMIlleEffiNG ORIGINAL DRAWING By L Date SEP TOM T /2 DIA. (4) 3 1 /2 HOLD RECEIVED 0CT28 IEGV PETER S.HIGGINS &Assoc �-- .164 (8GA.) DRAWN LDP 5/10/85 CI MCKIM ACV Y1\15 \1581673 SCALE POST BOTTOM PLATE tIe n mat, Tem KMW BY UNLESS 0711 SE SPECIFIED DUSONS ARE IN INCHES TOLERANCE ON DECIMAL ± .005 HOLE nut ' ; FRACTIONAL *1/54 ANGULAR 31/2 USED ON BULK HT POST E (ASSEMBLY Marl GA. a et SIEL (1644) ❑ SHEET SIZE 0 COIL BLANK SIZE CT MU, TIPLF FFFD SDF PART NO. 15B1673 TEMMTIMMEENING ORIGINAL DRAWING By bee.' Date SEP T BM 7 �Y12 X 11.8 Jdd. JU+ADR 8Eµ( 7 Nam X OM= Pet caret mu) 164 (6 OA) can AIL !MUM 1 2 PART NO. 13B547 -LGTH 1581674 3 1/1 F-2 1/111-.1 12 DESCRIPITOIN I -BEAM I -BEAM END PLATE AMT. 1 2 RECEIVED OCT 2 8 1994 PETER S. HIGGINS & ASSOC 1/i D$. 1totI (4) (fit Dos) G F ortAwr+ LDP 5/9/85 CHICCSOCD E D Y \5\698945 HORIZONAL 1— BEAM ASSEM. (71E .TO POST ONLY) i@GtD n s C�-O my. X84, TIMM c B A - SYM DRAWN ON ACAD r:.> c T10 N 9/13/94 KMW DATE EK REVISIONS MESS OTHERNSE SPEJCIFiED OSIENSIONS ARE IN INCHES TOLERANCE ON DEDfiAI. t AO5 HOLE Ink. ' F11ACI1ONAL r1 /84 ANGULAR S1/2 USED ON BULK STORAGE MEZZANINE MAIL GA. 0 SHEET SIZE CI COIL BLANK SIZE PART NO. 69B945 OWL& Yt1! ItalE D1ittD7ia SOLD 1MD TENNSCO ENGINEERING ORIGINAL DRAWING - -"•:`• - - • -- - 1.; - 7 1 1 1 $ ITBA 1 2 PART NO. 13B547-LGTH 15B1674 3 1/ta--. 1/2-•-• 1/111-.1 12 G O WN LDP 5/9/85 CH I C C CD E D Amo Y7.N.5\ 69B9 45 solE 9 " A- SYM DRAWN ON ACAD rz, sc F21 1=*-7- 1 C>1.1. •■■■■•••■■•• .1.1_13LLE DTM 13f REVISIONS MESS MEW= .SPECRED 121IEHS0 IS APE DI INCHES TOLERANCE ON OECOAAL. t .005 HOLE DI& 'cm FRAcnom. Ws+ *MAR 11/2 HORIZONAL 1- BEAM ASSEM. (TIE .TO POST ONLY) USED ON BULK STORAGE MEZZANINE CI SHEET COIL BLANK SIZE ID MU! TIPLE FFFD SI7F MOW Dkissa MATL PART NO- 69 011111114.. mar WM SIMI TENNSPO E ORIGINAL C O 7 1/2 DL+. HOLE (4) DRILLED AFTER 'END RAMS /.SSFNIEILED 7/16 7 /16.HOtD-1 164 (8 G&) f' - x (LENGTH PER ORDER Iraq WELD AL AROUILD (BOTH ENDS) ITEM H PART NO_ 138547 -LGTH DESCRIP11OIN 1 —BEAM 2 1581674 I—BEAM END PIATE AMT. 1 2 3 1/16 1,2_1 2 2 r.. 11 II 11 11 II Q 11 I I II II II 11 11 11 1I 11 11 11 II II 11 I1 Q 11 11 II 11 11 11 RECEIVED OCT 2 8 1994 PETER S. HIGGINS & ASSOC 1/2 DV. HOLE (4) (BOTH [2iDS) G F D A wr, LDP 5/9/85 CHECKED E D #CO Y \5\69B946 SrLE HORIZONAL 1- BEAM ASSEM. (TIE TO POST & BEAM) nf @op co©rD Dicistora, Ts . C B A DRAWN ON ACAD 9/13/94 -KMW C) ESCRIF'TLOLV DATE BY REVISIONS UN= QI}ER'l= SPECIFIED OWENSIONS ARE 84 INCHES TOLERANCE ON ca w& ± .005 HOLE DiA. a FRACTIONAL 21/64 ANGULAR ±1/2 USED ON BULK STORAGE MEZZANINE Q SHEET SIZE Q COIL BLANK SIZE O MULTIPLE FEED SIZE MAIL c4 PART NO. 69B946 OWN& WV IIIK DONEE/ON sour >K ItED TENN800 ENGINEERING ORGNAL DRAWING By °aie SEP 6 sal 1/2 O A. HOME (4) DRILLED &FISt-END ELATES ASSUMED I t 3 7/16 M12 X 11.5 Jdd. JUNIOR BEAU 7/16 HOLD-1 K O ENGIH PER ORDER LIDO .164 (8 G&) WED AIL AROUND (90TH ENDS) 12 PART NO. - 131547 —LGTH D3= SCRIP1101N 1—BEAM 1581674 11 11 11 11 11 11 II 0 0 II 11 11 :JL t --BEAM END P RE OCT PETER S.1, 1/2 Du. HOLE (4) (e0114 ENDS) t= D'u'g" LDP 5/9/85 CHECKED APO Y \5698946 SCSLE HORIZONAL 1— BEAM ASSEM. (TIE TO POST & BEAM) C DRAWN ON ACAD CI. SCR1 -rL CIoN1 9113194 -MAW DATE BY REVISIONS MUSS S OTHERWISE SPEDRED OWIENS7QNS ME IN INCHES 'DURANCE ON DEx9&11. ± .003 HOLE DA. FRACTIONAL 81/64 ANCUL R 81/2 USED ON BULK EZ7NO NE E file ?41ATL GA. a SHEET S17F PART NO. ❑ COIL BLANK SIZF 69B QJ4ULTIPLE FEED SIT oRM/ lust Me (MEM 1tNNNCO O�tVAL 8Y Date S A` —21/64 (LENGTH PER ORDER nEM) ' _______ _ J-7/32 2 oti+WNLDP 5/9/85 \5`113854 SULE L 7/32 RECEIVED OCT 2 8 1994 PETER S. HIGGINS & ASSOC /640. I--- - -3 1/16 --j RIM) COM. Teem • MATE. GA. M12 X 11. 461. JUISOR DRAWN ON ACAD DECUIL, f LOS HOLE DIA. ± 4*z FRACTION . *1/64 A UUAR 17/2 Q SHEET - SIZE 0 COIL BLANK SIZE • „ , I - ;aa, '. 13B547 OlOaliC MST MC ONIIMOOR SAW !1 NED TENNSCO ENG1NEERINti ORIGINAL DRAWING* 13,4/ Date SEP 9, 4994 F E n c e A eseoexCc■ ACM Y \5 \138547 SCALE 1 —BEAM tie n i1 SAC► -c) EDIcksonsTem DRAWN ON ACRD IDESCF2 1PT1C1� 9/2/94 KMW DATE BY - REVISIONS DO/LXSIONS ARE Di IMES ICU: NICE ON DECIMAL t .X5 HOLE DIA. ± , FRRCIIDWL t1/64 A CUUR t, /Z USED ON BULK STORAGE HORIZONTAL .I -BEAM MATLGA. M12X11 41d- .10103R Q SHEET = SIZE_ 0 COIL BLANK SIZE PART NO. 13B547 0 MCn 11PL FEED st7_F_ oa� w�u I eo ®sr+ saw x �s TENNSCO ENG)NEEF ORIGINAL DRAWING Sj }7u/ Date SEP 4 , 1994 1/2 DIA. HULE (2) 1/2 2 1/16 1/2 RECEIVED OCT 2 8 1994 PETER S. HIGGINS & ASSOC .164 C8 GA.) -.I I--- G of WN YI\LDP 5/9/85 -E CHIE=ICIED Ar+D Yt \15\15B1674- SCALE FULL I- -BEAM END PLATE Ufa ®'® Diduan, Ti. eaQ9 R A DRAWN BN ACAD 9/6/94 KMW SYM. C7,ESCRIPT[Of�! DATE BY REVISIONS MESS oTHERw1SZC SPECIFIED DIUENSIONS ARE DI /Alms 1otERArlcE OH DECIMAL t .DOS HOLE DA. 4. .X DM manoNAi. *1/64 Ascut R ±1/2 USED ON BULK STORAGE MAIL CAA 8 GA. (1644) .i;■� CI SHEET SIZE 0 COIL BLANK SIZE J1 MUI 7PLF EFED S17F PART NO. 15B1674 OIYDOUL MGT ME 0‘04336.3 roar N SPED TENNSCO ENGINEERING ORIGIN. DRAWING gate SFP 8 1994 1/2 DIA. HALE C2) 4 1/16 2 1/16 12 3 of►.N Y'\LDP 5/9/85 CHECKED ACD ¥' \15\15B1674 srx£ FULL DRAWN ON ACRD 9/6/94 1/2 I --BEAM END PLATE MESS OTHERWISE SPE D DRIENSIOKS ARE IN etch TOLERANCE ON I ESCRiPTIOIV REVISIONS DEMILIAL S .005 HOLE DIA. +. moo FRACTIONAL *1/64. ANCUTAR !t/Z RECEIVEE OCT 2 8 199 PETER & HGGINS & .164 C8 GA. --4 [.-- USED ON BULK STORAGE HORIZONTAL I —BEAM Q SHEET SIZE. Q COIL BLANK SIZE �I MUI ELF FFFD S2F PART NO COMPZ. mar ME TENNSCO =Le. r...1•1111■NINf- wRE WELD sew BETIEiN 804cs CMP X BOTOU) AC (WITH PER ORDER TIE a) ......... .......................as !TEM PART NO: 115B1363 —LGTH 1 1581376 —R 15B1376 —L DESCRIPTION AMT. BOX BEAM R.H. BEAM END FINGER. 15B1670 L.H BEAM AND FINGER SPOT YIELD BEAMS TOGETHER %ARE YIELD sEai BETrEEN BEks S -- -s ....Q @aRSRtsaaaa3a TOP VIEW FINGER MOUNTING PLATE 2 2 RECEIVED OCT 2 8 1994 PETER S. HIGGINS & ASSOC 2 SPOT YIELD BEw ToGEDER .105 (12 GA. .Go0 (16 GA.) .120 (11 GC) WIRE WELD 1581670 (RATE) 10 1581363 (BEAUS) (DO 1HtS OH 801H ENDS) . TE: ADEQUATELY WELD ASSEMBLY DRAvoi LDP 5/2/85 CtiECKED #c, Y: \5 \698941 SCALE QUADRUPLE BOW BEAM W/ .DOUBLE FINGERS. BOTH ENDS al, Teem. DRAWN ON ACAD L7ESCRLPTIOr 9/7/94 DATE KMW BY • REVISIONS UNLESS OTHERWISE SPECIFIED DIMENSIONS ME IN INCHES TOLERANCE ON DECYAAi. s .DDS HOLE DIA. ± 402„ FRACTIONAL. ±1/64 AMMAR t1 /2 USED ON BULK STORAGE MEZZENINE MAT'L GA. p SHEET . SIZE CI COIL BLANK SIZE 69B941 PART NO_ 5 laMU TIPLE FEED SIZE oRJG.UL MUST HAVE ENGaNFg3NQ SUMP IN RED TENNSCO ENGINEERING ORIGINAL DRAWING 8ytity Date ll!T F 1 IRE WELD SE44A BETWEEN pews c:Dp & earm114) (mot PR owe% rrEls) - MEM 4 PART NO. DESCRIPTION 15B1363—LGTH 1 BOX BEAM 15B1376 —R IR.H. BEAM END FING 15B1376 —L LH. BEAM AND FING 1581670 FINGER MOUNTING PLA R OCT 2 8 PETER S.I4GGINS SPOT %VELD HEWS TOGEDER WIRE \VELD SEM4 BETWEEN BEASSS TOP VIEW ------ ---------- -------------------- SPOT WELD BEAM TOGETHER .105 (12 GA. .060 (16 GA.) WIRE WELD 15B1670 (PLATO TO 15813433 (psues) OcrIlts OH %RH ENDS) NOTE: ADEQUATELY WELD ASSEMBLY DRAWN ON ACAD 9/7/94 KMW c.,sc IR IF'—rIQr4 DATE BY UNLESS OTHERWISE SPECIFIED DIMENSIONS ME IN MIES TOLERANCE ON QUADRUPLE BOW BEAM W/ .DOUBLE RNGERS. 80TH BIDS USED ON BULK STORAGE DECIMAL ± .005 HOLE DIA. :1: FRACTIONAL ±1/64 ANGULAR *1/2 E1 SHEET- SIZE O COIL BLANK SIZE %mina@ Eft= mArt... GA. PART NO_ 69 ORIGVW. MUST ENGIdEER TENNSCO ENGIF ORIGINAL DRAW BY6P4( Dater WIRE WELD SEAM BETWEEN BEAMS kTOP & BOTTOM) TOP VIFW WELD BEAMS TOGETHER "A" (CUT TO LEGTH) WIRE WELD SEAM BETWEEN BEAMS T ( SPOT WELD BEAM TOGETHER NO. DESCRIPTION : AMT. 3 —LGTH BOX BEAM 4 76 —R R.H. BEAM END FINGER 2 76 —L LH. BEAM AND FINGER 1 2 670 FINGER MOUNTING PLATE ; 2 .060 (16 CA.) I.- 3 5 3/4 RECEIVED OCT 28 PETER S. HIGGINS & ASSOC i n n n it n u u n DRAWN LDP 5/2/85 F CHECKED gran Y:\5\69B941 SCALE QUADRUPLE BOW BEAM OPEN BOTH ENDS 11®U Una ©© © ©V?. 011tham, Tem C B A DRAWN ON ACAD SYM c'ESc F=2 IF' ICD IV 9/7/94 DATE REVISIONS KMW BY DECIMAL # .005 HOLE DIA- ± o0 FRACTIONAL 31/64 ANGULAR 31/2 UNLESS aTl$RWISE SPECIFIED DIMENSIONS ARE 04 INCHES TOLERANCE ON USED ON BULK STORAGE MEZZEN1NE MAIL. GA ❑ SHEET SIZE ❑ COIL BLANK SIZE rI MU TIPLE FELD SIZE PART NO. "' 2 69B941 ORIGINAL NUST HAVE ENGINEERING STAMP IN RED TENNSCO ENGINEERING ORIGINAL DRAWING ah?Dzte2 7 WIRE WELD SEAM BETWEEN BEAMS kTOP & BOTTOM) SPOT WELD BEAMS TOGETHER "A' (CUT TO LEGTH) WIRE WELD SEAM BETWEEN BEAMS SPOT WELD BEAM TOGETHER ITEM 1 2 3 PART NO. DESCRIPTION AMT. 15B1363 —LGTH BOX BEAM 4 1561376 —R R.H. BEAM END FINGER 2 1561376 —L 1581670 L.H. BEAM AND FINGER 2 FINGER MOUNTING PLATE .060 (16 GA.) 3 TV I I n a 5 3/4 g 1 G g g g LLXJ RECEIVED OCT 28 PETER S. HIGGINS & ASST? DRAWN LDP 5/2/85 F E CHECKED AID Y: \5 \698941 C B A DRAWN ON ACAD 9/7/94 SYM F2IPTIOIV DATE —1 KMW BY REVISIONS SCARP UNLESS OTHERWISE SPECTRE/ DIMENSIONS ARE IN INCHES TOLERANCE ON QUADRUPLE BOW BEAM - OPEN BOTH ENDS WW @CEO Eicamorta, T DECIMAL ± .005 HOLE DIA. •O° FRACTIONAL 1.1/64 ANGULAR ±1/2 USED ON BULK STORAGE MEZZENINE MAIL GA. 0 SHEET SIZE o COIL BLANK SIZE n MULTIPLE FEED SIZE PART NO. 5 69B9 ORIGINAL » HAVE ENGNESING TENNSCO ENGI ORIGINAL DRA 3Y11TDate ; K WIRE WELD SEAM BETWEEN BEAMS )(TOP & BOTTOM (LENTH PER ORDER !TEM) SPOT WELD BEAMS TOGETHER .... .eaaaaaaois�� ".°aaameo'3.saec= as .o___ Q 1 15 16 aaacaaa :amnaemaaas aaaaaaaaaa TOP VIEW —29/64 WIRE WELD SEAM SEMEN BEAMS 63/64 SPOT VELD BaM TOGETHER .105 (1 GA. .060 (16 GA.) 12 .120 (11 GA.) ITEM PART NO. DESCRIPTION 1 15B 1363 -LGTH BOX BEAM 2 15B1376 -R R.H. BEAM END FINGER 3 15B1376 -L L.H. BEAM AND FINGER 4 15B1670 FINGER MOUNTING PLATE AMT. 4 2 2 2 RECEIVED OCT 2 8 1994 PETER S. HIGGINS & ASSOC 5 3/4 WIRE WELD 156137600 BEAM) TO 1581670 (PLATE) (00 THIS ON BOTH ENDS) G °RAVIN LOP 5/2/85 F CHECKED E ACAD Y: \5 \698941 D SCALE QUADRUPLE BOW BEAM FINGER 1 END OPEN OTHER t ®ti ©© ©©9. DDS; 4(Im. C B A DRAWN ON ACAD 9/7/94 KMW SYM DESCRIPTION DATE BY REVISIONS UNLESS OTHERWISE SPECIRED DIMENSIONS ARE 114 INCHES TOLERANCE 014 DECIMAL ± .005 HOLE DIA. ' 'oo FRACTIONAL t1/64 ANGULAR ±1/2 USED ON BULK STORAGE MEZZENINE MAIL GA. ❑ SHEET SIZE o COIL BLANK SIZE n MULTIPLE FEED SIZE_ PART NO. `fir 69B941 ORIGINAL uusr HAYS ENCNEERING STAMP x REI TENNSCO ENGINEERING ORIGINAL iovokyIN ByJt bb.?' ate t 2 F L.A. / WIRE WELD SEAM BETWEEN BEAMS kTOP & BOTTOM (LENTH PER ORDER ITEM) SPOT WELD BEAMS TOGETHER TOP VIFW 'A' —29/64 WIRE WELD SEAM BETWEEN BEAMS REF. 63/64 12 spar wan BEAM TOGETHER .105 (12 GA. .060 (16 GA.) .120 (11 GA.) F DRAWN LDP 5/2/85 cH CKED Aran Y: 5 69B941 SCALE ITEM PART NO. 1 15B1363 -LGTH 2 15B1376 -R 3 15B1376 -L 4 15B1670 DESCRIPTION BOX BEAM R.H. BEAM END FINGER LH. BEAM AND FINGER FINGER MOUNTING PLATE RECEIVED OCT 28 PETER S HIGGINS & ASSOC 5 3/4 WIRE WELD 15B1376(END BEAM) TO 15B1670 (PLATE) (DO 11-IIS ON BOTH ENDS) C B A DRAWN ON ACAD 9/7/94 KMW SYM ID ESCRIPTLCNV DATE BY REVISIONS UNLESS OTHERWISE SPECIFIED DIMENSIONS ARE IN INCHES TOLERANCE ON OECOSAL ± .005 HOLE DIA '_ FRACTIONAL ±1/64 ANGULAR ±1/2 QUADRUPLE BOW BEAM FINGER 1 END OPEN OTHER USED ON BULK STORAGE MEZZENINE �fnl(iI�C�O T MAIL GA. ❑ SHEET SIZE El COIL BLANK SIZE ,p MULTIPLE FEED SIZE PART NO. `4T 69B9 ORIGINAL saust KV& EMINEEm+a SOUP TENNSCO ENGI ORIGINAL pat, By Date TOP VIEW X "A" FRONT VIEW -WIRE WELD 1581376 (END BEAM) TO 15B1373 (BOX BEAM) (BOTH EBDS) 15B136 BOX BEAM RECEIVED OCT 2 8 1994 PETER S. HIGGINS & ASSOC 9/1 158137 END BEAM END VIEW G F DRAWN 5/19/81 HT cHECKED 7/16 7/16 /16 PART NO. CAT. NO. 69B893 -48 BHB -48 —72 BHB -72 —96 BHB -96 E D ACAD Y: \5 \696893 BOX BEAM ASSEMBLY bgwitzcoo o©Ppn Dic�k�SC•�n c B A SYM. DRAWN ON ACAD ADO CAT. NO. KMW HT 8/24/94 1/26182 CD=5CRIPTICIV DATE BY REVISIONS muss OTHERwisE SPECIAED DIMENSIONS ARE IN INCHES - TOLERANCE ON DECIMAL * .005 HOLE DIA. + „2 — -oco FRACTIONAL ±1/6. ANGULAR `-1/2 USED ON BULK STORAGE MArL GA. D SHEET SIZE o COIL BLANK SIZE C7 MULTIP I ED SIZE. PART NO. 69B893 OR14GeW. MUST HAVE ENGINEERING. STAMP Ii RED TENNSCO ENGINEERING 0 TONAL DRAWING - J' kiDatevu 61994 "g. TOP VIEW "A" 1 1 r 15B136 BOX BEAM RECEIVED OCT 28 1994 PETER S. HIGG1NS & ASSOC r 1 DIM 48 11/16 72 11/16 FRONT VIEW WIRE WELD 15B1376 (END BEAM) TO 15B1373 (BOX BEAM) (BOTH EBDS) "B" DIM 48 7/16 PART NO. 69B893 -48 CAT. NO. BHB -48 72 96 7 7/16 96 11/16 j 16 —72 BHB -72 —96 BHB -96 END VIEW G F E D D."'"4 55/19/81- HT CHECKED AcD Y \5 \698893 SCALE c B A SYM DRAWN ON ACAD ADD CAT. NO. c> ESCRIRTIOIV KMW HT DATE 8/24/94 1/26/82 Erf REVISIONS BOX BEAM ASSEMBLY ten ER000 MT Tam UNLESS OTHERWISE SPECIFIED DIMENSIONS ARE IN INCHES - TOLERANCE ON DECIMAL ± .005 HOLE DIA. ± w FRACTIONAL ±1 /64 ANGULAR ±1/2 USED ON BULK STORAGE MATE-. GA. D SHEET SIZE O COIL BLANK SIZE .1-1 MULTIPLE FEED SIZE PART NO. 69B89 ORIGINAL muss' wruE EKCNEEPS4g. sump Di It TENNSCO ENGINEER 'GINAL DRAWING LLIDateOCT 6 994 '64 I' DIM 'B' DIM ■ 7/16 6.020 1 7/16 6.006 7/16 .5.997 7/16 5.991 > 7/16 5.986 'A' 1 33/64 �. QD 1 -1/8 X 3/16 SLOT RECEIVED OCT 28 1994 PETER S. HIGGINS & ASSOC G F O+UWN 5/4/81 HT CHECKED . E o YJ\10 \15B1363 D BOX BEAM UM W° ©© ©CRPn Dicky" Ism C DRAWN ON ACAD 8/23/94 KMV 8 EC -2 12/x/82 GRB A REMOVE PLYWOOD BEAM 1-20-82 HT SYM. CD ESCRIPTION DATE BY REVISIONS UNLESS OTHERMSE SPECIFIED DWWENSIONA ,ARE IN MI ES TO ON DECIMAL ± .005 HOLE DIA. USED ON BULK STORAGE MAIL GA. 16 GA. (.0598) mo FRACTIONAL t1/84. ANGULAR 11/2 0 SHEET SIZE 0 COIL BLANK • SIZE 0 MULTIPLE FEED SIZE PART NO. 15B1363 MGM. MZT 1WIE D+w}EQIG STAMP ft RED TENNSCO ENGINEERING OBIGI AL .DRAWING IRA/try AM 3 i 694 x39/64 T 1 3/8 6 29/32 2 3/4 1 1/8 sue, PART NO. °A' DIM 'B° DIM 15B1363 -48 48 7/16 6.020 15B1363 -60 60 7/16 6.006 15B1363 -72 72 7/16 .5.997 15B1363 -84 84 7/16 5.991 -15B1363 -96 - 96 7/16 5.986 'A. 1 33/64 B' 1 -1/8 X 3/16 SLOT RECEIVED OCT 2 8 1994 PETER S. HIGGINS & ASSOC F DRAWN 5/4/81 HT calEcKED E D C DRAWN ON ACAD 8/23/94 Ago Y* \10 \15B1363 SCALE BOX BEAM ten n�s�C ® @oa Mason, Teem KMW A SYM. EC -2 REMOVE PLYWOOD BEAM rz.ESCRIF c I4 12/20/82 GRB 1-20-82 HT DATE BY REVISIONS Uta.ESS 0TNFRwiSE SPEDF1 D DIMENSIONS.ARE INEs T0tFRANcE ON Exam .L ± .Dos NOM CU. ' cc2 FRACTIONAL *1/64 ANGUU,R *1/2 USED ON BULK STORAGE Q SHEET SIZE O COIL BLANK SIZE u SI MAUL. GA. 16 GA. (0598) PART NO. 15B1363 011141ML MUST DKOIEERIC SOW „NED TENNSCO ENGINEERING � IGIpIAL DRAWING w Ikde Sr 31 1994 j 0.648 0.657 C:11:I/) 3 1/4 3/4 0.736 0.677 5 1/2 11/16 4 1/2 DEG. - .0901 5 1/2 7/16 DIA X 9/16 ( 2• REQ.) -17/32 DLIAIL "A' 3/8 RAD. 0.687 0.049 -_ 1 43/64 --- RECEIVED OCT 2 8 1894 PETER S. HIGGINS & ASSOC 3/8 RAD. E.115 1/16 RAD .153 DR+wN5.18.81-HT F E D c B A SYM. Y• \10 \1581376 BEAM END f@w[rat6o itoQpo Tal11Q11. ADDED OBRODUDS ADDED .25 HOLE FOR DRAIN 10/4/94 D.2694 KMW JDU REDRAWN ON AUTOCAD 4.11.94 DESCRIPTION DATE MAW BY REVISIONS UNLESS OTHERWISE SPECIFIED DIMENSIONS ARE IN INCHES TOLERANCE ON DECIwAL ± .005 HOLE DIA. + — mo FRACTIONAL 31/64 ANGULAR +1/2 USE° ON BULK STORAGE MAT'L GA. 1 GA. Q SHEET SIZE Q COIL BLANK SIZE U LE PART NO. 15B1376 MOM. II T ROE ENCOBRING STAMP N RED - TENNSCO ENGINEERING . ORIGINAL. DRAWING - 8 64� , L:. 4 !9� 3.225 \,_::::) 11/16 - - -7_4 1/2 DEG: L 5 1/2 5 1/2 .090J 7/16 DIA X 9/16 ( 2' REQ.) - -17/32 DLIAIL "A' RECEIVED OCT 2 8 I99' PETER s. H IGGINS & A 3/8 RAD. 81/32 R1/8- iii 1 11 _ W 25/32 1 15/16 .15: F DRAwN 5.18.81 - I{ CHECKED E D is Y: \10 \15B1376 SCALE" BEAM END ADDED OBROUNDS B ADDED .25 HOLE FOR DRAIN 10/4/94 8.26.94 KMW ,JDtd A REDRAWN ON AUTOCAD SYM I ESCRIF=TIOIV 4.11.94 MAW DATE BY REVISIONS UNLESS OTHERWISE SPECIFIED DIMENSIONS ARE 114 INCHES TOLERANCE ON DECIMAL ± .005 HOLE DIA. + .X2 - .000 FRACTIONAL *1/64 ANGULAR ±1/2 USED ON BULK STORAGE SHEET SIZE a COIL BLANK SIZE tle n PART NO. o7aesrx eras AWE TENNSCO ENGI ORIGINAL-. DRA ;Et e OCT- 3 3/4 T 12 ELDN QN 4UP 19/32 23/64 k---35/64--i 11/16 21/32 REF. 1 23/32 9/32 DIA. HOLE ELIDN 4rIUP 35/64 23/64 1:--- 19/32 7/8 -1/2 RECEIVED OCT 28 1994 PETER S. HIGGINS & ASSOC PART NO. SDLC— 1 DAWN IDP 1, 86 CHItCla3) Y:\ 15\ 15131705 D B AGO DRAWN ON ACAD & MADE B# 9/2/94 KMW A ADDED PART NO. 4/30/92 JWM SYTA, TZ> 5 1^Z11=7-1 0 IV DATE BY REVISIONS SADDLE CLIP ten ©0112. • Dickson, Tem MESS OTHERYASE SPECIF/B) OIMBISIOM ARE IN atctEs TOLERANCE ON DECIMAL ± .005 HOLE DLL FRACTIONAL t1/64 ANGULAR 21/2 USED ON BULK STORAGE; MEZZANINE 0 SHEET SIZF 0 COIL BLANK SIZE n MULTIR F FEED SI7F MAIL GA. 14 Ck S. (.0185) (GALVANIZED) PART NO_ 15B1705 ORKIN& sear HMSOICINCERNO STAMP IN RED TENNSCO ENGINEERING ORIGINAL p.gt- paw Bi ALL' Date 1/2 4UP 3 3/4 19/32 23/64 35/64 11/16 21/32 REF. 1 23/32 9/32 DIA. HOLE p JDNQ 35/64— 23/64 7/8 G F PART NO. SDLC-1 opt4va---- U-----57WP1 86 • _ cHcclocc) Y:\j\15B17O5 Iva 1 RECEIVED OCT 2 8 1994 PETER S. HIGGINS & ASSOC 1 SADDLE CLIP tfe n Dieg=119 Ti. B A SYM DRAWN ON ACA1:3 & WIDE B# ADDED PART NO. tr.:)sc R I 1='"1-1 CD hi 9/214 4/30/92 KMW JWM DATE 13Y REVISIONS MESS 071355VISE SPECIRE) 15DEN530NS PRE IN 11401€5 TOLERANCE ON DECIMAL. ± .005 HOLE DM. ETIACTIONAL. *1/64 ANGULAR *1 /2 USED ON BULK STORAGE; MEZZANINE 0 SHEET 0 COIL BLANK SIZE 141/111PLE_ FEED SIZE MAIL GA. 14 St SEE 01115) (GALVANIZED) PART N0- • 15B1705 ORIRRIAL iousr ENCOORIND =RP IN RED -racism ENGINEER] ORIGINAL ARAVAI H_L- tate Dr-r- 6-4w iYP. }-- - 7/8 P. .1 1 -41..-- 3416 TYP. A" — 2 5/8 .375 DIA. HOLE (2) 1 1 37/64 23/32 TYP. ALL CHAMFERS 1/8 ON 45 DEG. "A' DIM CAT. NO. ?4 23 7/8 BBB 24 30 29 7/8 BBB 30 36 35 7/8 BBB 36 4-2 41 7/8 BBB 42 45 44 7/8 BBB 45 48 47 7/8 BBB 48 54 53 7/8 BBB 54 2 57/64 13/1 6 --� 1 5/16 3/8 ---1 1/16 27/32 1 2 39/64 RECEIVED OCT 2B-1994 PETER S. HIGGINS & ASSOC 1/8 PUNCH RADIUS G QRAWN FI.T 5.6.81 E c B A SYM. CNEJ= ED DY: \10 \1591365 CROSS BRACE t®nna©o ©©Ppo [mown, Tom DRAWN ON ACRD 10.14.93 JDM DESCRIPTION DATE BY REVISIONS !JAMS OTHERWISE SPECIFIED DIMENSIONS ARE IN INCHES TOLERANCE ON DEC LIAL ± .005 HOLE DIA. + FRACTIONAL ± 1/64 AMMAR ±1/2 USED ON BULK STORAGE ❑ SHEET SIZE ❑ COIL BLANK SIZE n MULTIPLF FFFD SIZE P AT'L GA. •°598 16 GA PART NO. 15B13656+. TAB. ORIGINAL MIT K*E DIGINEFRI4C STAMP IN RED TENNSCO ENGINEERING OPIGINAL RAWING 1}'I DateUGT t 9 I. 1 5/16 f t 5 25/32 1 1/4 I TYP. 1 13/16 I TYP. 1 37/64 TYP. H hi-3416 TYP. P. 1/4 TYR --I �--- 3/ 16 TYP. TYP. ----- - - - - -- 2 5/8---- 1 .375 DIA. HOLE (2) ALL CHAMFERS 1/8 ON 45 DEG. PART NO. "A' DIM CAT. NO. 1561365 -24 23 7/8 BBB 24 —30 29 7/8 BBB 30 —36 35 7/8 BBB 36 —42 41 7/8 BBB 42 —45 44 7/8 BBB 45 —48 47 7/8 BBB 48 —54 53 7/8 BBB 54 1 1 37/64 23/32 TYP. i 1 2 57/64 1 13/16) 1 5/16 �1 1/16 27/32 4 2 39/64 RECEIVED OCT 2 8- 1994 PETER S. HIGGINS & ASSN h.1 5/8 1/4 2 53/64 1 5/8 1/8 PUNCH RAI G D .AWN H.T. 5.6.81 F CHECKED E D Ar-AG Y:\ 10\ 15E11365 SCALE- CROSS BRACE 1 ®rn ©© CSC Tao c DRAWN ON ACRD 10.14.93 JDM SYM. i]ESCRii =Tic Ni DATE BY REVISIONS UNLESS OTHERWISE SPECIFIED DIMENSIONS ARE IN INCHES TOLERANCE ON DECIMAL ± .005 HOLE DIA.. ± mro FRACTIONAL ±1/64 ANGULAR ±1/2 USED ON BULK STORAGE INATL GA. 16 G ❑ SHEET SIZE ❑ COIL BLANK SIZE C7 41U1TIPI E FEED SITE PART NO. 15B1365k TAE ORIGINAL A JSr HOE ENCINEERBIC some TENNSCO ENG!; O IG I NALA Pi t 1 '4 ir (LENGTH PER ORDER ITE1.4) TOP VIEW "A- 15/64 DESCRIPTION 80. 8 1591376 —R R.H. BEAM END FINGER 1581376 —L LH. BEAM AND FINGER 3 16 57/64 REF. FRONT VIEW .060 (16 GA.) G .120 (11 GA.) 5 1/2 Arr. 1 . RECEIVED OCT 2 8 1994 PETER S. HIGGINS & ASSOC END VIEW NOTE ADEQUATELY WELD ASSEMBLY ortA3vP4 1..D13 4/25/85 A SYM, DRAWN ON ACAD Fz perti5 9f6/94 DATE KMW BY REVISIONS MESS OTHERZSE SPECIFIED DIVENSIONS A IN INCHES TOLERANCE ON OECNAL .065 HOLE DIA. ..FRAcTIonm. *1/64 WARM ±1/2 USED ON DOUBLE BOX BEAM BULK STORAGE MEZZANINE 1:®nutatv ©©D nrchoga, Tam mAT'L G.A. 0 SHEET' • SIZE_ 0 COIL PUNK SIZE FFFD_ SIZE PART NO, 69E1937 Meal IIMST HAW mum= sttuPIN 131.2.■ • • v. 1 15/16 1 '1 3716 °A° (LENGTH PER ORDER ITEM) TOP VIEW °A — 15/64 FRONT VIEW .060 (16 GA.) G F E 0 C • .120 (11 CA.) DRAW*• LDP 4/25/85 CIFICGICED Jos) Y: \5 \69B937 SOME -7/64 REF_ 4 1 5 1/2 RECEIVED OCT 2 8 1994 PETER S. HIGGINS & ASSOC 2 7/8 NOTE END VIEW ADEQUATELY WELD ASSEMBLY - DOUBLE BOX BEAM famasce @afrpfs Dickson, Teeaaa. - 8 A SYM DRAWN ON ACAD DESCRIPTI z 9fs/94 DATE KINK, BY REVISIONS OIMENSIOt 1R£ ¢t DiCiES TOLERANCE ON OEDMAL 2 .0O5 HOLE DUl ; "Cal FRACnONM. ±1/64 ANa7[IR ±1/2 0 COIL BLANK SIZE CI FAUI11PL FE© SIZE USED ON BULK STORAGE MEZZANINE MATT. GA. a SHEET SI7F PAIN NO. °"hT 698937 aOC NAL UCA twE DiO EMMa suw t! CMS) w.z-.........., -- - • -- — REM PART NO. DESCRIPTION AMT 1 15B1363 —LGTH BOX BEAM 2 2 15B1376 —R R.H. BEAM END FINGER 1 3 - 15B1376 —L L.H. BEAM AND FINGER • 1 `A` (LENGTH PER ORDER ITEM) TOP VIEW `A` — 15/64 n 3 7/16 FRONT VIEW .060 (16 GA) • I-57/64. F E D C B A SYM, .120 (11 GA.) w? 4/25185 coieNam 100 Y:\5 \698937 5 1/2 REC,E1VD OCT 28 1994 PETER S. HIGGINS & ASSOC NOTE: END VIEW ADEQUATELY WELD ASSEMBLY DOUBLE BOX BEAM tie n ©moo Dim, Team DRAWN ON ACAD 9/6/94 UNLESS ODIEMSE SPECIFIED USED ON BULK STORAGE woes A ¢i INCHES MEZZANINE KMW TOLERANCE ON Q SHEET SIZE DESCF2tFPT10t.1 DATE REVISIONS BY DECa4AL 3 A05 t9Dt.E DAl .1.- .022 - FRACDONAL *17&4 ANGULAR /z El COIL BLANK SIZE D MUL1IPLF FEED S ZF MATL GA. PART NO. 51-11-- 698937, awKSIw. sassy tw£ INDI EDScQ sDDP.x RED • ffEM t 1 15/16 Y DESCRIPTION JD JO ! 80 . B 2 1181376 —R R.H. BEAM END FINGER 3 - 1581376 —L LEL BEAM AND FINGER, . 1] 3 716 "A" (LENGTH PER ORDER ITEM)– TOP VIEW 'A' — 15/64 FRONT VIEW .060 (16 GA.) ,c .120 (11 GA.) S RE I e 5 1/2 RECE.IYCL OCT 28199ft AMT. PETER S. HIGGINS & ASSOC NOTE END VIEW ADEQUATELY WELD ASSEMBLY F OJ . WN LDP 4/25/85 OHM= E D C Y: \5 \698937 DOUBLE BOX BEAM ten wt CJVV ©©QpD Dickson, Tom. B A SYM, DRAWN ON ACRD DESCRIr=.T10lV 916154 KMW DATE REVISIONS UNLESS DINBOVRE SPECIFIED DD ENmOla ARE IN INCHES ZOIERANCE ON OECD .q. S -005 HOLE DAl FRACTIONAL st /64 +.= .2ao Ar+cli[.AR 11/2 USED ON BULK STORAGE MEZZANINE MATT. GA. Q SHEEP • SIZE Q COIL BLPNK SILL Q MULTIPLE FEED SI7F PART NO. 51 T-2- 698937. asaQy& 1/sit I D+o+®ea sr■w_x RED__ C C C O O C Q C C C C O O Q Q O C C O O C C C C O C Q O O C O O O O C O C 0 0 4 5 C C C C. C C O C C O C O O O O O O O O C ( II C C C D C O C O C C O C C C C C C C 192 RECEIVED OCT 2 8 1994 PETER S. HIGGINS & ASSOC DRAWN F cHE E ACRD D .SCALE FULL SINGLE DOUBLE POST �c E ©© ©u p. 1@ ©; Tom C 8 A DRAWN ON ACAD 10/n/s4 SYM ID ES 0 F2 1 1 IOIV DATE KMW BY REVISIONS UNLESS OTHERWISE SPECIFIED DIMENSIONS ARE IN INCHES TOLERANCE ON DECWAL ± .005 HOLE DIA. + . - .000 FRACTIONAL ±1/64 ANGULAR ±1/2 USED ON BULK STORAGE MAIL GA. Q SHEET SIZE Q COIL BLANK SIZE .T7 MULTIPLE FEED SIZE PART NO. SI- Po 5T ORIGINAL LUST HAVE ENGINEERING STAMP IN RED- a 0 0 0 0 O 0 0 0 0 0 a 0 0 0 0 G 0 0 0 ] 0 0 a 0 0 0 0 00 0 0 0 C1=10 0 00 00 a a a a a a n a a a a a a a n a -n a s 1 1 192 o a a a CI o =CID a n n a o 0 a a a a RECEIVED OCT 2 8 1994 PETER &HIGGINS&ASs F E D C B A SYM DRAWN ON ACAD 10/27/14 KMW I]ESCRIF=•-1-1 DATE BY REVISIONS DRAWN CHOCKED ACM) SCALE FULL UNLESS OTHERWISE SPECIFIED DIMENSIONS ARE IN INCHES TUCERANCE ON DECIMAL ± .005 HOLE DIA. FRACTIONAL ±1/64 ANGULAR .31/2 SINGLE. DOUBLE POST USED ON BULK STORAGE Unna Dicisso NAVE GA. 9 SHEET SIZE PART NO. ID COIL BLANK SIZE Ll MULTIPLE FEED SIZE T8r COWL muss HAW 1/2 DIA, (5) RECEIVED 0CT28 Mk PETER S. HIGGINS & ASSOC G DRAWN PAK F ADD-- YI \1511581675 D SCALE FORT PLATE DOUBLE _UPRIGHT @�1W S c►-o ©©ff Okiksoft, Term_ C 8 - CHANGED TII B## 8/26/94 KMW A DRAWN UN ACAD 8/26/94 KMW SYM ES 0 RIPTI 0 NJ DATE BY REVISIONS UNLESS OTHERNISE SPECIFIED DIMENSIONS ARE IN INCHES 'TOLERANCE ON DECIMAL ± .005 HOLE DIA. `_ FRACnONAL t1/64 MICIAAR 11/2 USED ON BULK STORAGE MAT'L GA. 12 GA. (1046) 0 SHEET SIZE 0 COIL BLANK SIZE Q MULTIPLE FEU) SIZE PART NO_ 15B1675 TENNSTUTYMIMIMICT_ ORIGINAL ; • yI .oyKAf vkate . 4 4 1/2-' 1/2 1/2 DIA. (5) RECEIVED OCT 28 PETER S. HIGGINS &AS G F E DRAWN PAK 1.0.13 YI \15\15B1675 D - FOOT PLATE DOUBLE _UPRIGHT ten n S�q-O ®Q 1,T C B - CHANGED 111 B# 8/26/94 KMW A DRAWN UN ACAD 8/26/94 KMW SYM. OESCFZ I0 NI DATE REVISIONS UNLESS CIIHERiNSE SPEDRE DIMENSIONS ARE IN INCHE:' TOLERANCE ON DEC UL ± .005 HOLE DU.. t£ FRACTIONAL 11/64 ANGULAR 11/2 USED ON BULK STQRAGE MAV" GA. 12 GA Q SHEET SIZE Q COIL BLANK SIZE Q MULTIPLE Ftt!) SIZE PART NO. 15B1E TENNSCITSIMIRMal ORIGINAL II ; °NMI ,t ByAtni Da* 2/4 mw cr ma 1 Tns ruzz 1 3/64 42• ONLY 3— sr DLY 6 RECEIVED OCT 281994 PETER S. H1GGINS & ASSOC 3n6 G DRAIN 5.3.82 HT CHEc*CED E ACRD D CHANGED PART TO MATCH DIE 10.14.% C ADD RADUIS TO SLOT DRAWN UN AUTOCAD A ENGINEERING CHANGE #34 SYM. DESCI IPTICIN WG VIEI3 11.9.90 HLT 7.24.8 WNC 3.18.83 GRB DATE BY SHELF SUPPORT (14 GA., HEAVY) Tennsco Corp, DICKSON,TENN. REVISIONS UNLESS OTHERWISE SPECIFIED DD€NSIUNS ARE IN INCHES TOLERANCE ON DECIMAL 2 .005 HOLE DIA. _` �JDOoo FRACTIONAL ! U64 ANGULAR =1/2 USED ON L T SHELVING MAT'L. 14 GA. (.0747) SCALE PART NO. 15B1344 6RIGDW MST HAVE EREINE RTHG STMP D! RED TENNSCO ENGINEERING ORIGINAL DRAWING f By _Date /o - /t - 9�r "A" DIM. "B" QTY. CAT. ND. 0 29 11/16 4 HS -3014 6 35 11/16 4 HS -3614 2 41 11/16 6 HS -4214 .8 47 11/16 6 HS -4814 3n6 G DRAIN 5.3.82 HT CHEc*CED E ACRD D CHANGED PART TO MATCH DIE 10.14.% C ADD RADUIS TO SLOT DRAWN UN AUTOCAD A ENGINEERING CHANGE #34 SYM. DESCI IPTICIN WG VIEI3 11.9.90 HLT 7.24.8 WNC 3.18.83 GRB DATE BY SHELF SUPPORT (14 GA., HEAVY) Tennsco Corp, DICKSON,TENN. REVISIONS UNLESS OTHERWISE SPECIFIED DD€NSIUNS ARE IN INCHES TOLERANCE ON DECIMAL 2 .005 HOLE DIA. _` �JDOoo FRACTIONAL ! U64 ANGULAR =1/2 USED ON L T SHELVING MAT'L. 14 GA. (.0747) SCALE PART NO. 15B1344 6RIGDW MST HAVE EREINE RTHG STMP D! RED TENNSCO ENGINEERING ORIGINAL DRAWING f By _Date /o - /t - 9�r 17/64 10.60 13/16 174 m,. cr OTY.1 2 3/16 j 31/ f 7/16 •A A' 3/4• e 1 13/32 1 3/64 2 9/32 — 42. O6.Y —3 4• ONLY 4r OLY 42' Oil -3 RECEIVE OCT 2 819 PETER S. H GGINS & 3/16 r, 44, A w. 2 v41a n nn6 2742 ® 1/16 BEND RADIUS PART NO, "A" DIM, "B" QTY, CAT, NI, 15B1344 -30 29 11/16 4 HS -3014 15B1344 -36 35 11/16 4 HS -3614 15B1344 -42 41 11/16 6 HS -4214 15B1344 -48 47 11/16 6 HS -4814 G DRAVN 5.3.82 HT F CHECKED E ACAD CHANGED PART TO MATCH DIE ADD RADUIS TO SLOT 10.14.92 11.9.90 WG HLT VIED SHELF SUPPORT (14 GA,, HEAVY) Tennsco C DICKSON,TE B DRAWN ON AUTOCAD 7.24.85 WNE A ENGINEERING CHANGE #34 3.18.83 GRB SYM. DESCRIPTION DATE BY REVISIONS UNLESS OTHERWISE SPECIFIED DD€NSIONS ARE IN INCHES TOLERANCE ON DECIMAL _ A05 HOLE DIA. • FRACTIONAL _ 1/64 ANGULAR ± 1/2 USED ON MAT'L. L T SHELVING 14 GA. (,0747 SCALE PART NO. 15B1344 DEDONAL wsr HAVE D6 TENNSCO ENGItI ORIGINAL DRAW By Wig Date 4 1/2 13/16 32 3/8 } 1 3/64 I 1- 1 l 17/64 DIA.(4) -\ 45/64 7/16 � IL up --ET f � 1 7/32 25/32 -t 3/16 2 9/32 r 1/16 BEND RADIUS 1/4 DIA. (4) P/N 17A227 RIVET ( RECEIVED OCT 28 1994 PETER S. HIGGINS & ASSOC NOTE: USE HS -XX14 SUPPORT BLANK SEE DWG, NO. 15B1344 'DRAWN I DP ? 3.RA ART NO 5B1516 -48 "A" DIM 47 11/16 CAT. Nil. SHS -4814 F CHECKED HT 2.6.86 E 5B1516 -42 41 11/16 SHS -4214 5B1516 -36 35 11/16 SHS -3614 D APPROVED APPROVED BOTTOM SHELF SUPPORT (HEAVY) (SINGLE RIVET) TENNSCO CORP. DICKSON. TENN. c B 5B1516 -30 29 11/16 SHS -3014 A SYM. RFDRAWN f1N AIITnrAD REDRAWN DESCRIPTION REVISIONS I ? ?S.f44WNf: 2.3.86 LDP DATE BY UNLESS OTHERWISE SPECIFIED DIMENSIONS ARE IN INCHES TOLERANCE ON +.o02 DECIMAL ? .005 HOLE DIA. — .000 FRACTIONAL = 1/64 ANGULAR = 1/2° USED ON L &T SHELV. MAUL. 14 GA. (.0747 SCALE FULL PART N./. 15B151.6 (TAB) NBP 2363 17/64 DIA.(4) -- 3/8 13/16 27/32 Q 1 45/64 7/16 r ur 7/32 25/32 2 9/32 c+o PART NU. 15B1516 -48 15B1516 -42 15B1516 -36 15B1516 -30 A' DIM. 47 11/16 41 11/16 35 11/16 29 11/16 mug= SHS -4814 SHS -4214 SHS -3614 SHS -3014 -e 1/16 BEND RADIUS RECEIVE OCT 2 8 199 PETER S. HIGGINS &A 1/4 DIA. (4) NOTE: USE HS -XX14 SUPPORT B SEE DWG. NU. 15B1344 F D MI 1 R W A CHECKED HT 2.6.86 APPROVED c B A Mit .3.86 DESCRIPTION REVISIONS DATE BY APPROVED BOTTOM SHELF SUPPORT (HEAVY) (SINGLE RIVET) UNLESS OTHERWISE SPECIFIED DIMENSIONS ARE IN INCHES TOLERANCE ON + .002 DECIMAL .005 HOLE DIA. — _ooa FRACTIONAL ? 1/6g ANGULAR l /2° 10 7/8 CAT. NO. 'A' DIM 'B' DIM PBL -3012 29 9/16 10 7/8 PBL -3015 29 9/16 13 7/8 PBL -3018 29 9/16 16 7/8 PBL -3024 29 9/16 22 7/8 PBL -3030 29 9/16 28 7/8 PBL -3036 29 9/16 34 7/8 PBL -3012 35 9/16 10 7/8 PBL -3615 35 9/16 13 7/8 PBL -3618 35 9/16 16 7/8 PBL -3624 35 9/16 22 7/8 PBL -3630 35 9/16 28 7/8 PBL -3636 35 9/16 34 7/8 PBL -4212 41 9/16 10 7/8 PBL -4215 41 9/16 13 7/8 PBL -4218 41 9/16 16 7/8 PBL -4224 41 9/16 22 7/8 PBL -4230 41 9/16 28 7/8 PBL -4236 41 9/16 34 7/8 PBL -4812 47 9/16 10 7/8 PBL -4815 47 9/16 13 7/8 PBL -4818 47 9/16 16 7/8 PBL -4824 47 9/16 22 7/8 PBL - 4830 47 9/16 28 7/8 PBL -4836 47 9/16 34 7/8 TOLLERENCE ON A &B +1/16 RECEIVED OCT 281994 PETER S. HIGGINS & ASSOC G o�wN 1/4/82 HT F E CHECKED Ace Yi\5\21B509 SCALE PARTICLE BOARD DECKING bffDlit ©© ©©11 o T. J'+ C CHANGED TO B # 9/22/94 KMw DRAWN ON ACRD 7/26/89 iN� A CHANGED DDt FROM 13/16 $ 15/16 8/17/82 KP SYM. C, ESCFt1PTLON DATE BY REVISIONS UNLESS OTHERWISE SPEC/RED DI IENS1ONS ARE 1<i INCHES TOLERANCE ON DECIMAL ± .006 HOLE nul '_ FRA ILO.W1L *1/64 ANGULAR 21/2 USED ON L & T SHELVING MAUL GA. 5/8 PART. BOARD Q SHEET SIZE PART NO. ❑ COIL BLANK SIZE 21B509 f1 MULTIPLE FEED SIZE � er IREERING OR GIN L I •AV ING e,► Date -- 2 d } 29 9/16 10 7/8 CAT. NO. 'A' DIM `B' DIM PBL -3012 29 9/16 10 7/8 PBL -3015 29 9/16 13 7/8 PBL -3018 29 9/16 16 7/8 PBL -3024 29 9/16 22 7/8 PBL -3030 29 9/16 28 7/8 PBL -3036 29 9/16 34 7/8 PBL -3012 35 9/16 10 7/8 PBL -3615 35 9/16 13 7/8 PBL -3618 35 9/16 16 7/8 PBL -3624 35 9/16 22 7/8 PBL -3630 35 9/16 28 7/8 PBL -3636 35 9/16 34 7/8 PBL -4212 41 9/16 10 7/8 PBL -4215 41 9/16 13 7/8 PBL -4218 41 9/16 16 7/8 PBL -4224 41 9/16 22 7/8 PBL -4230 41 9/16 28 7/8 PBL -4236 41 9/16 34 7/8 PBL -4812 47 9/16 10 7/8 PBL -4815 47 9/16 13 7/8 PBL -4818 47 9/16 16 7/8 PBL -4824 47 9/16 22 7/8 PBL -4830 47 9/16 28 7/8 PBL -4836 47 9/16 34 7/8 TOLLERENCE ON A &B +1/16 RECEIVED OCT 281994 PETER S. HIGGINS & ASSOC F E D Dom+ 1/4/82 HT Arrn `6\5 \21B509 S PARTICLE BOARD DECKING ten S C *O Dickson, Teere. c A CHANGED TO B # 9/22/94 KMw DRAWN UN ACAD 7/26/89 WKNG~ CIWiGED >mt FROM 13/16 & 15/16 8/17/82 KP SYM. 5 C F21 •TI O DATE BY REVISIONS UNLESS °THERMSE Sly Da SIGNS ME IN INCHES TOLERANCE Ott DECIMAL ± MS HOLE DA. { roe FRAt:I1ONAL *1/64 ANGUUR *1/2 USED ON L & T SHELVING MAIL G.A. 0 SHEET SIZE 0 COIL BLANK SIZE 0 UUI1]PL.E FEED SIZE_ 5/8 PART.M PART NO. 21B509 ORGINVL1; w 8Y. i Date '':•7 ` 2 City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Fire Department Review (510) Control #B94 -0136 John W. Rants, Mayor October 11, 1994 Re: Best Products, 240 Andover Park West, Tukwila, Wa. Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) Extinguishers shall be installed on the hangers or in the brackets supplied, mounted' in cabinets, or set on shelves (NFPA 10, 1 -6.9), and shall be installed so that the top of the extinguisher is not more than 5 feet above the floor. (NFPA 10, 1 -6.9) Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC 10.505A) Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. (NFPA 10, 4 -3, 4 -4 and 4 -4,3) Every six years, dry chemical and halon type fire extinguishers shall be emptied and subjected to the applicable recharge procedures. (NFPA 10, 4 -4.1) If the required monthly and yearly inspections of the fire extinguisher(s) are not City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number 2 John W. Rants, Mayor accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10A -4 -4) Maintain fire extinguisher coverage throughout. 2. No point in a sprinklered building may be more than 200 feet from an exit, measured along the path of travel. (UBC 3303(d)) Obstructions, including storage, shall not be placed in the required width of an exit, except projections as permitted by the Building Code. Exits shall not be obstructed in any manner and shall remain.free of any material or matter where its presence would obstruct or render the exit hazardous. (UFC 12.104(a)) Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. 3. Sprinkler protection shall be extended to all areas where required, including all enclosed areas, below obstructions and under overhangs greater than four feet wide. (NFPA 13- 4- 4.1.3.2.1) 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. All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or 0 City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number 3 John W. Rants, Mayor recognized by The City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1646) 4. All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #1646) (UFC 10.503) Maintain square foot coverage of detectors per manufacturer's specifications in all areas including: closets, elevator shafts, top of stairwells, etc. (NFPA 72E, 2 -7.4) (UFC 10.501(a)) 5. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 6. 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. 7. The critical storage height for high -piled combustible stock in closely packed piles is 15 feet. (UFC 9.110). Storage above 15 feet would necessitate increasing the sprinkler density to extra hazard (UFC 81.105), and adding smoke removal capabilities. (UFC 81.107) High -piled combustible storage is combustible materials in closely packed piles more than 15 feet in height or combustible materials on pallets or in racks more than 12 feet in height. For certain special- hazard commodities such as rubber tires, plastics, some flammable liquids, idle pallets, etc., thA critical nilA height may hA as low as 6 fAAt. City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 John W. Rants, Mayor Page number 4 (UFC 9.110) 8. 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) This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. Yours truly, The Tukwila Fire Prevention Bureau cc: T.F.D. File slj • 1 SHEET INDEX ARCHITECTURAL A0.1 COVER SHEET At1 SITE PLAN At2 SITE DETALS A2.1 FLOOR PLAN A2.2 FIXTURE PLAN A2.3 ENLARGED PLANS (NOT N THIS SET) A2.4 DEMOLITION PLAN A2.5 ROOF PLAN A2.6 REFLECTED CELNG PLAN A3.1 ELEVATIONS A3.2 BULDNG SECTIONS (NOT N THIS SET) A4.1 WALL SECTIONS A4.2 WALL SECTIONS A4.3 WALL SECTIONS A4.4 WALL SECTIONS A4.5 WALL SECTIONS A5.1 DOORS AND DETALS A5.2 TOLET ROOMS A5.3 PARTITIONS, DETALS, FINISHES A5.4 CEILING DETAILS (3/3194) STRUCTURAL St1 GENERAL NOTES St2 GENERAL NOTES S2.1 FOUNDATION PLAN S2.2 ROOF FRAMING PLAN S3.1 CONCRETE DETALS S4.1 FRAMING DETALS MECHANICAL M1 MECHANICAL PLAN M2 MECHANICAL PLAN M3 MECHANICAL DETALS M4 MECHANICAL DETALS M5 MECHANICAL SCHEDULES ELECTRICAL EC) SYM3OL SCHEDULE El SITE PLAN E2 LIGHTING PLAN E3 POWER PLAN E4 LIGHTING PLAN E5 POWER PLAN E6 DETALS E7 DETALS E8 DETALS E9 DETALS LANDSCAPE L1 LANDSCAPE PLAN L2 LANDSCAPE DETALS L3 IRRIGATION PLAN L4 IRRIGATION DETALS (3/30/94) p ►► ff (3/30/94) (3/30/94) u CIVIL Cl UTI..ITY & FINISH GRADING PLAN (3/31/94) C2 NOTES AND DETALS C3 STREET CHANNEUZATION TRAFFIC SIGNAL 2 POLE DETALS 3 SIGNAL PLAN (9/93) SURVEY ALTA /ACSMLAND TITLE SURVEY (6/91) CONSULTANTS ARCHITECT TURNER AND ASSOCIATES 18420 24TH PL NE SEATTLE, WASHINGTON 98155 (06) 365 -7431 FAX 365 -7504 CONTACT: HOWARD R. TURNER, AIA STRUCTURAL ENGINEER RATTI SWENSON PERBIX 1411 FOURTH AVENUE SEATTLE, WASHNGTON 98101 (206) 624 -8687 CONTACT: NICK ROUSSEAU MECH /ELEC /PLUMBING PATH ENGINEERS 17928 BOTHELL HIGHWAY S.E., SUITE G (BOTH)ELL, WASHINGTON 98012 CONTACT: LARRY BOYER (ELECTRICAL) CONTACT: TOM PRESSLER, P.E. (MECHANCAL) CIVIL & SURVEY BUSH,ROED» D HTCHVGS 2009 MINOR AVENUE EAST SEATTLE, WASHINGTON 98102 0;0323-4144 FAX 323 -7135 ACT:JOF■ E. ANDERSON,PE LANDSCAPE ARCHITECT LANDPLAN P.S. 600 MAN STREET, SUITE 0 ECNOFDS, WASHINGTON 98020 206778 -4932 FAX 774 -7803 WNTACT: SHAWN PARSONS, RLA.#307 TRAFFIC ENGINEER TRAFFIC PLAANdG AND ENGtEERNG,NC. 2101 112TH AVENUE NORTHEAST BELLLEV1E,WASHJGTON 98004 (206)455-5320 FAX 453 -7180 MNTACT: MARK JACOBSPE. SIGNAL DESIGN DAVD L HMO/ & ASSOC. 1319 DEXTER AVE NORTH BEU.EVIE,WASHNGTON 98004 (206)285-9035 ACT: DAVE HAWN, PE OWNER'S REPRESENTATIVE BEST PRODUCTS CO, NC �14,/0.�0� �B/�E�ST PLAZA RICHMOND, VA 23227 (804)261 -2361 FAX (804)261 -2026 WITACT: MIKE SWEENEY, PROJECT MANAGER 13044-0 136 a; CODE INDEX GENERAL BULONG CC OE OCCUPANCY N HT SPRIMtERED, SPRINKLER DESIGN BY CONTRACTOR SPRINKLER CODE: WPA # 13 FRE CODE: 1991 INC ENERGY CODE: WA STATE ENERGY CODE 1991 2nd EDITION AREA TOTAL EXISTNG BULDNG AREA NCLUONG EXISTING MEZZANINE) DEM0UTI0N__ (NCLUDNG EXISTING MAXIMUM BUILDING HEIGHT: 2 STCRES, 40 PROPOSED TOTAL BUILDING AREA (1- STORY SEPARATION ON 3 SIDES, (46' -20) X .25 = .65(5072u1AX) t65 X 18,000 SFX 3 = MAXMLM ALLOWABLE BU LDNG AREA NO SEPARATION WALL IS REQURED BETWEEN BEST PRODUCTS RETAL STORE,AND THE SECOND RETALER EGRESS 101,575 SF 18,365 SF 84,124 SF 89,000 SF 54951 SF 33,173 SF BEST PRODUCTS RETAL STORE 30) EXIT MOTH EAo- 30,00015042 / 0.2 + 208951 SF. / 500) = 1042 OCCUPANTS DOT WDTH PROVDED: 348 INCHES THE SECOND RETALER (�� OCCUPANT W ROAD: /DIT: 79 6 X .02 + 195 NC}ES/ 500) = 976 OCCUPANTS DOT WIDTH PROVCED: 216 INCHES MAXIMUM TRAVEL DISTANCE ALLOWED FOR SPRN<LERED BULDNG = 200 FEET ARRANGEIVENT OF EXITS PER 3303(c) ZONING ZONING BULDNG SE MAXIMUM FFEIIGGHATCK WE 50ND (TRRR FROSTANDEAND APW)251 REAR(NA),5' SIDES ENERGY CODE CONFORMANCE SUMMARY THE OVERALL HEAT LOSS FOR THE ENTIRE BUILDING 1S LESS THAN THE MAXIMUM ALLOWED BY CONFORMANCE TO TABLE 5 -2 OF THE WASHINGTON STATE ENERGY CODE, AS SHOWN N THE TABLE BELOW. THUS, TEE BULDNG DESIGN EXCEEDS THE REQUIREMENTS CF THE CODE. BULDIVG ENVELOPE HEAT LOSS SUMMARY TABLE GROSS NET REQURED PROPOSED REQURED PROPOSED BUILDING COMPONENTS AREA AREA U U UxA UxA R -2.1 WALLS 17130 16130 0.300 0.488 4839 7868 GLASS 1000 1000 0.300 0.580 300 580 R -6.1 WALLS 250 250 0.300 0.165 75 41 R -12.7 WALLS 2560 2560 0.300 0.079 768 202 R -20.8 WALLS 5800 5800 0.300 0.048 1740 276 R -16.7 WALLS 6640 6640 0.300 0.060 1854 372 GLASS 460 460 0.300 0.580 138 267 R -28.6 WALLS 1760 1760 0.300 0.035 528 61 ROOF WITH 4"RIGD 84174 84174 0.035 0.032 2946 2686 SLAB PERIMETER 1248 1248 0.560 0.700 699 874 TOTAL 13887 13227 THE PARAMETERS USED N THE CALCULATIONS ARE AS FOLLOWS: TYPE OF HEATING SYSTEM: GAS WALL, ROOF' AND FLOOR U- VALUES: FROM CHAPTER 10 OF 1992 WSEC WHERE APPLICABLE U -VALUES NOT INCLUDED N CHAPTER 10 ARE CALCULATED AS SHOWN, WITH DEDUCTIONS FOR FRAM IG N ACCORDANCE WITH ASERAE PROCEDURES (ASHRAE FUNDAMENTALS, CHAPTER 23). INSULATION R- VALUES ARE AS FOLLOWS (REF: SHEETS A4.1 THROUGH A4.5 FOR GRAPI-IC REP.) R understand that the Plan Check apprns sublets toerrors and on 'issrnnsondapPr v a0 plans don not a.1't• t +, •ho violation wed code or urd.n.rnce AafOipt of con- tractor's I ol appr ve naecltrtoviAed4ed. GENERAL NOTES t fi paftSTTRRUCTIOLIS TO COWORIA TO LOCAL Alt STATE CcfOR O P8 TO TFpgp,EOER IR TO CONSTRUCTO4 OR R.MI Z CF IAA 3. cif Amp O i TO FACE OF STU) ANO /OR 4. ALL DIMES TO TFE TRACT OAST HAVE SPROR APQROV S � PROPERLY U OjC. kOT BE 1 ALL A usaNS OR CL Mi1CA4 W O D� EV .7) WO yED DAYS PIER O OD OR MAY ' "�0 "QEO(� waicNC: 0. AALL CONTRACTORS ARE iE .E FOR F AVNO A LNERSTMOING SPE TIOPS FAL TOpQUANT HMS MIITH nE CONTRACT OoctAENTS GOES NOT RELEVE CONTRACTOR OF RESPONSEILITY FCR PERFCRAf4G WORK. NO ADDITIONAL CCWENSATO4 SKILL RE ALLOWED FOR FALL. E TO 00 S0. 7. TF£ cs &: SFA l� T_ ES � U. TYTAI E CARE TO KEEP THE BANG SEALED. 6. ALL FIE SPRIKER Ate FRE ALARA DE504 ADO SHOP ORAWNGS SWILL LE SIDATTED TO TIE RE MARSHALL WSSRB at FACTORY MUTUAL PRMR TO NSTALLATEN. I ALL TRAFFIC STADOARD DESIGN AND SHOP CRAVINGS SWILL BE SIHATTED TO THE CRY EICIEER FOR APPROVAL PRIOR TO NSTALLATION to OMTER WLI WE, ADO GENERAL CONTRACTOR PIS PAY FOR SPECIAL PISPECTIO S AS SPECFTED N IIaC SECTION 302(C) AN) 306. n R C�S S RESAONSO.E FOR ALL ELECTRICAL Ate VICINITY MAP TO SEATAC AIRPORT STREET MAP SOUTHCENTER 'BLVD ST GRADY WAY INTERSTATE 40 0 LONOACRES RACETRACK BEST SEA -FUR REMODEL PROJECT 240 HOOVER PARK NES TUKWILA,WA. gm- TO 90 43 RD STREET SYMBOLS LEGEND Q 10-M0 COLUMN LINE INDICATOR . KEYNOTE INDICATOR WALL SECTION INDICATOR BLDG. ELEV. INDICATOR DETAL INDICATOR ELEVATION INDICATOR DETAL INDICATOR ROOM NAME & NUMBER DOOR NUMBER COLOR INDICATOR FIGHT /ELEV. INDICATOR PLAN ELEV. MARKER WALL PARTITION TYPE 1-h2 STCRAtE TOO MAR 311994 mw en. ■ • w W V 0 Q V W r V TEL: (206) 365 -7431 COVER SHEET IMORISW T 114 alb -- rt..----- .fi - - -.- J SALES AREA tr JEWaRY *CLOUD ED OHO SCRATCH sopa • O I 1 1 1 1 1 1 1B .. -..1.. O ©'w 111111 eel , I , 1 STC MOOIR >14 • - -_.— .- ter.- __ •.- -- SOP - -- fi.. - -- I , iD 134 108 140 6) Pat IMO ORREMOANN 24'-6' 24'-O' 115- 24'-4 24'-0' 24' -4T' 24'-0` 24'-0' 24'.4 Jew' 4 24'-O' 24'-0' 24'-4 24'-0' 24'-4 24'-8' FLOOR PLAN SCALE: 1 /16' -t-o" 1 REF: 1-A1 13614- oimz, NRA MAR 3 1 1994 NNW NNW ciowev NOTES E W KM iio AT COMMON a MINE Ex CONO OLIO a OMER, SEE At1 REMOVE EX WC SECIYALJ< AND STARS SEE AZ4 MOVE Ex ASPHALT PAW* SEE 04. REMOVE EX OM OOND DNVEWA* SEE All i OW. PARCH ON1a LOCATE EX LAWSCAPI* SEE LAND CIO PEW LAPCSI:APNO FLAMM SEE LAM) ARCH OWOS RELOCATE EX FRE HYDRANT, SEE Ana CT& OROS EX FW HYDRANT TO RENMK SEE At1 Ht ONL OMKTS RELOCATE Eft STREET L10HT TO SAMRSDE W 9DEWALX MEIN ASPHALT PAW* SEE AU * SPEC KW HEAW OlJTV ASPHALT PAM. SEE At1 k SPEC MEW TRAFFIC 90PAL. SEE 90NAL OWES PEW TRAFFCTRAFFC oAHaIZATC44 SEE At1 it ONL Mtn OI ET 9 ED PLACE OOMC CURB It OUTTER SEE FNStt * _MW EXPANSION =WALK 11M4 SOCIRELNES# IOW SEE OETALS PEW EXTRLOED COM a SEE CETAL 4 /At2 PEW SO./WATER SEPARATCR VALLT. SEE AU Se OM. CM HAPDCAP PARIRIO SYMBOL AND 9014 RR CODE PER p RAMP WITH TACTLE WARMD TDtTLW, PRECAST CONC WHEISTCP. SEE DETAL 4/Al2 COPACTED FLL. SEE STRUCTIRAL FOR RECILIREINNIS PEW ME MESTi FDC SEE OVAL TURNER AND ASSOCIATES 18420 24th PLACE NE ARCHITECTS SEATTLE. WASHNGTCN 98155 TD.E (208) 365 -7431 FAX (208) 365 -7504 FLOOR PLAN SEAFUR REMODEL TUKWILA, WA JOB: 1994 BEST FLE: BSTA2 -tGCD 4104 REGISTERED ARCHITECT DRAWN BY: SDH CFECKED BY FRT ' -L-- DATE: 3/31/94'' =al RnAT[ aF SCALE: 1/16" = 1;-o' REVISIONS SHEET A 2 . i BEST ( • I 1 MTOWLE- ISC. WAGE SUPOPLED BY LEST, INSTALLED BY CQ SAFE SUPPLED BY BEST NSTALLED BY CQ 1 :111111 ---- .---- •-- •r --- --- anew nose's ea manna ----- - -- --- -- -• - -•- as c iii />Virz;' 1 III j ill j 4 D ♦ W •n._ de ,SS«' 1`,:LLLL ••1 00SIM --- -- JEWELRY 11111111 1111111111:1 • . •// ... ,, e arta .., •.... //a to ' • .. i '.., 0 la rf i MAIN FLOOR FIXTURE PLAN SCALE 1/18' =f -0" REF :2 /A2.2 1 AREA OF TWO LEVEL STORAGE RACKS, SEE 12 500 =266 OCC. STORAGE RACKNG 8' OR OVER SEE STRUCTURAL CALCULATIONS 13G ) NDICATES ItLWORK OR PICTURES FILED BY BEST AND NSTALLED BY GENERAL CONTRACTOR 4' 4' CHASE VED OW ono TUKWILA OCT 31994 NRNW CENTER MEZZANINE FIXTURE PLAN SCALE: 1 /16' =f-0" REF: 1/A2.2 CIiV t0 E NO"( au OC11r *- stfl'o c• NOTES • a TURNER AND ASSOCIATES 18420 24th PLACE N.E. ARCHITECTS SEATTLE, WASI* GTON 98155 TELE (206) 365 -7431 FAX (208) 365 -7504 FIXTURE PLAN SEAFUR REMODEL TUKWILA, WA J08: 1994 BEST FILE: BSTA2 -2.GCD DRAWN BY: SOH CFECKED BY: HIT DATE: 3/31/94 SCALE: 1/16" = 1—O" REVISIONS 7/194 FOR 80 • SHEET 1•! f-.-BINT. WNW RIVE xxlet ION NMI K • 11\• • stailllit MR RMM K +-11 n-. • 1 • • • 1 • 1 • 1 • • 1 • la OMNI t1MNR PIPS M x tt+t 1 • • RECEIVED OCT 2a PATER IL MOWS $ AMA a • • • • Sae Ole MEP at eamRat _ SLS— SOR a MOM K --- 0 I 3C7 • • 1 -1 MIMS 1 1 1 1 1 • 111 1 1 1 1 1 1 1 1 �• • • 1 • • imo slyer 0 t REFS CITY OP TUKWILA DEC 161994 PAW a DEC 9 '94 REVIt*tU AND APPROVt ITER S. HIGGINS 1 Asst 'ONSULUNG STRUCIP' FNGINEEN0 tonnsoo on. Imam Mil olw1.I i t rtNSY 1 -I .) r, r Ir - • 1 0 .y1. Or •II t• It. ,tt.• Or wi'. •1Y• SI►NI 1w►It•t1 Ilulamum .-1 1 1 /AIT CUM - --n ■0a ■• It Came im■ � ► L Wisp. ►t1 I►0• • OHS z I is t. s r:..i - 1 , Ftt/MYllessu1 L ! !11 1 1 . - • It 1 R WIN .1� ^I111111iiL,•f111■ s • • • i 1.' '1.4e It. %4L 1 1 wV us. T 4". 1 1 1 • nit. -1 1 t 1 <I, 4, r\ I tsnderstand :hat the Plan Cl 1c appr:vat; are ti'.rr'.,^r,or end o.r„_timn- ,<06F:pprov:11of .::Own of any i tl actUr Sc. pY u,.,o •.� ■ 9Y Dave :rm:t i ._ eq late 01.5Cii RECtI 0CT21"Th eenlw e. Meet. -ee egy op TUKWILA DEC 11 e s N*Mn cvna OOVItg\ :P 9 •o; • ii sir TOP LEVEL O7 MEZZANINE 3 • RECEIVED OCI 91 114 NMIN anauaMOD 15-a'nie „ .- ---trr t w 3 MV Iaat '•-a3 LW 1 1 3 film utcr nctlna: KU WILT nw trrll' It, lrD• •- CC/ tt •- 3w 1 I 1 .113#14 -.1 3. , %.c: - +aw r' ' 4'' •' •' 1 F 1 1 1 - u 1111111111111111 BOTTOM LEVEL OF MEZZANINE STRUCTURAL MEZZANINE n • 111111111111111 Er ow taus 74 3n-. II WU MIS I :ICJ lc TA. 1 E 1_1 LI .- CMI„3r__4 lr143I. •--W -4 u#14 -.fact Ir.t: 1 1 1 • 3w •-.4 3:CJ C :'I 1 r1 1 dm r:4: CC . -- 3V. 3nw -{ 1 4 cows -1. 1111111111111111 e1 BAR GRATING LEVEL a'aa I. 111111111111111 G�I�iil�\I n �► n �► �► �► Xn /► n pct(= oroci�U�� ►i�11rmoco��►��:O;��Qorco /► �t l►�l►�o; \` I� . . ► i► no ' P pt v'►',' o rA 'rri► v i►'ieo'� �oo l ��i►_i�►_oom►_o_v_�t �► ��,a_o_a �� �►.� 11_,0�I_,X10�0�0011101�101020120 ' N `� KICIERIM COM��0 011 OW W STRUCTURAL MEZZANINE MEZZANINE LEVEL Will Ind! 1N c DES Ilea: teal =IIIIII1= - -i aril 7l i!S N== �asu. -. alQa.1. °s tl11111111111111 1b41-1-o136 1.7 4 i•_I,•t'•: NM .1•L'..• l. '•I I'L�•a SIC.0:n, ^1•.•.'..1••_11 1' ■a •10 n.•• t•.•'.t•1•. l.• a •..•.• ..•••: • n ••12••• 110 C'.10.•:I•.•1.J••: 1 11.1.7,71_ WO • .■.• t•• .1M .1 L•• r, 8111 •1 "1 .:.10•.•.11•. •a . • N.H. • o4•• af� 1 -• /'1••1 1i0 • n.V11.C'.1..'a•. 9G1L._ -1 ■, a•11 11. 'I .0•. • • •u.1• •- 1'.• 11•■t111a 7I ' " • C'.0 • • • •• •. 11. • 1 • u: • 0 + .1 I I . ■ q IM • 1 1a1 ' "a •..n•.•Jn. -li tiv:•.n••1 Pi1•Lf1•1 '•I •_'1 •..3OU.•.l :ll.l•.. 1 It fa I•ill 1St •. 1 •..V•.•.11•. L. • ■m. •.n :' atei,1•97•a c•1' •■ • 0.•••• ■1. l.ltr.'••a '•l ''71 ''.10•.• :11•. 1/:. • ■vl: •. tfl••AEI :116:11.1 ••I • •• • .0'.•.11.. 1.. ..1.11. •.O. •j 1 •7.tl♦•1 !at !'.`1 • •37.•••■ •11:1•.: 11r MM. HIM ■t '.'1 •..•0•.•.1 :t1.1•.1: l'.11rt 4•• Lal "■ • • • .1 1:1'6' -1_ •IG •:.n.• il.• ..tal•.l.•.1•LG.1.•J..i••14•.11 Jt67■ • •I.' :'!1 .. •,• 111 11•,71 f 11 • • • • • 1..1 l :l'D'1•f 11 1, • • • • • 1 11•' •• - Il l Xi ./ . #..11:11•... •J 1 •- L._'J ut. •_a7' al: »G: f • 1 -l•• •■ I I}a'LI_1t■ anirau OEC 111999 Nwr MC9 '14 "tar NW Vet r•Itfr tpwvsc® solo. ONE" Tian. DRAWN 3Y' MICHAEL WEBSTER DATE' OCTOBER 27, 1994 PROJECT' •1 WWII A - �.�� el n UMOf PAIR W x IK .ar WM Mot Men PAIR at Nino 1J1.14.0 44; & Meer & AN00 • 13414-03G s. 1 1 Mk 1 1 1 NIIKM soNSILT1In mutant IA\ I Ur I,! 31_1 . nIr,r,\Ir•-• n p, r 1 . - DEC arrtremmu 161994 POMP aMlwl L_ n L-2 4 ®l%ne c 0Q'po Dickson, Tined. co PROJECT: /7/4 029 DRAWN BY: KIM ERLY M. WILE