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HomeMy WebLinkAboutPermit D2000-106 - BEST BUY - STORAGE RACKSBEST BUY D2000-106 City of Tukwila Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 Parcel No: Address: Suite No: Location: Category: Type: Zoning: Const Type: Gas /Elec.: Units: Setbacks: Water: Wetlands: WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. 262304 -9079 17364 SOUTHCENTER PY ARET DEVPERM RACKS 001 North: TUKWILA DEVELOPMENT PERMIT .0 South: Sewer: Slopes: Contractor License No: CENTRCC016R0 .0 TUKWILA N Permit No: Status: Issued: Expires: Occupancy: UBC: Fire Protection: East: .0 West: Streams: (206) 431 -3670 D2000 -106 ISSUED 07/13/2000 01/09/2001 STORE 1997 SPRINKLERED /AFA .0 OCCUPANT BEST BUY Phone: 17364 SOUTHCENTER PY, TUKWILA, WA 98168 OWNER MBK NORTHWEST Phone: 206 575 -8090 C/O TRAMMEL CROW COMPANY, 17560 SOUTHCENTER PY, TUKWILA WA 98188 CONTACT GENIE IATEEN Phone: 909 - 869 -0989 161 ATLANTIC ST, POMONA, CA 91768 CONTRACTOR CENTRAL CONSTRUCTION CO INC 3075 SUNRISE COURT, CHINO CA 91709 ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Description: INSTALL STORAGE SHELVING IN AN EXISTING STORE. ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Construction Valuation: $ .00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No: Size(in): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Cut: Fill: Landscape Irrigation: N Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: N No: Sewer Main Extension: N Private: N Public: N Storm Drainage: N Street Use: N Water Main Extension: N Private: N Public: N ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 1,066.69 ******************* * * * * * * * * * * * * * * * * * * * * * * * * * *, * ** *. * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development ermit. Signature: Date: Print Name: (-0.4 This permit shall become null and void 180 days from the date of issuance, or for a period of 180 days from the last • Date =l3 00 if the work is not commenced within if the work is suspended or abandoned inspection. z w aa � J U 0 CO 0 J H CO W 0 2 u . co = a z � I- 0 z t— w 0 -, 0 F- ill W I- LL O w U = ~ z Address 17364 SOUTHCENTER PY Suite: Tenant: :Type: DEVPERM Parcel #: 262304-9079 ' CITY OF TUKWILA Permit No: D2000-106 Status: ISSUED Applied: 04/07/2000 Issued: 07/13/2000 *************************************************************************** Permit Conditions: 1. No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 2. All permits, inspection records, and approved plans shall be available at the job site prior to the start of any con- struction. These documents are to be maintained and avail- able until Final inspection approval is granted. 3. All Construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition),, and Washington State Energy Code (1997 Edition). 4'. Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall riot be con— ' strued to be a permit for, or an approval of, any violation of any of the provisions of the building code or of arty other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. 7 7 • 7 a'..f..77:7■74 • • Ut: .07747.7 " Z ui JO rY 2 6 = O 0 COW WI: - J ai • 0: 1 5 LL. g2 a. w 1- ZI— Ill ILI D C): 0 I— Z W co : 0— o z . Description of work to be done: /l1 7/Lt, 8D "1LA6 ee1ELVi �G l /3 k1) a ST1ni 6Rtc: . Existing use: 1701etail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other . Proposed use: 17Ktail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Will there be a change of use? ❑ yes ITco If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? e ❑ no Existing fire protection features: Zprinklers LJ � a utomatic fire alarm ❑ none ❑ other (specify) Building Square Feet: 1?4 existing Area of Construction: (sq. ft.) Will there be storage of flammable /combustible hazardous material in the building? ❑ yes El4 Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets • Date a icatio cce Date a p !cation ;Ikea: Ap • t1 taken by: (initials) Project Name/Tenant: Value f Construction: Site Address: City State/Zip: I 3, g6U a '[ A w 1 w i t Tax Parcel ^ - ,... ... quick Property "O nr . WEB M k NO(ZT - WET n2 , Phone: /FVI� 53 ' 0 3 (, . gb M,UD/4 Street Address* City Stat e t'•• q � /Z - - . �l9 .W • FtE - ) o%Js R &7S _ . - 8 Fax #: ,< � , /33 / Contractor: r ( C < L C - 11. �' Pfbpne: 9 9 — , , r03� `/ t X .t c. _, , i Street Address: -- 7 S' S L�.r z.1 e .,_,, _ „ <. C Ciy State / lip: -z c cax #• `R c( - -3o6 _ , 9 <— Architect: / I I WI. VA-NA) y i1 & P ne• OS .22_3, gD 5 Street Address: City State /Zip: 2 2. Z c f S • 1tJ . -OV 6/ ( � �� --� 7 I Fa #:. ,s • 2P2._ .0321 Engineer: Phone: V09. ? 9 . � ? ? S-L E . � f r i - Street Address: City State /Zip: Fax #: y - 86 9 - es ?8 / f (a � I - 72AA/TI e— ST/tee! ev i i(51- .(6 1 (A- R17/ R Contact 4 E\ Ph e: . 1. 3109- 6 D Street Address: City State /Zin. Fax #: D 9 . SO' D q8/ 1 ll0J A`TZ- i TC� 8r€.Ez= ", PDI-L0 q1, G 1�t - `�17Og CITY OF TUK—WILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 Commercial / Multi - Family Tenant Improvement / Alteration Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. ❑ Channelization /Striping ❑ Curb cut /Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Land Altering 0 Cut cubic yds. 0 Fil cubic yds. ❑ Landscape Irrigation ❑ Sanitary Sidp Sewer It: ❑ Se r Main E : nsion 0 Private 0 Public ❑ Storm Drainage ❑ Str et Use ■ r ater Main E - - on 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s): • ► educt 0 Water Only ❑ Water Meter /Permanent # Siz ❑ Water Meter Temp # : ze(s): Est. quantity: gal ❑ Miscellaneous CTPERMIT.DOC 1/29/97 APPLICANT FOR PUBLIC WORKSSITE/CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews may be determined by the Public Works Department) la I FOR STAFF USE ONLY Project Number: Permit Number: Dz0 — . i ood Control Zone Hauling Schedule: Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. PLEASE SIGN BACK OF APPLICATION FORM w Z 0 Z BUILDING OWNERQR ■ UTHORIZED AGENT: - Date: 3/'0/00 Si.• at• j_ ■ Prin name: GE/UJ E f f)7 Phone: 5W zy 6 7 Frio . 8& 9. 0 8 / A d fp {aTLA1V77 C S f , City/Stat eI 9/-76.8 O,�1nA J ALL COMMERCIAL/MULTI -F ILY TENANT IMPROVEMENT /AL RATION PERMIT APPLICATIONS MUST BE SUBMITTED WITH THE FOLLOWING: ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER ➢ ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN ➢ BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMI ED at/0- ❑ Complete Legal Description C OL ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). 7 Four (4) sets of working drawings (five(5) sets for structural work), which Include : ❑ ® Site Plan (including existing fire hydrant location(s) a,*/ 1. North arrow and scale 2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements 3. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions 4. Location of driveways, parking, loading & service areas 5. Recycle collection location and area calculations (change of use only) 6. Location and screening of outdoor storage (change of use only) 7. Limits of clearing /grading with existing and proposed topography at 2' intervals extending 5' beyond property's boundaries 8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of use only) 9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 18.45.040), of those, identify by size and species which are to be removed and saved 10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change of use only) 11. Location and gross floor area of existing structure with dimensions and setback 12. Lowest finished floor elevation (if in flood control zone) 13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H- 9). Floor plan: show location of tenant space with proposed use of each room labeled CZ4c. -CL9{-- Overall building floor plan with adjacent tenant use; identify tenant space use nd location of storage of � any hazardous materials; dimensions of proposed tenant space. ./a- ❑ 0 Map showing location of site d- ❑ ❑ Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of rack. Structural calculations are required for rack storage eight feet and over. a-Wa2 L � Indicate proposed construction of tenant space or addition and walls being demolished Construction details ,S prinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. Washington State Non - Residential Energy Code Data shall be noted on the construction drawings. SEPA Checklist - if intensification of use (check with Planning Department for thresholds). Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions. Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Public Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) Copy of Washington State Department of Labor and Industries Valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal I HEREBY CERTIFY THAT ! HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND / AM AUTHORIZED TO APPLY FOR THIS PERMIT. CTPERMIT.DOC 1/29/97 z t • z CL w 6 � O 0 D W= H w CL < = • a I -w z = I 0 w ~ U • D O- D I--- w W • 0 u O w z U = 0 z , *Ah4*AhA*Ahh . kk* kAAh:';; c+. tA• k•.** AI. t1 th1:. AA k, t' ch! h ••tkAh:t•.t*:iNhicA4.qhhh —A. ':1TY OF Tt!! <WIL.A. WA N A kk:t:4:1:4*•k; AitAkAkk,tA . A hA—AAAkkk i h: tat Ah,h*AAt Ah.frkA•k.t•k•• ** TF,IP SHIT Number: i:9800289. Amount: 648.25 05/J0/00 09:30 Payment Mel;had: CHECK Nutztinn: SEI5l4IC MAfERTAL In•it: TLU l'ermit D2000-106 Tyne: DEVPEOM DEVELOPMENT PERMIT Paroei Na: 262304-9079 Site Address: 17364 SOUTHCENIER Total rf2Qit 1,066.69 .This . PG:vnertt: 648.25 Tc t::l ALL Pmts: 1,086.69 Balance: .00 '.kA:***AA.i*A: *A *AhA ?.* kAA•hv 4.4-* 14. 4* AA* 1A* dh ttl.••.ti•kAA**A><:hh44•h*•k:S 41 •k*** • (acr. OUn t Cade Description Amount 000/0.22.100 EsU1:l..DIMG -• NONRE9 6 000/386 .9!)4 STATE BUILDING SURCHARGE 4..50 • 2,00C ( fPr NSM3'1• 4220 05/11 9717 TOTAL 648.25 ke ,,,,,,,,, lei\:i11 +f#'.li�7r•:{ fii3:,.' gC; `.: iifAsSWIM �iii�< iid :8�:»S:,�Xkh,,. i, CITY OF:TPKWILA, WA Q0 - 10(p 4, * fr A * 4 * h A * A. 4. A. * * A * A A * -t A A * A A * fr * 4. A 4 * ..te A A. A * h 1RANSMIT Number; F9.800262 Amount 418.44 0 Payment Method% CHECK NOtRtiOn: SEIZNIC MATERIAL DEYPERH DEVELOP . • •• • • a.-6 • • • • M. • • • • • • . • . • • • • • Permih Not Parcel No% 262004-907? .Address% 17364 BOUTHCENIER PV Total Fees: 1,066.69 f:'. • ThisPayment 418,44 Total ALL Pmtst 418.44 Balance: 648.2;5 J. ' Account Code Description Amount • • 000/045.800 PLAN'CVECV - NONRES 418A4 • • ?:- • . . D2000 A*Ah****A*AAA IPAN5NIT **A***NAAA*A 4/07/00 10%29 initt ILO --------- MNI PERMIT 3307 04/10 0 719 TOTAL 418.44 1?■•4‘,.*.411 "1244 Project: 956 'Tj �ucA Type of Inspect' t,1 4e / Address:, Date called: s A/ 11 20 Special instructions: 4 Date wanted: a.m. p.m. Requester: Phone: 5 • INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA, 98188 '12L4© -406 pproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 4fi: ci..: 4: �,.. w�::.. s...+•. �`. i. '.: l Lw.. w• tw: 7: A: i. �: h�•...:..' u: 4... ka:: KYY .t'+�}ba.Y'•�.'r+•.iia��'.�•. ii�v�.fr..�'E�i:,.'�6:,.ra�ti A32ti. ��iwila�" �iM� .xiriYi,�M�'�•f'�ai'2 }�.�1 t.., . a:•: lr�? �1 n�7. tl :..v's.7,Se %t�:6'. :���S3r:NA PERMIT NO. (206)431 -367 Pro ...r. EDI Typern tospection: Ce—■ Address: 1 7Sbel-- sc.. N Date called: . Special instructions: , . Date d / P.m. t: Rets er: ts J LL- Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 (206)431-3670 COMMENTS: /-*r://t/A1C.- /46C2)1.)/,e...,04■„ 19 .0,41-ib ID Approved per applicable codes. Corrections required prior to apiroval. ri $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: • •- : e 4 BO 4 4r tymf Inspection: r , kgr A. ■ ress: 11(q sc., PY • ' D te called: - lq - Special instructions: Ef e wanted: P.m. R P "D e qo --D S c V-IN INSPECTI N NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 LII Approved per applicable codes. PERMIT NO.. (206)431-3670 COMMENTS: • 4 le i2L 494 & / / S . 7 c_ Corrections required prior to approval. _ • ri $47. REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 1 Z -J 0 00 U) • W UjI W WO 2 • < D. a I— ID Z I-0 Z 1.1J 2 D 0 D 0 0 Ui 0 - r U- Z - I: 0 ect: T e of Inspection: Address: 1 5UU ^.��... `l ? T Date called: - , - c Special instructions: D wanted: a.m. —��. -- Requester Q Phone : • INSPECTION RECORD Retain a copy with permit —INSPEC —TIO NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 COMMENTS: ®ST/1& �. Inspg+fpr: PERMIT NO. (206)431 -3670 roved per applicable codes. 0 Corrections required prior to approval. e Data $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: , q p 0- \ -7 0 ..Efs)0,)2.fc_s 3 IF \A ef/bA “ 11- P iq fLTI 7L -bL r - 3" F--rmisiA) A46.-"ur or ::potioc,as p..441,ut,s, - A,f Li I kr C.442.- S 6-A-c, Acc)Pore-64) a IA AlopoiWzit..- • 110iXtel ii89/e ,4)u/40,6 iki).6_cm,b0 Le_ss utiil A/4 4 7 61g f p Ole), /17(( 1). 41 -'t) 4-! MI e...4 I) 2 44, A , ProjW 6 In Type of Irilz Date called: Date warlfr a.m. P.m. Acid/s &el._ _ . p Special instructions: Requester. Phone: INSPECTION RECORD Retain a copyflivith permit CITY 0:4 TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 981 INSPECTION NO. D Approved per applicable codes. Corrections required prior to approval. Date:.- (206)431-3670 00 n $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: • ". .ka; Ci:A1 City of Tukwila Fire Department Project Name `}4S Z035 TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Address 11 VO4 50 "%;-* Q•1 Retain current inspection schedule Needs shift inspection X , Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: Authorized Signature FINALAPP.FRM Steven M. Mullet, Mayor Thomas R Keefe, Fire Chief Permit No. 0 CI 1 ( 6 3 a.) 01 D 2 J 8 Date Suite # • 1 1 Rev. 2/19/98 T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206-575-4404 • Fax: 206-575-4439 TJe. 4�teaelc^ Ji' JCMw. r^• r^ vrr• v.+ �f af] CYT?*' �Cn•..•••• tr•^.++ �•• �e�r. e• e.•+ �+.. r�5``' t+ m.+N•+1wwr rm��.�w»w+++.•�K :'S'+.�n�f�'.'nlNlw. trrrn�` q7 t14` +YM%:,vl?/M�0.s1'�iM.'b/kMflY!'!� z w ug = J 0O • U) 0' w= JF- N lL W O Q 2 Q LL Q — d , I- W Z z � ~ O ' Z , U � O a W ~ ' O . U.1 z. 092 O H z • STORAGE RACKS DRIVE -N RACKS CANTLEVER RACKS MEZZANINES CONVEYORS CAROUSELS STEEL SHELVING MOVABLE SHELVING STORAGE TANKS MODULAR OFFICES GCNOCLAS BOOKSTACKS SEIZMIC MATERIAL HANDLING ENGINEERING EST. 1985 CRY APPROVALS STATE APPROVALS PERMfTTNG SERVICES PRODUCT TESTING FELD NSPECTION SPECIAL FASR CATION SEISMIC ANALYSI S OF STORAGE RACKS FOR BEST BUY #447 17364 SOUTH CENTER PKWY. Tie,k eve% //z ,SSE, WA #00- 0443 161 ATLANTIC STREET • POMONA • CA 91768 • TEL: (909)869 -0989 • FAX: (909)869 -0981 ALASKA NEVADA ARIZONA NEW MEXICO CALIFORNIA OREGON COLORADO PENNSYLVANA IDAHO UTAH MISSOURI WASHINGTON RECEIVED CITY OF TUKWILA APR -- 7 2000 PERMIT CENTER 51 �1rG P2000. icx z re ~ W J U U U0 UJ J u. W0 LL W d �W z� 1= o z1- 11J uj 0( 0 1- WW U `L ui z U= 0 ' z r a grZZIC IIIIP M INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT BEST BUY FOR BEST BUY SHEET NO. 2 OF 43 CALCULATED BY A . R • DATE 03 -14- 2000 TABLE OF CONTENTS DESCRIPTION PAGE # COVER SHEET 1 TABLE OF CONTENTS 2 SCOPE 2 PARAMETERS 3 CONFI GURATI ONS 4 - 6 COMPONENTS & SPECS. 7- 11 LOADS AND DISTRIBUTION 12 LONGITUDI NAL ANALYST S 13 COLUMN 14 BEAM 15 BEAM TO COLUMN 16 BRACING 17 OVERTURNING 18 BASE PLATE 19 SLAB &SOIL 20 MI SCELLENEOUS ANALYSIS 21- 43 SCOPE: THIS ANALYSIS OF THE STORAGE SYSTEM I S TO DETERMINE ITS COMPLIANCE WITH THE APPROPRIATE BUILDING CODES WITH RESPECT TO STATIC AND SEISMIC FORCES. THE STORAGE RACKS ARE PREFABRICATED AND ARE TO BE Fl ELD ASSEMBLED ONLY, WITHOUT ANY Fl ELD WELDING. z w iO 00 cl co J 1 u. 2..) d F- _ z � I-0 z I w w U � 0 . , ca w w U IL. O u i z , 0 I— z SEI ZMI - INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PARAMET ERS: 1. COLUMN. 2. BEAM. 3. BEAM TO COLUMN. 4. BASE PLATE. 5. HORIZONTAL BRACING. 6. DIAGONAL BRACING. 7. BACK CONNECTOR. PROJECT "ST BUY FOR BEST BUY SHEET NO 3 OF 43 CALCULATED BY A.R DATE 03- 1 4- 2000 STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN ANY ADJACENT BAYS. THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYZED IN BOTH LONGITUDINAL AND TRANSVERSE DIRECTION. STABILITY LONGITUDINALLY IS DEPENDANT ON BEAM TO COLUMN MOMENT, WHILE THE BRACING ACT TRANSVERSELY. TRIBUTARY AREA TRANSVERSE LONGITUDINAL TOP VIEW � z i-tw � QQ � JU 00 co U.1 w 2 Ti co F- _ z I-0 z I- w w 0 ON 0 I— w H H u_ 6 .. w z U= O F- z r' SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 CONFIGURATIONS 1 1 BEST BEST BUY SHEET NO. 4 PROJECT FOR TYPE C (WAREHOUSE i nt. col) 1,000 lb. 4" 33" 35" 3 I, 3 r' 4 1,000 lb. 3 1,000 lb. 2 1,000 lb. 1 144" TYPE D (WAREHOUSE) 500 lb. 4" 36" 33" 3" 4 500 lb. 3 500 lb. 2 500 lb. 1 CALCULATED BY A.R. DATE 03-14-2000 13" 24' 13' 1 `31 13' 24' 13 N ,�--- 144 " 36 .4 OF 43 z z W 0: 6 JU • U O. U) N W Ili p.- u "( = W Z f.. I-0. Z ~ n. O N .. 0 I- w w UL 0 . .. ti g w O ~ z INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT FOR SHEET NO. CALCULATED CONFI GURATI ONS 1 96" 93 " TYPE F (REFRIGERATOR) 2,000 lb. 144" TYPE H (VI DEO WAREHOUSE) 01b. 69" 3 2,000 lb. 2 2,000 lb. 1 •k-- 120 " - 4 13" 24' 13" 1 24" 13" I 36.4 36.4 'ST BUY BEST BUY 5 BY A.R DATE 03-14-2000 OF 43 z 1 w 0: U' 00 0 co = Co LL WO 2 Q . W Z = F Z W U • � O 21 • F-; W W H U LL- O .Z O ~ z INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT BEST UY FOR BEST BUY SHEET NO. 6 OF 43 CALCULATED BY A.R. DATE 03-14-2000 CONFIGURATIONS TYPE Q(WAREHOUSE) 2,000 lb. 6" 2 2,000 lb. 1 13" 24" 13' 9 144 "_4 1- 36.4 z w 6 U 0 co 0 J = F— SQLL w 2 gQ = H =. z 1— 0: Z 1— tu U co 0 0— 1— ' . H V . H � O� w Z O z 1 2,1001b. 8,227 i n.I b. 7, 573 in.lb. < stdcann. 2 1,5751b. 3, 920 in.lb. 4, 984 i n.I b. < stdconn. 3 1,050 lb. 3,049 in.lb. 3,895 i n.I b. < stdconn. 4 525 I b. 1, 742 in.lb. 2,371 i n.I b. < stdconn. TYPE C (WAREHOUSE int. col) DESIGN LOAD = 1 000# BASE PLATE COLUMN BEAM 4 X3 X.1875 BASE PINNED 1/ COLUMN 3 x1- 1/2x14 ga. STRESS =0.77 4- 1/2 x 2- 1/2 x 14 ga. MAX LOAD /LEVEL = 3,538 I b. BEAM I S O.K. V OVERTURNING BRACI NG SLAB & SOI L 1 / ANCHOR STRESS = 0.15 # CF ANCHORS = 1 HORIZONTAL V 1 X 1 X 16GA STRESS = 0.14 DIAGONAL . f 1 X 1 X 16GA STRESS = 0.92 PUNCT. STRESS = 0.83 BENDING STRESS =0.79 V SEIZM■ � u INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT '' BUY FOR BEST BUY SHEET NO. 7 OF 43 CALCULATED BY A.R. DATE 03-14-2000 TYPE C (WAREHOUSE i nt. col ) SPECI Fl CATI ON - MAIN STEEL 50000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3 -1/2 MIN. EM - FLOOR SLAB 4" X 2000 PSI. REINFORCED 1 - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. SECTI AXIAL FCR CE 1,000 lb. 1 3# 3 3" 4 1,000 lb. 1,000 lb. 2 1,000 lb. 1 - I• • 145# 13" 24" 48# 13" 96# --• I�— 144 " --4 Iu= 144" MOMENT BEAM MCMENT 36.4 245# 122# —0 z w 00 c o w J H w 2 � ( 1, ) 0 I_ w z � I- 0 Z H 0 O w w o z U 0 z 1 1,1001b. 4,309 in.lb. 3, 931 i n.l b. < stdcann. 2 825 lb. 2,053 i n.l b. 2,575 i n.l b. <- stdccz n. 3 550 lb. 1,597 in.lb. 2,005 in.lb. <stdcann. 4 27 S I b. 913 in.lb. 1,206 i n.I b. < stdccnn. TYPE D (WAREHOUSE) DESIGN LOAD = 500# BASE PLATE COLUMN BEAM 4 X3 X.1875 BASE PINNED V COLUMN 3 x 1- 1/2 x 14 ga. STRESS =0.39 4- 1 /2 x 2- 1 /2 x 14 ga. MAX LOAD /LEVEL = 3,5381b. BEAM I S O.K. V OVERTURNING BRACI NG SLAB & SOI L V ANCHOR STRESS = 0.09 # CF ANCHORS = 1 HORIZONTAL V 1 X1 X 16GA STRESS = 0.07 DIAGONAL . f 1 X 1 X 16GA STRESS = 0.48 PUNCT. STRESS = 0.44 BENDING STRESS =0.30 INC. MATERIAL HANDLING ENGINEERING TEL (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT BEST' 7 UY FOR BEST BUY SHEET NO. 8 OF 43 CALCULATED BY A . R . DATE 03-14-2000 TYPE D (WAREHOUSE) SP ECI Fl CATI ON - MAIN STEEL 50000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3 -1/2 MIN. EM - FLOOR SLAB 4" X 2000 PSI. REINFORCED 1 - SOIL BEARING PRESSURE - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. SECT! ON 1000 PSF AXIAL FCRCE 3 3,, 3" 4 500 lb. 3 500 lb. 2 500 lb. 1 1■11■p 76# ■40 113" 50# I —t 24" 25# • 13" T N 144 "-4 Iu= 144" MOMENT BEAM MOMENT 500 lb. 101# 128# 64# I 36.4 42# Z � re 2 6 O 0 WI w • � H O 5 OH 1 0 F- p : O w z U = P 1-- z 1 1,025 lb. 11,102 i n.l b. 5,551 i n.I b. < standlar d corn. TYPE F (REFRIGERATOR) DESIGN LOAD = 2000# BASE PLATE COLUMN BEAM 4 X3 X.1875 BASE PINNED - 4 COLUM 3 x 1- 1/ 2 x 14 ga. STRESS =0.89 V 4- 1 /2 x 2- 1 /2 x 14 ga. MAX LOAD /LEVEL = 3,538 l b. BEAM I S O.K. OVERTURNING BRACING SLAB & SOI L V ANCHOR STRESS = 0.06 # CF ANCHORS = 1 HORIZONTAL .4 1 X1 X 16GA STRESS = 0.07 DIAGONAL Ni 1 X 1 X 16GA STRESS = 0.15 V PUNCT. STRESS = 0.38 BENDING STRESS =0.24 MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 TYPE F (REFRIGERATOR) SPECIFICATION - MAIN STEEL 50000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3 -1/2 MIN. EM ED. - FLOOR SLAB 4" X 2000 PSI. REINFORCED 96" - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. SECTION r INC. AXIAL FCRCE PROJECT —1 ST BUY . FOR BEST BUY SHEET NO 9 OF 43 CALCULATED BY A.R. DATE 03-14-2000 93" 2,000 lb. 236# 144" Iu= 144" MOMENT BEAM MOMENT 13" 24" I 13" 1 6- 36. 299# z n ,w J U 0 ( 0 W = J H cn u. w 2 u- Q . • ° I-w z �.. I— 0 Z I— UC) N C] I-- w w O CU O z 1 2,0751b. 956 in.lb. 6,310 in.lb. <stdcann. 2 1,050 lb. 7,663 i n.l b. 6, 003 i n.l b. <- stdcann. 3 251b. 343 i n.l b. 171 i n.I b. < stdccnn. TYPE H ( VIDEO WAREHOUSE) DESIGN LOAD = VARIES BASE PLATE COLUMN BEAM 4X3 X.1875 BASE PINNED V CCLUMN 3 x 1- 1/ 2 x 14 ga. STRESS =0.62 4- 1/2x2- 1/2x14ga. MAX LOAD /LEVEL = 4,606 I b. BEAM I S O.K. V OVERTURNING BRACING SLAB & SOI L V ANCHOR STRESS = 0.12 # OF ANCHORS = 1 HORIZONTAL .J 1 X 1 X 16GA. STRESS = 0.14 DIAGONAL .. 1 X 1 X 16GA STRESS = 0.91 PUNCT. STRESS = 0.67 BENDING STRESS =0.59 V z Z CC 0 0 N 0 co w J H u- w g Q = a . I - w z � I-- 0 Z F— LU w U O w I L 0 1 O z 1 2,050 lb. 945 i n.I b. 7, 474 i n.l b. �- stdcann. 2 1,025 lb. 10,004 in.lb. 7,002 in.Ib. <- stdcann. TYPE Q (WAREHOUSE) DESIGN LOAD = VARIES BASE PLATE COLUMN BEAM V 4 X3 X.1875 BASE PINNED V COLUMN 3x1- 1/2x14ga. STRESS =0.76 V 4- 1 /2 x 2- 1 /2 x 14 ga. MAX LCWD /LEVEL = 3,538 I b. BEAM IS O.K. OVERTURNING BRACI NG SLAB & SOI L ,/ ANCHCR STRESS = 0.16 # CE ANCHORS = 1 HORIZONTAL .4 1 X 1 X 16GA STRESS = 0.13 DIAGONAL V 1 X 1 X 16GA STRESS = 0.30 V PUNCT. STRESS = 0.74 BENDING STRESS =0.67 r INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 TYPE Q (WAREHOUSE) SPECIFICATION - MAIN STEEL 50000 PSI - BASE PLATE STEEL 36000 PSI - ANCHOR - WEDGE TYPE 1/2 x 3 -1/2 MIN. EM - FLOOR SLAB 4" X 2000 PSI. REINFORCED 9 - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. SECTION AXIAL FCRCE 2,000 lb. 4 w 44 ED. 6" 9 " 2 2,000 lb. 1 27# 144 "_4 I u = 144" MOMENT BEAM MOMENT 13" 24" 13' 1- 36° 5�# PROJECT 5T BUY FOR BEST BUY SHEET NO. 1 1 OF 43 CALCULATED BY A.R. DATE 03-14-2000 z l- w 0, O 0 � J H U) Li. w 0 u.¢ (n _° � Z = H I— 0 ui w • O 0 O N 0 H w HU U. O Z O ~ Z 1 INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT BEST-9UY FOR BES1 BUY SHEET NO. 12 OF 43 CALCULATED BY A.R DATE 03- 14- 2000 LOADS & DISTRIBUTION :TYPE 0 (WAREHOUSE) LIVE LOAD PER SHELF = WII = 2,000 lb (BASED ON CLIENT SUPPLIED DATA) DEAD LOAD PER SHELF = Wdl = 50 lb TOTAL LOAD PER FRAME = 4,100 lb SEISMIC SHEAR BASED ON SECTION 1630.2.1 OF THE 1997 UBC WHERE V= ((2.5xCaxl) /R)xWtotal Wtotal = (WII + Wdl) x n n = # of shelves Seismic Zone = .3 I = 1 Ca = 0.36 R(long) = 5.6 R(trans) = 4.4 Soil Coef. = Sd 9 LONGITUDIAL DIRECTION Vlong = (2.5 x 0.36 x 1.5)/(5.6) x W) / 1.4 = 471 lb w/ working stress reduction Fi = VWhi / EWh TRANSVERSE DIRECTION Vtrans = (2.5 x 0.36 x 1)/(4.4) x W / 1.4 = 599 lb w/ working stress reduction Fi = VWhi / IWh TOTAL FRAME LOAD = 4,100 I b. 2 2,000 lb. 1 144" Iu= 144" 1 • 24' 13" 2,000 lb. 366 27# 563# i 35# 444# z 00 CO 0: to J 1... U) LL, w 2 J Y2 0 LL Q �w z �. � z ul U 0 ,— = 0 I- u- 0 li i z . U N. H 0 z MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT ' BUY FOR BEST BUY SHEET NO. 13 OF 43 CALCULATED BY A.R DATE 03- 14- 2000 LONGITUDINAL ANALYSIS :TYPE Q (WAREHOUSE) THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT MID - HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE.(OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT). VI ong = 2 * Vcol = Vcol = F1 = 14Ib. F 2 = 222 lb. BASE ASSUMED PINNED. 472 I b. 236 I b. Mbase = 0 i n.l b. Mupper + MI ow er = Mconn'R' + Mconn'L' Mconn'R' = Mconn'L' Mconn * 2 = Mupper + Ml ow er Mconn = [ Mupper + Mlower]/2 RESULTING FORCES ON COLUMN SECTION AXIAL LOAD MOMENT Mconn 1 2050 944 7474 2 1025 10004 Mapper Mconn 'z." � M Iowa v B SLAB Moo= "R' S INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT ST BUY FOR BEST BUY SHEET NO. 15 OF 43 CALCULATED BY A.R DATE 03- 14- 2000 BEAM ANALYSIS :TYPE Q (WAREHOUSE) BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE THE SYSTEM, ALTHOUGH IT DOES NOT PROVIDE 100% FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING THEY HAVE PINNED ENDS. FOR THE COMPUTATION OF BEAM TO COL MOMENT CAPACITY, THE PARTIAL FIXITY OF THE BEAM,(ASSUMED AT AN ARBITRARY 25% OF THE FIXED END MOMENT OR 2,000 in.Ib. WHICH EVER IS SMALLER) WILL BE ADDED. I act = 144.0 i n. I max = [1 950 + 1200(M1 /M2)]b /Fy SINCE M1 /M2 = 1.0 I max = 3150* b /Fy = 158 i n. SI NCE I max >1 act Fb = .60Fy = 30,000 psi . MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON 4.5" 1) BENDI NG CAPACITY M = Sx* Fb = w1/2/8 = 38862i n.I b. CAPACITY = 2(8 *M /I) = 38381b. 2) MAXI MUM ALLOWABLE DEFLECTION (L/180). O = 5w I '4/384EI CAPACITY = 2[(384EI)/(5* 180 *I /2)] = 35381b. MAXI MUM STATIC LOAD PER LEVEL I S 3,538 I b. ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL. Mstati c = wl A2/8 = LI VE.LCIAD* L/(2* 8) Mall ow(stati c) = Sx * Fb Mimpact= 1.125 *Mstatic Mal Iow(seismic) = 1.33 * Sx * Fb Msei smi c = Mconn (SEE LONG. ANALYSIS) LEVEL Mstatic Mi mpact Mal I ow Msei s mi c Mal I ow RESULT 1.125 Mstatic (static) (sei smi c) 1 17999 20249 38862 7474 51815 GOOD 2 17999 20249 38862 7002 51815 GOOD Sx = 1.295 i n.A3 Ix= 2.915in.M4 INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 BEAM TO COLUMN CONNECTION Mconn= ( Mlower + Mupper )/2 + Mend CAPACITY OF CONNECTOR a) SHEAR CAPACITY OF 7/16" DIA. STUD Area = .4375^2n/4 = .150 "A2 Fy = 50,000 psi Pmax = 3,000# b) BEARING ON COLUMN Abrg. = t * D t = .0747 min. =.5 *t Fu = 65,000 psi min. Pmax brg. = Area * Fbearing =.5t *2.22 *Fu = 5,390# > 3,000# c) MOMENT CAPACITY OF BRACKET S bracket = .110 " ^3 Mcap = S * Fbending = .110 *.66 *Fy C = Mcap /.75 = 1.67 P1 P1 = .798 Mcap = .0872 Fy = 4,360#> 3,000# SINCE PLUG GOVERNS P1= 3,000# Mconn. cap.= P1 * 4.5 + P2* 2.5 + P3 * .5 = 5.94 *3,000#*1.33 = 23,778 "# Mupper Mconn. , — ` Mconn. 1 5/8" 3 "/ 1 "eff. Sbracket = .110 "^3 t =7ga. C Mlower REAM TO COLUMN CONNECTION 1/2" C= P1 +P2 +P3 = P1 + (2.5/4.5)P1 + (.514.5)P1 = 1.67 P1 PROJECT FOR SHEET NO. CALCULATED BY A.R. DATE 03-14-2000 BEST' 'UY BEST BUY 16 OF 43 + *++ . z z re Li' = 00 J =' CO �. w 2 u. I I-- la z � I- O w O 0 H w UJ HU O .z . w U o z rgrit..Y INC. MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT 'SST BUY FOR BEST BUY SHEET NO 17 OF 43 CALCULATED BY A . R . DATE 03 -14- 2000 TRANSVERSE ANALYSIS : BRACING :TYPE 0 (WAREHOUSE) IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND COMPRESSION. IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE ON THE DIAGONAL MEMBER AS IT WILL GOVERN. DIAGONAL BRACING : COMPRESSION MEMBER L di ag. = [(L- 6)'2+(D- 2* Bcol )'2]'.5 = 44.5 DI= 44.5" Vdi ag =Vtrans * Ldi ag. / D = 741# kI /rmin = [ 1 * 44.5 ] / .3846 = 115.9 Fa = [12Tr'2E]/[23(kI /r) /2] =11105 psi. fa /Fa Vdi ag /(Area* Fa) D .-- " = 0.30 DI AGCNAL AND HCRI ZCNTAL BRACING 1 L= 39" Area= .2249 "A2 rmin= .3846 " t= .0598 " W= 1 H= z w 00 NO () w o. co a �a =d � w z� ▪ o. z w Do U O ff: I U. 1- 6. w = o z INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT BEST—`UY FOR BEST BUY SHEET NO. 18 OF 43 CALCULATED BY A.R. DATE 03-14- 2000 OVERTURNING :TYPE Q (WAREHOUSE) ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 222E) 7.1 OF THE 1997 Uniform Building Code. FULLY LOADED TOP SHELF LOADED TOTAL SHEAR = 598 I b. Mot = Vtrans * ht * 1.15 = 598 * 90 * 1.15 = 62448 i n.I b. Mst = l(Wp +.85wDL) * d/2 = ( 4000 +.85 * 100) * 36/2 = 73530 i n.I b. Puplift =1(Mot - Mst) /d Puplift 0 NO UPLIFT SHEAR = 299 I b. Mot = Vtop * h * 1.15 = 299 * 96 * 1.15 = 33046 i n.I b. Mst = (Wp+w DL) * d/2 = ( 2000 +.85 * 100) * 36/2 = 37530 in.Ib. Puplift =1(Mot - Mst) /d Puplift <0 NO UPLIFT 13' 24" 1 T 36.4 USE 1 ea. 1/2 x 3 -1 /2 MIN. EMBED. CAPACITY OF 1/2 x 3-1/2 MIN. EMBED. = 875 I b. PULLOUT & 1840 I b. SHEAR COMBINED STRESS1 = 0 / 875 + 299 / 1840 = 0.16 COMBINED STRESS2 = 0 / 875 + 149 / 1840 = 0.08 z i- w 00 to 0 J = 1 - U) u_ w z d . z I- O Z 1-- uj D. 0 0— 01— w w i . u O • Z 0 N . O z r' Mh „1 INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT BUY FOR BEST BUY SHEET NO. 19 OF 43 CALCULATED BY A.R. DATE 03- 14- 2000 BASE PLATE :TYPE Q (WAREHOUSE) BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY). THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE 1) MOMENT CAPACITY OF THE BASE PLATE, 2) MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3) Vh /2 (FULL FIXITY). Mb IS THE SMALLEST VALUE OBTAINED FROM THE 3 CRITERIA ABOVE. Pcol = 3784 I b. B = 4 in. D =3 in. b = 3 in. P/A = Pcol /(D *B) =315.3 psi. Mbase = w1/2/2 = I '2 /2(fa) Mbase = 39.4 i n.l b. Sbase = 1 * t/2/6 = 0.006 i n. /3 Fbase = .75Fy * 1.33 = 36000 psi. fb /Fb = Mbase /(Sbase *Fbase) = 0.187 t = .1875 in. b1 =.5 in. fa Pcol bl �--- b —1 bl Yh, z Z Or V) o. w= J ~ N LL wO J LL ?, � = � z� tu U � O w: W W. HU O • Z• — I o 'z S INC. MATERIAL HANDLING ENGINEERING TEL (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT BES' 'UY FOR BEST BUY SHEET NO. 20 OF 43 CALCULATED BY A.R. DATE 03- 14- 2000 SLAB AND SOIL :TYPE 0 (WAREHOUSE) THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING. (a) PUNCTURE Pmax = 1.4 DEAD LOAD +1.7 LIVE LOAD Pmax = 1.4 * Pcol + 1.7 * (Mot /d) = 5,819 lb. Fpunct = 2*sqrt(f'c) = 89.4 psi. Apunct = [(w +t /2)+(d +t /2)]* 2* t = 88.0 i n. /2 fv /Fv = Pmax /(Apunct *Fpunct) = 0.74 (b) SLAB TENSION Asoi I = Pmax /(1.33 * fsoi I) = 4.36 ft. /2 = 628 i n. /2 L = sqrt(Asoil) = 25.1 i n. B = sgrt(w * d) + t = 7.5 i n. b = (L- B)/2 = 8.8 i n. Mconc = wbi2 /2 = (1.33 *fsoil *b /2)/(144 *2) = 358.7 i n.I b. Sconc =1 *t = 2.67 i n!3 Fconc = 50 *sgrt(f'c) = 201.25 psi. fb /Fb = Mconc /(Sconc *Fconc) = 0.67 BASE PLATE w = 4 in. d = 3 in. CONCRETE t = 4 in. f'c = 2000 psi. SOIL fs = 1000 psf. z z - QQ � Jo 00 • 0. w J 1 _ • LL w g a D. a I- al Z = I- o Z I- LL/ ui U o - o 1- , w W I � U. o .. z w o z r oposom r SEIZMICI INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT FOR SHEET NO. CALCULATED BY 21 OVERRACK GONDOLA W/ HI- RAILING ANALYSIS OF A.R. BEST BUY BEST BUY 43 DATE 3/1.4/00 INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT FOR SHEET NO. CALCULATED BY 22 OF A.R. BEST BUY BEST BUY OVERRACK GONDOLA ANALYSIS W/ HIGH RAILING SCOPE: THE PURPOSE OF THIS ANALYSIS IS TO SHOW THAT THE OVERRACK GONDOLA SINGLE SIDED LOADED AND DOUBLE SIDED LOADED COMPLIES WITH SECTION 1632.2 OF THE 1997 UBC. PARAMETERS: GONDOLA SHELVING UNITS WILL BE ANALYZED AS AN ELEMENT UTILIZING THE FOLLOWING LATERAL FORCE FORMULA: Fp= apxCaxlpxWp /Rp Fp = 0.7 x Ca x 1p x Wp NOTE: FOR GROUND FLOOR INSTALLED STORAGE RACKS EQN. 32 -3 WILL ALWAYS BE GREATER AND THERFORE BE USED IN THE DESIGN. SPECIFICATIONS: MAIN STEEL - Fy = 33,000 PSI MINIMUM YEILD STEEL BOLTS - A307 UNLESS OTHERWISE NOTED WHEN USED ANCHORS - 1/2"0 x 3-1/2" MIN. EMBD. HILTIKWIK BOLT II WEDGE ANCHORS (ICBO #4627) SLAB - 4" x 2,000 PSI (MIN.) SOIL - 1,000 PSF (MIN.) CONFIGURATIONS: 512" 96" 3212" W.F.) fLiEL k 18" 96' t --- EQN. 32 -2 EQN. 32 -3 32 23/32" IL d FRONT VIEW SIDE VIEW (DOUBLET SIDE VIEW (SINGLE) FULL GONDOLA OVER RACK HEIGHT (Ht1)= 96.0 IN depth (d1) = 29.0 IN depth (d2) = 44.0 IN depth (d3) = 60.0 IN Wtot1 = 350 LB Wtot2 = 150 LB HI RAILING = 100 LB Wtotall = 600 LB 43 DATE 3/1 z W 0 0 y 0 J � w O 1a co d ui z0 Lu 0 O 0 4- w W U LI O al z O ~ z INC. r i r i ZAIL.; 811141 1 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT FOR SHEET NO. CALCULATED BY 23 OF A.R. LOADS & DISTRIBUTION: (96 "H OVERRACK GONDOLA) ANALYZED PER 1632.2 AND TABLE 16 -0, EQN. 32 -3 OF THE 1997 UBC. SEISMIC ZONE - 3 Fp = 0.7 x Ca x 1p x Wp / 1.4 ap = 2.5 Ca = 0.36 Ip = 1 Rp = 4 Fp(32 -2) = 2.5x0.36x 1 xWp/ 1.4x4 = 0.161 Wp Fp(32-3) = 0.7x0.36x 1 xWp /1.4 = 0.180 Wp < = == CONTROLS LONGTITUDINAL & TRANSVERSE DIRECTION (SINGLE SIDED): Wtotall = 600 LB Fp = 108 LB Pcol = 600 LB Mcol(stat) = Wtotall x d1 /2 = 600 LB x 29 IN / 2 = 8,700 IN -LB Mcol(seis) = V x Ht = 108LBx96IN = 10,368 LB Mtotal = Mcol(stat) + Mcol(seis) = 19,068 LB < = == TABLE 16 -0, 2D II 96" SIDE VIEW (SINGLET LONGTITUDINAL & TRANSVERSE DIRECTION (DOUBLE SIDED): ONE SIDE LOADED Wtotall = 600 LB Fp = 108 LB Pcol = 600 LB Mcol(stat) = Wtotall x d1/2 = 600 LB x 29 IN / 2 = 8,700 IN -LB Mcol(seis) = V x Ht = 108LBx96IN = 10,368 LB Mtotal = Mcol(stat) + Mcol(seis) = 19,068 LB t 6°" BOTH SIDES LOADED + Il 96" - II SIDE VIEW (DOUBLET U Wtotall Fp Pcol Mcol(stat) Mcol(seis) = 1,200 LB = 216 LB = 1,200 LB = 0 LB = V x Ht = 216LBx96IN = 20,736 LB Mtotal = Mcol(stat) + Mcol(seis) = 20,736 LB BEST BUY BEST BUY 43 DATE 3/1.4/00 S INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT FOR SHEET NO. CALCULATED BY 24 OF A.R. BEST BUY BEST BUY 43 DATE 3/14/00 COLUMN ANALYSIS ANALYZED PER AISI AND THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. P= 1,200 LB M= 20,736 IN -LB KxLx /rx = 2.1 *96 IN/2.1861 IN = 92.2 < = == (Kl /r)max KyLy /ry = 1*78 IN/1.2734 IN = 61.3 AXIAL Fe= rrA2E/(KUr)maxA2 = 34.2 KSI Fy /2= 16.5 KSI SINCE, Fe > Fy /2 THEN, Fn= Fy(1- Fy /4Fe) = 33 KSI*[1 -33 KSI /(4 *34.2 KSI)] = 25.0 KSI Pn= Aeff *Fn = 52,490 LB f2c= 5/3 + (3/8) *R - (1 /8) *RA3 = 1.89 Pa= Pn /flc = 52490 LB/1.88517888537699 = 27,844 LB P /Pa= 0.04 < 0.15 FLEXURE CHECK: P /Pa + Mx/Max <_ 1.33 THUS, Pno= Ae *Fy = 2.096 INA2 *33000 PSI = 69,155 LB Pao= Pno /f2c = 69155 LB/1.88517888537699 = 36,683 LB Myield =My= Sx *Fy = 3.338 INA3 * 33000 PSI = 110,167 IN -LB Max = My /flf = 110167 IN- LB/1.67 = 65,968 IN -LB Pcr= rrA2E1 /(KL)maxA2 = mA2 *29500 KSV(2.1 *96 IN)A2 = 71,747 LB (1200 LB/27844 LB) + (20736 IN- LB/65968 IN -LB) = 0.35 < 1.33, OK SECTION PROPERTIES A= 3.0 IN B= 6.0 IN t = 0.120 IN Aeff = 2.096 INA2 Ix = 10.015 INA4 Sx = 3.338 INA3 rx = 2.186 IN Iy = 3.3981NA4 Sy = 2.265 INA3 ry = 1.273 IN Kx = 2.1 Lx = 96.0 IN Ky= 1.00 Ly = 78.0 IN Fy= 33 KSI E= 29,500 KSI Of= 1.67 Cmx= 1.0 Cb= 1.0 px= {1 /(1- (Qc *P /Pcr)] }A -1 = {141- (1.89 *1200 LB/71747 LB)] }A -1 = 0.97 SEIZMIV 1 INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT FOR SHEET NO. CALCULATED BY 25 A.R. BEST BUY BEST BUY OF 43 DATE 3/14/00 BASE & ARM ANALYSIS BASE ANALYSIS; Mbase = 20,736 IN -LB fb /Fb= 13352 PSI/ 21780 PSI = ARM CHECK: Fb = 0.66 x Fy = 0.66 x 33000 PSI = 21,780 PSI fb = M /Sx = 20736 IN -LB / 1.553 INA3 = 13,352 PSI Marm = Wtotall x d1/2 = 600 LB x 29 IN/ 2 = 8,700 IN -LB fb = M/Sx = 8700 IN -LB / 1.553 INA3 = 5,602 PSI Fb = 21,780 PSI fb / Fb = 5602 PSI / 21780 PSI = WELD CHECK: Mmax = 20,736 IN -LB fb = M /Sweld = 20736 IN -LB / 1.395 INA3 = 14,865 PSI Fb(weld) = 0.3 x Fw = 0.3 x 70000 PSI = 21,000 PSI ARM & BASE 0.61 < 1.33 THEREFORE OK 0.26 < 1.0 THEREFORE OK fb / Fb = 14865 PSI / 21000 PSI = 0.71 < 1.33 THEREFORE OK A SECTION PROPERTIES A= 2.5 IN B= 3.0 IN t= 0.120 IN Fy= 33 KSI Sx= 1.553 INA3 Fw = 70 KSI WELd t = 0.125 IN teff = 0.088 IN WELD L1 = 4.0 IN WELD L2 = 3.0 IN Sweld = 1.395 INA3 B INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT FOR SHEET NO. CALCULATED BY 26 OVERTURNING ANALYSIS SINGLE SIDED - FULLY LOADED: TOTAL SHEAR = 108 LB INTERACTION EQN.: Movt = V x h = 108 LB 96 IN = 10,368 IN -LB Mst = Wp x dl /2 = 600 LB x 29 IN / 2 = 8,700 IN -LB Puplift = [Movt - Mst] / dl = [10368 - 8700] IN -LB / 29 IN = 58 LB INTERACTION EQN.: 58 LB / (875 LB 1/2) + 108 LB / 1840 LB = * * Movt = V x h = 216 LB x 96 IN = 20,736 IN -LB Mst = Wp x d1 /2 = 1200 LBx 60 IN/ 2 = 36,000 IN -LB Puplift = [Movt - Mst] / d3 = [20736 - 36000] IN -LB / 60 IN = -254 LB < == NO UPLIFT Cl * TOP VIEW (ANCHORING LOCATION) TQOP VIEW ( IN LE2 0 LB / (875 LB 1/2) + 216 LB / 1840 LB = 31 /2 M► 1 urn � = NOM 1 1/2" ANCHOR: HILTIKWIK II WEDGE (ICBO #4627) TENSION cap = 875 LB SHEAR cap = 1,840 LB # ANCHORS /base = 1 0.19 < 1.33 THEREFORE OK 31/2" MINEMBDMNT El * USE (2) ANCHORS PER BASE FOR END FRAMES, AND (1) ANCHOR PER BASE FOR INTERMEDIATE FRAMES AS SHOWN. DOUBLE SIDED - FULLY LOADED TOTAL SHEAR = 216 LB ANCHOR: HILT1KWIK II WEDGE (ICBO #4627) TENSION cap = 875 LB SHEAR cap = 1,840 LB # ANCHORS /base = 1 0.12 < 1.33 THEREFORE OK OF A.R. BEST BUY BEST BUY 43 DATE 3/14/00 z Z CC LU 0 0 co 0 w = H CO Li_ w 0 g Q - a . w z F . F- O w ~ 2 j ON 0 I_ w H H LI O u i z 17: F- z SEnk.; INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT FOR SHEET NO. CALCULATED BY 27 OF A.R. BEST BUY BEST BUY 43 DATE 3/14/00 OVERTURNING ANALYSIS cont. DOUBLE SIDED - FULLY LOADED cont. * Movt = V x h = 108 LB x 96 IN = 10,368 IN -LB Mst= Wpxd1 /2 = 600 LB x 60 IN / 2 = 18,000 IN -LB Puplift = [Movt - Mst] / d3 = [10368 - 18000] IN -LB / 60 IN = -127 LB < == NO UPLIFT * EE * — y TOP VIEW (ANCHORING LOCATIONI TOP VIEW (D UBLE� USE (2) ANCHORS PER BASE FOR END FRAMES, AND (1) ANCHOR PER BASE FOR INTERMEDIATE FRAMES AS SHOWN. DOUBLE SIDED - SINGLE SIDE LOADED TOTAL SHEAR = 108 LB -31/2M ANCHOR: HILTIKWIK II WEDGE (ICBO #4627) INTERACTION EQN.: 0 LB / (875 LB x 1/2) + 108 LB / 1840 LB = 0.06 < 1.33 THEREFORE OK * * lu * u TOP VIEW O P V H NG O (D O CATION1 USE (2) ANCHORS PER BASE FOR END FRAMES, AND (1) ANCHOR PER BASE FOR INTERMEDIATE FRAMES AS SHOWN. u* TENSION cap = 875 LB SHEAR cap = 1,840 LB # ANCHORS /base = 1 z Z D. 00 CO D CO W J H. w • 0 Q r w z � o z F- O N 0 I` w IF U.. 0 w Z 0 r– z . INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT FOR SHEET NO. CALCULATED BY 28 OF A.R. BEST BUY BEST BUY 43 DATE 3/1.4/00 FEATURE END GONDOLA W /AISLE TOPPER ANALYSIS Q Z W 00 N0 . W= JF. W 0 g Q N d W I- 0 Z U . 0 H W W H0 ui Z =' 0 0 1 Z ¢ FEATURE END GONDOI A HEIGHT (Ht1) = 144.0 IN HEIGHT (ht) = 96.0 IN depth (d1) = 24.0 IN Wtot1 = 350 LB AISLE TOPPER = 100 LB Wtotall = 450 LB z 1 w re 00 coo w= CO u_ w Et) = ▪ W z � H 0 Z w I— D • O: O S • I2 0 I- w W �O LII • = O~ z MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869.0981 161 ATLANTIC AVENUE • POMONA • CA 91768 LOADS & DISTRIBUTION: (1 44"H FEATURE END GONDOLA) ANALYZED PER 1632.2 AND TABLE 16 -0, EQN. 32 -3 OF THE 1997 UBC. SEISMIC ZONE - 3 Fp= 0.7xCaxlpxWp /1.4 Fp(32 -2) = 2.5x0.36x 1 xWp /1.4x4 = 0.161 Wp Fp(32 -3) = 0.7 x 0.36 x 1 x Wp / 1.4 = 0.180 Wp < = == CONTROLS LONGTITUDINAL & TRANSVERSE DIRECTION: Wtotall = 450 LB Fp = Fp(col) = Pcol = Mcoi(stat) = Mcol(seis) = Mtotal = ap = 2.5 Ca = 0.36 Ip = 1 Rp = 4 81 LB 41 LB 225 LB INC. [Wtotall x d1/2] / 2 [450 LB x 24 IN / 2] / 2 2,700 IN -LB (V /2) x Ht 41 LBx96IN 3,888 LB Mcol(stat) + Mcol(seis) 6,588 LB < = == TABLE 16 -0, 2D r r 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 I- PROJECT FOR SHEET NO. 30 CALCULATED BY OF A.R. BEST BUY BEST BUY 43 DATE 3/14/00 .. �� z ~ w � 2: J U 00 CO J I_ w Q . co = d. F- or- 0 : Z r~ uj w O 01— w W H H L O .. z. w U =. O I— z MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 COLUMN ANALYSIS SEIZMIU 1 lia tolita l i t4 40000 1C. l og ANALYZED PER AISI AND THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. P= 225 LB M= 6,588 IN -LB KxLx /rx = 2.1 *93.875 IN/1.0687 IN = 184.5 KyLy /ry = 1 *144 IN/0.6127 IN = 235.0 < = == (KI /r)max ANAL Fe= n ^2E /(KL/r)max ^2 = 5.3 KSI Fy /2= 16.5 KSI SINCE, Fe < Fy /2 THEN, Fn= Fe = 33 KSI *[1 -33 KSI/(4 *5.3 KSI)] = 5.3 KSI Pn= Aeff *Fn = 5,372 LB flc= 1.92 Pa= Pn /flc = 5372 LB/1.92 = 2,798 LB P /Pa= 0.08 < 0.15 FLEXURE CHECK: P /Pa + Mx/Max <_ 1.33 THUS, Pno= Ae *Fy = 1.019 INA2 *33000 PSI = 33,634 LB Pao = Pno /f)c = 33634 LB/1.92 = 17,518 LB Myield =My= Sy *Fy = 0.51 INA3 * 33000 PSI = 16,837 IN -LB Max = My /flf = 16837 IN- LB/1.67 = 10,082 IN -LB Pcr= n^2EI /(KL)max ^2 = nA2*29500 KSV(2.1 *93.875 IN)A2 = 8,722 LB PROJECT FOR SHEET NO. CALCULATED BY 31 OF A.R. ;Ix= (1 /[1- (flc *P /Pcr)] }A -1 = {1/[1- (1.92 *225 LB/8722 LB)]}^ -1 = 0.95 (225 LB/2798 LB) + (6588 IN- LB/10082 IN -LB) = 0.67 < 1.33, OK BEST BUY BEST BUY DATE 3/14/00 SECTION PROPERTIES A= 1.5 IN B= 3.0 IN t= 0.120 IN Aeff = 1.019 IN ^2 Ix = 1.164 INA4 Sx = 0.776 INA3 rx = 1.069 IN Iy = 0.383 INA4 Sy = 0.510 INA3 ry = 0.613 IN Kx = 2.1 Lx = 93.9 IN Ky = 1.00 Ly = 144.0 IN Fy= 33 KSI E= 29,500 KSI Of= 1.67 Cmx= 1.00 Cb= 1.0 43 ARM ANALYSIS: INTERACTION EQN.: INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 ARM & OVERTURNING ANALYSIS Marm = [Wtotall x dl / 2] / 2 = 225 LB x 24 IN / 2 = 5,400 IN -LB Fb = 0.6 x Fy = 0.6 x 33000 PSI = 19,800 PSI fb = M /Sx = 5400 IN -LB / 0.578 INA3 = 9,343 PSI fb / Fb = 9343 PSI / 19800 PSI = NOTE: THE SYSTEM IS BEING BRACED BY THE OVERRACK GONDOLA IN THE LONGTFTUDINAL DIRECTION. OVERTUNING SINGLE SIDED - FULLY LOADED: TOTAL SHEAR = 81 LB Movt= Vxh = 81 LB x 96 IN = 7,776 IN -LB Mst = Wp x dl /2 = 225 LB x 24 IN / 2 = 2,700 IN -LB Puplift = [Movt - Mst] / dl = [7776 - 2700] IN -LB / 24 IN = 212 LB PROJECT FOR SHEET NO. 32 CALCULATED BY A.R. 0.47 < 1.33 THEREFORE OK } 4'-0' CTRS.. 1/2" ANCHOR: HILTIKWIK II WEDGE (ICBO #4627) NOTE: THE FEATURE END GONDOLA IS ATTACHED TO THE OVERRACK BY (2) 3/8 "0 CARRIAGE BOLTS @ THE 93 -7/8" ELEVATION. BEST BUY BEST BUY OF DATE 3/14/00 SECTION PROPERTIES A= 5.75 IN B= 1.187 IN t= 0.105 IN Fy= 33 KSI Sx= 0.578 INA3 31 /2 "---4 u:Ou T II 1 _ 11 1 TENSION cap = 875 LB SHEAR cap = 1,840 LB ANCHORS /base = 1 212 LB / 875 LB + 81 LB / (1840 LB x 2) = 0.26 < 1.33 THEREFORE OK NOTE: THERE IS NO OVERTURNING TRANSVERSE DIRECTION BECAUSE IT IS BEING SUPPORTED BY THE OVERRACK GONDOLA. 43 BOLT ADEOUACY INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 SHEAR ANALYSIS OF (2) 3/8 "0 A307 CARRIAGE BOLTS Pcap = Fv x Area x (# OF BOLTS) = 10000 PSI x 0.11 INA2 x 2 BOLTS = 2,208 LB Fp(total) = 81 LB Fp / Pcap = 0.04 < 1.33 THEREFORE OK TENSION ANALYSIS OF (2) 3/8 "0 A307 CARRIAGE BOLTS Tcap = Ft x Area x (# OF BOLTS) = 19100 PSI x0.11 INA2x2 BOLTS = 4,217 LB Fp(total) = 81 LB Puplift = 212 LB TENSION(TOTAL) = 293 LB Tmax / Tcap = 0.07 < 1.33 THEREFORE OK PROJECT FOR SHEET NO. 33 CALCULATED BY OF A.R. BEST BUY BEST BUY 43 DATE 3/14/00 THE BOLTS WILL BE PROVEN TO BE ABLE TO TAKE THE SEISMIC SHEAR IMPOSED BY THE FEATURE END RACK IN THE LONGTITUDINAL DIRECTION, AND OVERTURNING TENSION CAUSED BY SEISMIC SHEAR IN THE TRANSVERSE DIRECTION. BOLT SPECIFICATIONS BOLT0= 0.375 IN AREA = 0.110 INA2 Fv = 10 KSI Ft = 19 KSI # of BOLTS = 2 z I w J U. U 00 W w . J F w 0 g Q: = F- _ Z1.- 1- 0 Z I- w ui j p ` 0S . � F- ww F- - IL 0 ' u . z U = 0 H z INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT FOR SHEET NO. 34 CALCULATED BY CAR- Fl BOOM ROOM ANALYSIS OF A.R. BEST BUY BEST BUY 43 DATE 3/14/00 . �: MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 CAR -FI BOOM ROOM ANALYSIS PROJECT SCOPE: THE PURPOSE OF THIS ANALYSIS IS TO SHOW THAT THIS SYSTEM COMPLIES WITH SECTION 1632.2 OF THE 1997 UBC. PARAMETERS: THE CAR -FI BOOM ROOM WILL BE ANALYZED AS AN ELEMENT UTILIZING THE FOLLOWING LATERAL FORCE FORMULA: Fp= ap x Ca x Ip x Wp / Rp EQN. 32 -2 Fp = 0.7 x Ca x Ip x Wp EQN. 32 -3 SPECIFICATIONS: MAIN STEEL - Fy = 36,000 PSI MINIMUM YEILD STEEL BOLTS - A307 UNLESS OTHERWISE NOTED WHEN USED ANCHORS - 1/2"0 x 3-1/2" MIN. EMBD. HILTIKWIK BOLT II WEDGE ANCHORS (ICBO #4627) SLAB - 4" x 2,000 PSI (MIN.) SOIL - 1,000 PSF (MIN.) LOAD SPECIFICATIONS: HEIGHT (Ht1) = 118.0 IN dmin = 125.0 IN Wtot1 = 300 LB Wtot2 = 120 LB Wtot3 = 50 LB Wtot4 = 50 LB Wtot5 = 400 LB Wtotal = 920 LB SEIZMIU INC. LOAD BREAKDOWN PROJECT FOR SHEET NO. CALCULATED BY 35 A.R. WEIGHT OF 2 @ 150 LB EA. (ARC SUPPORT BEAMS) WEIGHT OF 10 @ 12 LB EA. (FIBERGLASS BAFFLE) WEIGHT OF 5 @ 10 LB EA. ( ARC MEMBERS 96" LONG) WEIGHT OF 5 @ 10 LB EA. (SPEAKER BOX) WEIGHT OF 2 @ 200 LB EA. (HORIZONTAL TRUSS ASSEMBLY) BEST BUY BEST BUY OF 43 DATE 3/14/00 kkoar 1]yo ■ MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 GENERAL CONFIGURATION tt — J U 0 INC. co U) N • t • ■ 21 1/4" T { . n n " " u r • - v • ■ d n ■ it u ■ " ■ 1 I ■ 1 J 0 U, 0 ■ I u u i 12' 8" O.A.L. u 138" PROJECT BEST BUY FOR BEST BUY SHEET NO. 3 6 OF 43 CALCULATED BY A.R. DATE 3/14/00 Front View 125" Side View 7 z z 6 v O N 0 w J LL W O IL O N, I- ' W W U Z . 1 ; z LOADS & DISTRIBUTION SEIZMIL; INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 ANALYZED PER SECTION 1632.2 OF THE 1997 UBC. SEISMIC ZONE - 3 Fp= 0.7xCaxlpxWp /1.4 ap = 2.5 Ca = 0.36 Ip = 1 Rp = 3 Fp(32 -2) = 2.5x0.36x 1 xWp /1.4x3 = 0.214 Wp < = == CONTROLS Fp(32 -3) = 0.7 x 0.36 x 1 xWp / 1.4 = 0.180 Wp LONGTITUDINAL & TRANSVERSE DIRECTION Fp(total) = 0.214 x 920 LB = 197 LB Fp(col) = Fp(total) / 4 = 49 LB PcoI(seismic) = Fp(total) x Ht1 / (d x 2) = 93 LB Pcol(static) = Wtotal / 4 = 230 LB Pcol(total) = Pcol(seismic) + Pcol(static) = 323 LB < = == TABLE 16 -0, 2C .��•::�:, INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 COLUMN ANALYSIS ANALYZE CLOSED TUBE PER THE REQUIREMENTS OF SECTION C4.1 OF THE AISI COLD FORMED DESIGN MANUAL. Pmax= 323 LB (Id /r)x = (1 x 173.4 IN / 40 IN) = 4.37 (Id /r)y = (1 x 173.2 IN / 40 IN) = 4.36 (kI /r)max= 4.37 Fe= (II)A2E /(Id /r)A2 = 15,264,383 PSI Fy /2= 18,000 PSI SINCE Fe > Fy /2, THEN Fn= Fy(1- Fy /4Fe] = 35,979 PSI p= (1- .22 /x) /x IF X> 0.673, OTHERWISE = 1 =1 beff= pW = 12.000 IN (AREA)eff =Ae= AREA - 4(w -b) *t = 0.110 INA2 Pn= Ae * Fn = 3,958 LB R= (Fy /2Fe)A0.5= 0.034 Sec- 5/3 + (3/8)R -1/8(R)A3 = 1.68 Pa= Pn /Qc = 2,356 LB Pa /Pmax= 0A4 < 1.0 OK PROJECT FOR SHEET NO. CALCULATED BY TYP.(3) PLCS. 1M" 3/8 "0 BAR 13/16' 1/4' THK. (1.052 /kA0.5) *(w /t) *(Fn /E)A0.5 WHERE, k= 4 PER SEC B2.1 w /t= 32.000 X = lambda= 0.588 < 0.673, SECTION FULLY EFFECTIVE 38 t2' TYP. A.R. BEST BUY BEST BUY OF 43 DATE 3/14/00 3/8'0 DRAIN HOLE (3) TYP. 1 1/8" .688'0 HOLE (6) TYP. 11 1/8' 1.25 "O.D. 16 GA. WAL SECTION PROPERTIES A= 12.0 IN B= 11.1 IN THICKNESS= 0.38 IN w= 12.0 IN Kx= 1.0 Ky= 1.0 Lx= 173.4 INA4 Ly= 173.2 INA4 rx= 39.70 IN ry= 39.68 IN AREA= 0.110 INA2 Fy= 36,000 PSI E= 29,500 KSI z re 2 J U 0 0 0 . c w= W J u ?. 52 o � z � 1= o w ~ W U � 0- 0 I-- Ww F0 LL O 0- O ~ z MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 ARC MEMBER ANALYSIS MEMBER WIL BE ANALYZED AS A SIMPLY SUPPORTED BEAM. NI 0 82.00 82 00 T I T FlY F2Y F3Y F4Y F5Y T T T T T Load T lir lir lir 4 lir Shear Moment SEIZ 1C I III INC. P = (12 LB EACH) / 5 ARC MEMBERS 2.4 LB Mmax = wxLA2 /8 = 147 IN -LB Fb = 0.6 x Fy = 21,600 PSI Sreq'd = Mmax / Fb = 147 IN- LB/21600 PSI = 0.01 INA3 < 0.05 INA3 THEREFORE OK fb = Mmax / Sx = 147 IN -LB / 0.0469 INA3 = 3,134 PSI fb /Fb = 3134 PSV21 600 PSI = 0.15 < 1.0 O.K. PROJECT FOR SHEET NO. CALCULATED BY 3 OF A.R. BEST BUY BEST BUY 4 -8 147 F: lb D:Ib /ft M: lb-in lb lb-in 0 1 U61 4 1 1 . 1 1 / i 1 1 / 02 1 21✓3 3014 1506 1 1 inch Distance 0.00 16.40 32.80 49.20 65.60 82.00 14 GA. 43 DATE 3/14/00 SECTION PROPERTIES TYPE = 1"0x1 4 GA. TUBE AREA = .2179 INA2 I = 0.0235 IN S = 0.0469 INA3 r = 0.3281 IN Fy= 36,000 PSI z re ~ w_ 6 JU U O` co ku J H N O w g< Vi a . I— w z � I— O Z I— w w U � O - 0 I— II) UJ L z ' lll I O z INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT FOR SHEET NO. CALCULATED BY 40 BEST BUY BEST BUY OF A.R. 43 DATE 3/14/00 OVERTURNING ANALYSIS LOADING wLL = 520 LB wDL = 400 LB Total Shear = 197 LB ONLY 85% OF DEAD LOAD IS USED FOR STABALIZING MOMENT IS USED AS PER REQUIREMENT OF SECTION 1631.1 OF THE 1997 UBC. Puplift = (Mot - Mst) / Depth = (23263 - 53750) IN -LB / 125 IN = 0 LB <= NO UPLIFT ANCHORS _ d=t1 .. 128 "0.AL QUANTITY= 1 PULLOUT = 875 LB SHEAR = 1840 LB 1/2" Mot = (Fp(total) * Ht1) = 23,263 IN -LB Mst = [wLIVE LOAD + (0.85 x wDEAD LOAD)] x dl / 2 = [520 LB + (0.85 x 400 LB)] x 125 IN / 2 = 53,750 IN -LB HEIGHT (Ht1) = 118 IN dmin = 125 IN 3 1/2" M ► II an 21 1/4" TIP. • • • 1 COMBINED STRESS = 0 LB/875 LB + 99 LB/1840 LB = 0.05 < 1.00 O.K. 125" Side View USE (1) 1 /2 "0 x 3 -1 /2" MIN. EMBD. HILTIKWIK II WEDGE ANCHORS (ICBO #4627) PER BASE PLATE. z z cc JU 0O CO 0 CO W J = u. W O J IL. j D. =W z � H O Z 1— W U� O 0 H WW I— LL .. R. _ . O~ Z SEIZMIV � INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 HANGING FOCAL SIGNS & RIBBON ANALYSIS PROJECT BEST BUY FOR BEST BUY SHEET NO. 41 OF 43 CALCULATED BY A.R. DATE 3/14/00 z D• W NC J o o co o: CO W. W =; J H, W O LL -j D. D. _ a : W Z ; F- or z I. U �. 22 . CI I- Wtll. V . � H - O; w U_ O z • MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 HANGING FOCAL SIGNS & RIBBONS CABLE CHECK PROJECT SCOPE: THE PURPOSE OF THIS ANALYSIS IS TO SHOW THAT THE CABLES SUPPORTING THE FOCAL SIGNS ARE ADEQUATE FOR THE APPLIED LOADING. PARAMETERS: INC. CAPACITY OF 1/8" WIRE ROPE = 2,100 LB CAPACITY OF 0.187 "0 S-HOOK = 75 LB RIBBON SIGN WEIGHT (P1) = 28 LB FOCAL SIGN WEIGHT (P2) = 200 LB Wtotal = 228 LB PROJECT BEST BUY FOR BEST BUY SHEET NO. 42 OF 43 CALCULATED BY A.R. DATE 3/14/00 THE FOCAL SIGNS WILL BE ANALYZED AS AN ELEMENT UTILIZING THE MCMASTER CARR CATALOG 100 PAGES 598 AND 631. SPECIFICATIONS: MAIN STEEL - Fy = 33,000 PSI MINIMUM YEILD STEEL BOLTS - A307 UNLESS OTHERWISE NOTED WHEN USED ANCHORS - 1/2"0 x 3-1/2" MIN. EMBD. HILTIKWIK BOLT II WEDGE ANCHORS (ICBO #4627) SLAB - 4" x 2,000 PSI (MIN.) SOIL - 1,000 PSF (MIN.) LOAD SPECIFICATIONS: z 1 0 O en J H w 0 g Q I- w z � I- 0 Z al 'Li 0 co O— o 1- ww u. = w F. _ O~ z MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 HANGING SIGN ANALYSIS NO. OF CABLES SUPPORTING FOCAL SIGN = 4 WIRE ROPE CHECK: CAPACITY = 2,100 LB LOAD IMPOSED = 50 LB S-HOOK CHECK: CAPACITY = 75 LB LOAD IMPOSED = 50 LB SINCE THE LOAD IMPOSED IS LESS THAN THE CAPACITY S -HOOK IS OK 1 -5/8" x 1 -5/8" STRUT SPAN CHECK: P1 = 28 LB P2 = 50 LB SINCE THE LOAD IMPOSED IS LESS THAN THE CAPACITY WIRE ROPE IS OK L1 = 12.0 IN L2 = 36.0 IN L3 = 144.0 IN R1 RI = P1 x [(L3 - L1) /L3] + P2 x [L2 /L3] = 28 LB x 0.917 + 50 LB x 0.25 = 38 LB R2= P1 +P2 -R1 = 40 LB Mmax = 121 x L1 + (R1 - P1) x (L3 - L1 - L2) = 38 LB x 12 IN + 10 LB x 96 IN = 1,434 IN -LB fb = M /Sx = 11,031 PSI Fb = 0.6 x Fy = 19800 S ZIES MILL INC. fb /Fb= 11031 PSI / 19800PS1= P2 /CABLE = 200 LB / 4 CABLES = 50 LB L1 L3 PROJECT FOR SHEET NO. 43 CALCULATED BY P1 P2 0.56 < 1.0 THEREFORE OK OF A.R. BEST BUY BEST BUY i L L2 -f R2 43 DATE 3/1.4/00 SECTION PROPERTIES Sx = 0.130 INA3 Fy = 33,000 PSI z re w 6 00 (0 o U) = —i i- 0 w w O; 2 w D: 21 21 d HW z � I O Z I — LU 0 p O � :0 I—. w w c y I- -- - . U. O w z, co O � z J I rill II .„ mo,.., 1 : '''''.--..,..• :IL41 . It, -*I • . f3i 1 i lli Ma I I P ,-,-• ... l ';'. 1 i NI ... :....,‘.,:-,:,....: 1 .. • ...-- 4 . - ...,, I ' • T •./ • ' I I . . _ ,... ...- 1 : '. •-.' . • IL 1L'‘. 4 • • . ,.: ,7 . .:1.. 1 ., :1 i. /II An 11.1 -- ,..... , -... li Iv, . • f Pill:" ,. ... 111 1 lut 1 1-,Le li i Mil Ili ow.. uns,......iirme a ow. 1C) . • • •;',J ur IlIhhhhI • , ha 11 •••••Wi WIMARKITILTLIMPI • TIAMILIA,14 51.11.10.1111111111111.11111111111 40415 iiiMINE3111111111MNIV illillini111111111111 niall1111 1111 •1 1 )nrim I ED Iii IIII" 111111111/1 Irour =El — 1 111 ?IOW r 111111 ■1111111111 1111111111 1111111111111 0 RECEIVED CITY OF TUKWILA APR - 7 200, PERMIT CENTER 1 4 Nmemmommelmmom I D2DCZ 6v (0(0 . DEPARTMENTS: Ken B ildine Public Works ` �... • :RMIT COORD PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D2000 -106 DATE: 4 -7 -2000 PROJECT NAME: BEST BUY SITE ADDRESS: 17364 SOUTHCENTER PY XX Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued i e on l .g Fire Prevention 4-12,00 Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete g Incomplete n Not Applicable Comments: TUES /THURS ROUT G: Please Route Structural Review Required No further Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved I I Approved with Conditions Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: V'KROUIL.OUC S`rl Planning Division Permit Coordinator DUE DATE 5-9-2000 DUE DATE: 4-11-2000 DATE: ACTIVITY NUMBER: D2000 -106 DATE: 4 -7 -2000 PROJECT NAME: BEST BUY SITE ADDRESS: 17364 SOUTHCENTER PY XX Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: Building Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES /THURS ROUTING: Please Route REVIEWER'S INITIALS: Approved REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved M KO„ TF.DOC inn z w cc 2 6 00 CO 0 w = w uQ 22 d � Z = ZI- w Lt 0 O - o w Z L I O 11 Z P r O z ACTIVITY NUMBER: D2000 -106 DATE: 4 -7 -2000 PROJECT NAME: BEST BUY SITE ADDRESS: 17364 SOUTHCENTER PY XX Original Plan Submittal Response to Incomplete Letter #, Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: Building Division Public Works Complete Please Route WRKnuu.fOC 5Pn TUES /THURS ROUTING: PLAN REVIEW /ROUTING SLIP n APPROVALS OR CORRECTIONS: (ten days) CORRECTION DETERMINATION: Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete Comments: Structural Review Required REVIEWER'S INITIALS: DATE: Approved Approved wihC REVIEWER'S INITIALS: !V " "l ( Planning Division Permit Coordinator DUE DATE: 4-11-2000 Not Applicable No further Review Required DUE DATE 5 -9 -2000 Not Approved (attach comments) DATE: 4: /. n DUE DATE Approved Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: DATE: z �- Z rt w 6 J U' 00 • 0 w= w • 0 2 J I d = w z � � z t- w M o 0 0 - , 0 w W LO w z 0H z April 13, 2000 City of Tukwila Fire Department Fire Department Review Control #D2000-106 . (511) Re: Rack at Best Buy - 17364 Southcenter Parkway Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. Storage may not be closer than 36 inches in all directions to ceiling -hung "Space or Unit" heaters. (UFC 1109.2) Storage may not be closer than 18 inches below sprinkler heads. (NFPA 13, 4 -2.5 and NFPA 231.5 -1) 2. In double row racks with heights of storage up to and including 25', an average nominal 6" transverse flue space between loads or at rack uprights shall be maintained. (NFPA 231C 4 -3.1) Thomas P. Keefe, Fire Chief Maintain minimum 6" longitudinal flue space between back to back racks. (NFPA 231C) 3. Where storage height exceeds 15 feet and ceiling sprinklers only are installed, fire protection by one of the following methods is required for steel building columns located within racks: (a) one -hour fire proofing, (b) sidewall sprinkler at the 15 foot elevation of the column, (c) ceiling sprinkler density minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA 231C, 3 -2.3) 4. Aisles leading to required exits shall be provided from all portions of buildings. Aisles located within an accessible route of travel shall also comply with the Building Code requirements for accessibility. (UFC 1204.1) John W Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 5754439 : z Z w J U 00 t!) _ J F- N w . w H O z H w O D- o w u. 6 .. z u U = O ~ z City of Tukwila Fire Department Page number 2 Thomas P. Keefe, Fire Chief 5. Depending on the classification of the commodity being stored and the size of the storage area, smoke vents and curtain boards may be required by Table 81 -A of the Uniform Fire Code. Contact the Tukwila Fire Prevention Bureau for further information. 6. Depending on the classification of the commodity being stored and the storage height, in -rack sprinklers may be required per N.F.P.A. 231C. Contact the Tukwila Fire Prevention Bureau for further information. 7. Refrain from blocking sprinkler coverage with shelving. NFPA standard #13 states that any shelving or decks in excess of 4 feet in width will require installation of sprinklers thereunder. 8. High -piled combustible storage is combustible materials in closely packed piles more than 12 feet in height or combustible materials on pallets or in racks more than 12 feet in height. For certain special- hazard commodities such as rubber tires, plastics, some flammable liquids, idle pallets, etc., the critical pile height may be as low as 6 feet. (UFC article 2, sec. 209 -H) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 575-4439 �'„ z w re J U V O c 0 . CO 11J U.1 H N WO co J W ?. = W Z F. I- O Z F- uj 2 p U O — o I- Ww f- - ' - O .. z. U z f. City of Tukwila Fire Department Page number 3 Yours truly, The Tukwila Fire Prevention Bureau cc: TFD file ncd Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) .575-4404 • Fax (206) 5754439 John W. Rants, Mayor Thomas P. Keefe, Fire Chief z mo U; U O; U 0' Ww J; wO J : u. — F- _ z � z� o U co 0 F-1 w w. O. cu U =; OF - ' z ,.• • 96" TYPE F (REFRIGERATOR) 144" 2,000# Front View 96" 90" 6" TYPICAL BRACING TO COLUMN CONNECTION TYPE Q (WAREHOUSE) 144" 2,000# 2,003# Front View 6 � 5 < 6" CONNECTOR BEAM 2 � 1 1 TYPICAL STORAGE RACK ELEVATIONS BASE PLATE (3/16" THK.) COLUMN 1/2" 1 REQ'D PER BASE PLATE ANCHOR HORIZONTAL AND DIAGONAL BRACE APR - 7 2000 NOTES: r t,IWIT CENTER 1. STORAGE RACK DESIGNED PER DIVISION X SECTION 1630.2.1 OF THE 1997 UBC. 2, STORAGE CAPACITY: 2,000# PER LEVEL 3. ASTM A570 FOR SHAPE Fy = 50,000 PSI GRADE 50 4. ALL BOLTS A307 (UNLESS NOTED) 5. ANCHORS HILT! KWIK BOLT II OR APPROVED EQUAL ICBO #4627 6. CONCRETE 4" THICK x 2,000 PSI 7. SOIL BEARING PRESSURE 1000 PSF 8. WELDING TO BE PERFORMED BY AWS CERTIFIED WELDER. 9. CONTINOUS INSPECTION REQUIRED FOR ANY FIELD WELDING AS REQUIRED. 10. THE DEFLECTION OF THE BEAMS SHALL BE 1/180 OF SPAN. 11. RACKS SHALL BE INSTALLED WITH A MAXIMUM TOLERANCE OF 1IN. /10FT. EXPIRES 4 -12 -200 DESCRIPTION: SEIZMIC MATERIAL HANDLING ENGINEERING 161 Atlantic Street EST. 1985 Pomona, CA 91768 Tel. (909) 869 -0989 • Fax (909) 869 -0981 SEIZMIC BEST BUY #447 17364 SOUTH CENTER PKWY. 7 XKtvH SEAT WA DRAWN BY: D.G.R. CALIFORNIA CONTRACTORS LICENSE NO. 665374 APRV'D BY SAL E. FATEEN SCALE NONE LAST REV. BY STORAGE FIXTURE DETAILS (DARLING TYPE) DRAWING NUMBER: DATE 3/14/00 DATE: 00 -0443A 13" 24" 13" A 1/2" 36" Side View 144" 36" 36" 36" 31 TYPE D (WAREHOUSE) 144" 500# 500# 500# 500# Front View TYPICAL BEAM TO COLUMN CONNECTION WIRE MESH GENERAL CONFIGURATION TYPE H (VIDEO WAREHOUSE) 13" t 24" 13" 8 1/2" 36" t Side View 41" 51" 41" 36" 36" 144 36" 36" TYPE C (WAREHOUSE) 144" 1000# 1000# 1000# 1000# Front View 13" T -- 24" 13" 36" 8 1/2" Side View — 36" - RECEIVED CITY OF TUKWILA 41" 51" 41" SEE BASE TO FRAME ASSEMBLY ,, .,.., 40 1411 • IP k 3 1/2" 4" - - 2" - A_T1ACH T.9 COLUMN 1, : . ' , W/ 3/8"_0_13CILIS TOP PLATFORM \ 0_ 1 71 8 " 2 1/2" i \ I Pillill IPIIII 4111 011 A 1 .. , 00 : 1 1/2" TUBING 7 2s /0 CLIP TYP. x 3" x ,, ) 14 GA 4 911■ 44%60 / ' CORNICE + 1- 11 ° - 0.562" IP 1 1/2" GA BRACE 3/4" PLATFORM (17 GA.) .. FFIONI_VJEW I 1 TYP. 1" x1"x16ga TUBE > 1/8" 1"x1"x TUBE SiDE BRACE VIEW. , s 6ga - .026" 5 1/2 ..s\._ THK. " 3/ 4" , I ■00 Il 0 SINGLE SIDE 4) SHOWN (-- -- 10 BOTTOM SPANNER n--1,0" BRACE TO FRAME ASSEMBLY c- ■ KICK PLATE GENERAL CONFIGURATION 2 3/8" 1 3/4" --,- — 96 " - 51/2 t t 32 1/2" _ — , 1_ _ ._ - - 60" 32 23/32" *1- 1- I* i - *t 1 i-i* - 1 1 - 1 1 177 : - 6 " , , t 1 3/ I 4 -a-- " ..= 1 r_.. +1-- ti_________ Ill [I \ / ii . 18" ___ TOP VIEWOOLJBLEI " r 4 1/2" +4 7 " 0 400 0 44 %> kr,404) 10 2 1/i'< ,dig NIP 415 10. -",) 96 " *r __________ — 1 i . ' N..,1 - J TOF? _VIEW CS_LGL_E ,..---,.r, -1-, 1 -.. 1 + FRQNT VIEW SIDE VIEWLDOU_BLE1 TOP VIEWS (ANCHORING LOCATIONS SIDE VIEWLSINGLE1 7 GA NOTES: 1. LIGHT DUTY STORAGE FIXTURE DESIGNED PER SECTION 1632 2 OF THE 1997 UBC. 2. STORAGE CAPACITY: 350# PER BAY 150# AT TOP PLATFORM LEVEL 3. ASTM A570 FOR SHAPE Fy = 33,000 PSI GRADE 33 RECEIVED CITY OF TUKWILA 4. ALL BOLTS A307 (UNLESS NOTED) 5. ANCHORS HILTI KWIK BOLT II OR APPROVED EQUAL APR - 7 20 icE30 #4627 6. CONCRETE 4" THICK x 2,000 PSI MIT 7. SOIL BEARING PRESSURE 1000 PSF CENTER 8. WELDING TO BE PERFORMED BY AWS CERTIFIED WELDER. 9. CONTINOUS INSPECTION REQUIRED FOR ANY FIELD WELDING AS REQUIRED. 10. THE DEFLECTION OF THE BEAMS SHALL BE 1/180 OF SPAN. 11. RACKS SHALL BE INSTALLED WITH A MAXIMUM TOLERANCE OF 1IN./10FT. r CONNECTOR r -) ■ _I GENERAL FRAME ASSEMBLY , _/ BEAM c , K / GONDOLA ELEVATIONS 3/4" 4. - 3/4 5 11/16" - TYP 4" r 11 GA ---- J 10 0 a , \ I V_D N?"0 1 10 PR 1 ■ 3" ! - , i ill • 6" 5 11/16 4- 3/4 -- " . 1 ' 1"-2" 0 _ 1rm '1 0 HOLES 11 GA , 01 \1150 l ' 2 1/2" " 3" r------- 11 GA I 1/4" 3" 1/4" TYP. >— • 1/8 " f - 4 PLACES 3/4" / 1 1/2" ` 3 ‚7 BASE TUBE e_ — — 3/4" , 3 5/8" /16" \ I _, ',1, N, / / l' -" il2 ir , t ..i SEIZMIC ENGINEERING EST. 1985 MATERIAL HANDLING 161 Atlantic Street na Pomo, 9768 Tel. (909) 869-0989 • Fa 1 x (909) 869-0981 3 1/2" MIN. MI EMBDMNT. I GM 11111111/1 tiiiinig 6"0 \ " 53/4 5 1 1/2" li mi , ''‘ F ' "`" - - - . CALIFORNIA CONTRACTORS LICENSE NO.665374 DRAWN BY: D.G.R. DATE: 3/14/00 1/8" ' 1"-2 1/2" TYP 1"x1"x16ga (2) ANCHORS REQD PER.UPRIGHT ENO FRAME (1,LANCH_OHBEW2REB__UIEB' Fla_lr_ LAST REV. BY DATE ma'am 200f APRV'D BY. SAL E. FATEEN SCALE NONE STAGGER ANCI-1(2111.QCATIONS F_BONT AND SACK DESCRIPTION: STORAGE FIXTURE DETAILS (DARLING TYPE) , ■ < (EE_TOPYIEWEOB ANCHORING LOCATION) -- 2A FOOT PLATE (3/16" THK.) Cy 3/16" ' . V 1" TYP. 1/8 ADDRESS: BEST BUY #447 17364 SOUTH CENTER . PRKWY 7a.xzei/Z.Gs4, SEATTLE, WA. DRAWING NUMBER. 00-0443B lA . COLUMN r -■.- 1B ._ .... 2B ./ 4 BASE LEG / FOOT PLATE (4 _./ ANCHOR 4t/ 0 42.0 N N_ U \r oho 0 \\ � o \ o \• / \ \, 000 J \ �•, \ \ .' \ \ �,' \\ \ \ ,' \\ o O \ \ • o 0 o 0 o \ \ ,' \ o } - \, 2 0 \ \ - - 0 o Y-- -�' o o j o0 o j � -- / 5/32 ", HAT REINFORCEMENT SECTION 42t GONDOLA SEE DRAWING \ FOR DETAILS �� * OVERHEAD C SHELVING 00 -0443D - , � ,, ` o �7 ill 114P 1) YD / -- SPOT WELD IN P LACE J L31/32 I' 'f 'f�- 9132" • 61'l'16 � / BASE_ � 1 E.C_K_(20 GA.) 19 15/32" I y 1.187 � \ \ I a I I 1 I 1 1 11 1 1` WELD TO I 1 HAT SECTIONS 1 ATTACH TO SNELI 5 1 � # 3B S� %� SCREWS r • - S LR Aili / — / 12T 1 1 1/8 " 5/8" ALTERNATE I I 1 1 SIDES (TYP.) \ ixt"s_12SaA. REINFORCEMENT ANGLE. _ l3A ARM (12 GA.) s " = 1' o „ 9 SHELF (22 GA.) 1 0 BASE DECK (20 GA.) 1/2 " =1' -0" GENERAL CONFIGURATION TYP. FEATURE END GONDOLA NOTES: 1. STORAGE RACK DESIGNED PER SECTION 1632.2 OF THE 1997 UBC. 2. STORAGE CAPACITY: 350# PER BAY 3. ASTM A570 FOR SHAPE Fy = 33,000 PS E GRADE 33 4. ALL BOLTS A307 (UNLESS NOTED) 5. ANCHORS HILTI KWIK BOLT II OR APPROVED EQUAL ICBO #4627 6. CONCRETE 4" THICK x 2,000 PSI 7. SOIL BEARING PRESSURE 1000 PSF 8. WELDING TO BE PERFORMED BY AWS CERTIFIED WELDER. 9. CONTINOUS INSPECTION REQUIRED FOR ANY FIELD WELDING AS REQUIRED. LV 10. THE DEFLECTION OF THE BEAMS SHALL BE 1/180 OF SPAN. 11. RACKS SHALL BE INSTALLED WITH A MAXIMUM TOLERANCE OF 1 IN. /1 OFT. }' r 1Ut \VViLA � N 9pR L)NI t-� L RECEIVED C(CY OF TUKWILA APR — 7 2000 g�,4LGglhiC pt PERMIT CENTER 1/8 "� 1 1/2" 1 114"x 1 3/4 "x14 G A . ! 0 / '- GONDOLA SHELVING 4' -0" CTRS T ATTACH W/ (2) 3/8" 0 BOLTS ATTACH ANGLE TO ' ADJACENT GODOLA SEE DRAWING 00 -0443D FOR DETAILS T - -- - UNITS W1 (2) 3/8 "0 BOLTS i' ■ TYP 96' 0 1/8" ' 1 INTERMEDIATE ANGLE BRACE 3 " =1' -0" i I =-' o N 77. - r - - - = 93 t 142" 7/8" I I 1 ; ' i i ; ; I I 1 I I I I I 96" ! TYP. 1/ 8" • 7/8" !� 1 "SQ. TUBE x 16GA. - -- , / , O 0 0 yF_ 24" FI LL 9 1 /4" SIDE VIEW r . FRONT VIEW `6 TOP AND BOTTOM CROSS BRACE 3 " = TYPICAL LIGHT DUTY STORAGE FIXTURE ELEVATIONS 1i4 " =r -0° 3 cif 4„ i ii 0 •, , 7�2 " : 3 3/8" 1 GA. 3/4" 0 1/4" / 51/2" 026" THK. 0 .026" THK. � 1" • ' •� 1 /2 " 3 112" MIN. EMBDMNT. 0 / 1/8 "D 1 1/2" \TYP. 1 /8. 1 2 7/8" TYP. � 2 � � 2 " > 5 5 ti > A® Is SEIZMIC SEIZMIC MATERIAL E EERING HANDLING ENGINEERING EST. 1985 Pomona, CA 91768 T el. Tel. (909) 869 -0989 • Fax (909) 869 -0981 3A 3/4" 3/4" 51 /2' I I '. u\\im III 11) ANCHOR RE. '• P • • - . z . 4.• . . ; -- � CALIFORNIA CONTRACTORS LICENSE DRAWN BY. D.G.R. DATE: 3/14/00 3 1d 531 . 187 THK. 16 GA. „ - 3/4" LAST REV. BY DATE: 'v I' = 4 - 20017) N0.665374 APRV'D By SAL E. FATEEN scale NONE DESCRIPTION: LIGHT DUTY STORAGE FIXTURE DETAILS (DARLING TYPE) ADDRESS: BEST BUY #447 17364 SOUTH CENTER PKWY. O ANCHOR /ILAi/ WA-1,a� DRAWING NUMBER: 00 -04430 , 1 T I\ 2 1 UPRIGHT / FOOT PLATE 3 " =1 -0" 3 A \ / SIDE KICK PLATE 3B � . / FRONT KICK PLATE ♦ 4 ) J BASE LEG 3 " =1' -0" ( 2 / SEATTLE, WA. 4t/ 0 42.0 1:›2 3/8 BAR 21 9/16" 1/8" N TYP 1.25 "O D .Il ,I V 1 �.�' i, / I� lot • ©� �.401p. '' , •• I � I I - `� %\ � - 1.11;$1 �-�� / �� II 50 /I� • / , 7 SPEAKER J (5) REQ'D P ,a ,„ S ' ,\ I i _ `, , `,� ∎ Q ■ ii 1 i1 ©© BOX 10 ' 11 ►� 'I," '� 15 I ' � r. LB- EA. MUST BE o — VERTICAL UPPER SECTION 57 1/2" HIGH A 0 16 GA WALL > s O 12 P i 11 1/8 90° �� O C7 •G ° / \ ; TYP. " NEAT (6) I PLCS. I 1.09"O.D.(3) 16 GA. WALL ATTACH HORIZONTAL TO VERTICAL TYP. TRUSS 7 "C /C 12" HORIZONTAL TRUSS 6B �� O ` `��� 3/$ BAfl 114" THK 1/8. TYP L. ASSAMBLY A TYP. Q TOP &> 1/8" W /(6) 3/4 "0 BOLTS 1.25 "0 D SECTION A-A ATTACH HORIZONTAL TO VERTICAL TRUSS W /(6) 3/4 "0 BOLTS 118.. .28110 HOLE (2) TYP. d 7 "C /C GA. WALL LOWER CHORD D 1 6 1/8" VERTICAL TRUSS ( ASSAMBLY - A HORIZONTAL TO VERTICAL TRUSS CONNECTION TOP PLATE GENERAL CONFIGURATION 15 125" , P Q R ' 1 2" THK. PARTICLE x BOARD BEAM S (150 LB. EA.) (2) REQ'D 1.25"O.D.(3) VERTICAL:OTTOM 16 GA. WALL . /-- SECTION 57 5/8" HIG 22 1/4" TYP. 318 "0 1/8" TYP. {6) BAR 3/8" 57 5/8" 119Z ' .- "93 / �i i I :� \ \ " — - 7 ����� °�F������ r � ° �. __ _ 1� > PLCS. 1/8" TYP.(3) > 1/8 3/8" 90° TYP. N . I , - - 82" �l ® , u u u u u r e ` 8 1 ARC SUPPORT BEAM ; la / ' , rAi CI Ea ► ' , 2 U 0 I , C �' s-' n R .1 y - Ei / 14 GA. r , q y 1C)* I ♦ C 4 � ,rte \i7, s ARC MEMBER — ) j PLCS. "V 4 ` I T NOTES: Front View Side View TYPE P (SEE LAYOUT DWG. FOR LOCATION) 1. VIDEO DISPLAY TRUSS SYSTEM DESIGNED PER SECTION 1632.2 OF THE 1997 UBC. 2. STORAGE CAPACITY: 920# PER DISPLAYER 3. ASTM A570 FOR SHAPE Fy = 36,000 PSI GRADE 36 4. ALL BOLTS A307 (UNLESS NOTED) ALL STRUCTURAL BOLTS SHALL HAVE NUTS & WASHERS 5. ANCHORS HILTI KWIK BOLT II OR APPROVED EQUAL ICBO 4627 6. CONCRETE 4" THICK x 2,000 PSI 7. SOIL BEARING PRESSURE 1000 PSF 9. CON REQUIRED FOR ANY I FI D ELD E WELDING AS REQUIR: 10. THE DEFLECTION OF THE BEAMS SHALL BE 1/180 OF SPAN. 11. RACKS SHALL BE INSTALLED WITH A MAXIMUM TOLERANCE OF 1IN. /10FT. 12. POST LOAD SIGNS AT CONSPICUOUS LOCATIONS DEPICTING THE DESIGN CAPACITY OF THE RACK USING A PERMANENT PLAQUE NOT LESS THAN 50 SQUARE INCHES RECEIVED CITY OF TI �sn "nt q APR — :1 ad • GA ■ / VERTICAL TRUSS ASSEMBLY TYPICAL PAIN GENERATOR ELEVATIONS TYP.(3) C 0 (10) ' TYP. (2) P LCS. ATTACH PLATES 42 ys W/ 1/4" 0 BOLTS &7 p 2p, ) TYP ..�' PLCS. 1/8" 4 (3) '0 DRAI (3) 1/8" 1/4" 42 3/4" 4 % 0 3 116 I � 1 1/4" }{ ��. II PLCS. O 2 " \0 ��A 3/8 "0 BAR 1 1/8" G ti • Q 11 ° 688 "0 HOLE (6) TYP. 1/8" TYP 1/8 ",114" . �, c? I I - - VII° "S" HOOK ry �, ,' - SZ (9A� ` / TOP ARC PLATE 9 B BOTTOM ARC PLATE E .F 5A ~ .� ,� �� , �,' � '� !IC , SEIZNIIC MAT R NDLNG 161 Atlantic Street EST. 1985 Pomona, CA 91768 Tel. (909) 869 -0989 • Fax (909) 869 -0981 /- 28 1/4" 1/2" 3 1/2 " MIN. EMBDMNT. 1 3/16" 1/4" THK. 40 1/ 12" TYP. ! - CALIFORNIA CONTRACTORS NO.665374 DRAWN BY: D.G.R. DATE: /14/00 ' II•MI II����IIIII�II 1001 1.25"O.D. 16 GA. WALL LAST REV. BY: DATE: i * ' `� - Expntss 4 - 12 - 2007 APRV'D BY: SAL E. FATEEN SCALE: NONE 761/4" DESCRIPTION PAIN GENERATOR (DARLING TYPE) 82" (3) REQ'D PER VIDEQDLSPLAY BASE PLATE 2 BASE PLATE (1/4" THK.) ADDRESS: BEST BUY #447 � SEATTLE, WA. 17364 SOUTH CENTER PKWY. DRAWING NUMBER: 00 -0443D 1 r 1 1 COLUMN TRUSS ASSEMBLY \ 5 CEILING ARC ASSEMBLY (LEFT ARC SHOWN) �3 ./ ANCHOR 1:›2 • 4" 3 7/8 TYP ' -- 18'10" • - -- A -- — — -- CEILING TAUSS CEILING TRUSS ' IJ vir 0 43 3/4" - 118 "0 GALVANIZER 1_5/8"X1 WIRE CABLE. ST CEILING STRUT 1 /8"0 GALVANIZED . WIRE CABLE t o 0 J O - m o � cY `� LETTERS TYPICAL \ , FIBERGLASS 15" OUT 3' HANGING � , CORRUGATED 159 "X24" FROM OUT FROM CORRUGATED , GRAPHIC DISPLAY ,Yieaeieiieei., •0 FRAME BLACK + ` �� ' , / SIGN / ` i 4 CONNECTION / iii%* ��� EYE BOLT ' END ATTACH W /(2) SCREWS 18 "X92 "X1 1/2 "THK. MICROLITE PANEL W/ EYE BOLT 28 LB. EA. FILL BLOCK TO PANEL #4 FLAT HEAD \,i & CABLE 0 O F- F m p LL iil 0 O N Yaii' ' ' ' ."4. Yea ieeeaas s s. •4410.00..000441 i . %.0 eieea Y ff : f :f : f :f +' 0 :4140:16 01:10:f • :0: 43 Yaea eaaiiii + f•f•f•f•f•f•f.S410, v Yi ieaaieieaa.� ••f•v • bf•v•, v•v•v•v•PVv Yaaiaaeeeiii. NI46•f-f•f•v•v•,IIM, Yiiii eaeeee. Y f : f : f0011 4 00 I Wir!e&Witavafa *i 3/4" G VIEW FRAMING (10) 43 3/4 X PANELS GRAPHICS PA N 3/4" (41 FOCAL SIGNS SUPPORT FRAME 9 --,----•__- ,, • ORIESAMO 1/4 " -20 EYE BOLT 1/4 " -20 SQUARE NUT O 0 i'bi4 4 , `1 V , i' INSERT EXTRUSION RECIEVING CHANNEL AND TIGHTEN HERE r i OR 1 1 2000 -- F'°- : -A EYE BOLT CONNECTION DETAIL V -B FRAMING MEMBER CONNECTION 1 } 1/2 j /? v2" '�� 1 NOTES: t HANGING FOCAL SIGN SYSTEM DESIGNED PER SECTION 1632.2 OF THE 1997 UBC. 2. STORAGE CAPACITY: 200# PER FOCAL SIGN 28# PER RIBBON RECEIVED REC IVED 3. ASTM A570 FOR SHAPE Fy = 36,000 PSI GRADE 36 CITY EC 4. ALL BOLTS A307 (UNLESS NOTED) OF TUKWILA 5. THE DEFLECTION OF THE BEAMS SHALL BE 1/180 OF SP,. 2000 PERMIT CENTER 1" I i% 0 t : : d 1" t #:bM# 1 j 1 /4" 1/8" 1 /2 „ i ' .07 THK L u► 1/4^ 1 , - V, F y ' < � , i / J. / -, ,;, MATERIAL HANDLING SE EST. 1985 Pomona, CA 91768 Tel. (909) 869 -0989 • Fax (909) 869 -0981 ' r / -' �' CALIFORNIA CONTRACTORS LICENSE DRAWN BY: D.G.R. DATE: 3/14/00 LAST REV. BY DATE: EXPIRES 4 - - 200 +' NO.665374 APRV'D BY: SAL E. FATEEN SCALE: NONE DESCRIPTION: HANGING FOCAL SIGNS & RIBBONS DETAILS ADDRESS: BEST BUY #447 17364 SOUTH CENTER PKWY. 72 WA. DRAWING NUMBER: 00 -0443E HORIZONTAL FRAME MEMBER � 2 SINGLE VERTICAL FRAME MEMBER 3 DOUBLE VERTICAL FRAME MEMBER SSA -TTLC, 1/4" RAIL (HOLDS 36" x 46" SIGN) 1" TUBING 60" TALL x 48" WIDE W/ 5/16" ANGLE ROD. ISOMETRIC VIEW ih PLAN VIEW 47 31/32' BLACK FIBERGLASS PANEL ATTACHED W /BLACK SCREWS TO 1" SQUARE (HORIZONTAL) TUBING 30' 36' PLAN VIEW i 1/4 x 20 x 2 ASSEMBLY SCREW (4) ONE PIECE WELDED UNIT. FIBERGLASS PANEL (48" x 60 ") "SANDWICHED" BETWEEN. `7 1/2" x 1/4" ROD. / THREAD END 1" 6 ONE PIECE WELDED UNIT. 1/2" STANDOFF 1" SQUARE TUBING (2 PLACES) 8 ' RIGHT VIEW BEST BUY #447 17364 SOUTH CENTER PKWY Tu/furithy, SCA1 C, WA. t)20 (U • lD `SEI ZMICj Est. 1985 CALIFORNIA CONTRACTORS LICENSE NO. 665374 MATERIAL HANDLING ENGINEERING 161 Atlantic Street Pomona, California 91768 Tel. (909)869 -0989 Fax.(909)869 -0981 DRAWN BY: LAST REV. BY: I ixars4b 7i IS E TOPPER DETAILS RECEIVED CITY OF TUI(WILA APR - 7 . /u0(t PERMIT CENTER SEIZMIC D.G.R. DATE: 3/14/00 DATE: SCALE: NONE DRAWING NUMBER: 00 -0443F ADD —ON UPRIGHT END UPRIGHT (1 -3/4- x 3/4 CLEAR TUBE) 7 -11- (1 -3/4- x 3/4 CLEAR TUBE) 7' 3' SI 3' 2 3/4 3' TOP VIEW: SCALE= 4 "= 1' -0 " FLANGES TO BE 13 GA THICK (TYP.) ISOMETRIC VIEW 1' 2' 1 11/16 1' 1' 5' 3' ti xi 2 3/4 JI / 3' TOP VIEW: SCALE= 4 " =I' -0" FLANGES TO BE 13 GA THICK (TYP.) 1' 23/4' ISOMETRIC VIEW FRONT VIEW ok ' \ - ISOMETRIC VIEW 2 3/4' 3' 5/8' 1 1/4' FRONT VIEW SIDE VIEW ro SEIZMMIC SC' MATERIAL HANDLING ENGINEERING 161 Atlantic Street Est. 1985 Pomona, California 91768 Tel. (909)869 -0989 Fax.(909)869 -0981 CALIFORNIA CONTRACTORS LICENSE NO. 665374 DRAWN BY: D.G.R. DATE: 3/14/00 LAST REV. BY: DATE: APPRV'D BY: SAL E.FATEEN SCALE: NONE 1 (LING SYSTEM DETAILS ADDRESS: BET BUY #447 17364 SOUTH CENTER PKWY. lzKe�/%/ 4 SEATTLE, WA. DRAWING NUMBER: 00 -0443G 2' SIDE VIEW RECEIVED CITY OF T! ciAill -A APR - zuGi PERMIT r%ENTER } 61" BASE PLATE 4 "X3 "X0.1875 (1) ANCHOR REO'D PANEL F 81" PANEL E 2' -1/4" 2x4 VACUUM STOP W/BLACK CARPET -3" 2x4 VACUUM STOP W/BLACK CARPET 7' -0" 2x4 VACUUM STOP W/BLACK CARPET ■ r 4■ ■ ® .� STOP W/BLACK CARPET 0 e ISOMETRIC VIEW 29 3/4" PANEL G k 29 3/4" 1' DOOR NOTE: 1. 1= 4' LIGHTING FIXTURE PANEL 2. 2= 5' LIGHTING FIXTURE PANEL 7' -0 2x4 VACUUM STOP W/BLACK CARPET 8' - 2x4 VACUUM STOP W/BLACK CARPET 2' -1/4" 2x4 VACUUM STOP W/BLACK CARPET H- CHANNEL (6 PLACES) 2x4'S TO MOUNT TO BACK WALLS 2672.—HOMEt-IEATER WALL DETAILS BEST BUY #447 17364 SOUTH CENTER PKWY. 712/40)21,4, SEATTLE, WA. DATE: SCALE: NONE �SEI� Est. 1985 CALIFORNIA CONTRACTORS LICENSE NO. 665374 SEIZMIC MATERIAL HANDLING ENGINEERING 161 Atlantic Street Pomona, California 91768 Tel. (909)869 -0989 Fax.(909)869 -0981 LAST REV. BY: APPRVD BY: SAL E.FATEEN DATE: 3/14/00 ISOMETRIC VIEW RIGHT VIEW PANEL B 61" CARPET 61" PANEL A 30 1/2" 30 1/2" CARPET \ \-2" DIA TYP CAL ISOMETRIC VIEW 13 GA. STEEL 49" PANEL C 5 3/8" PLAN VIEW NOTE: 1 LEFT AND 1 RIGHT CORNICE PER STORE. ROCHESTER GETS BASICS 21 BLUE CARPET. CORAVILLE 1 /4" FORWARD GETS EXECUWALL 46 - ' (P ' CHARCOAL CHANNEL CARPET PAINTED FEATHERSTONE GRAY SUITE 12 WILL ALSO GET AN ISOMETRIC VIEW ADDITIONAL MIDDLE CORNICE. RECEIVED CITY OF Ti IKWij,,q APR - ? ?ono PERT/P., 0 -- 0 v 0 51_ ■ 11 ri u 11 10 11 11 II 1 E 11 IC IC E E P.,1== = = - •= =1 1 = = =■ viii`= i`i = S� I i A • mil ■tii ® " I1 I tii'�i t i ■ 1 � MI fi: MIME O-- WM wilt : ,. El 1 I 7 LI 11 �I 11 11 II I I ! II �� 11 11 11 I 11 1I 1 1 it 11 _ I I II , I 11 11 11 11 °11 _ II II' II 11 11 11 11 11 II 1 r 11' u n' ii II u u u u 11 1 11 10 N N 1 1 11 11 n u ii 1 1 L L z l z � 1 I } I u II i a .� 1 , � ® r wi ww o■� w. i IMMN w I ■ia_ _ 11 1 , ' II A ii 11 IAA F � II MI ii! - mi w �aaaw `` ii== Il -1 u \ e ,7.11 _ ' E = iii !� ��`� , ; a 1 1 11 !� k I -- J 1 I K I 1 li I _a__w ▪ __ F3eliNi - I - "iI ce =tee =1 i III IIKI I A 1 a ka iF TQ U .J 1 t • I ! f i ! I -:•• 111 NO B ox • 1 Firr I Q � GENERAL NOTES I. ALL FIXTURES, SHELVING AND STANDARDS ARE TO BE INSTALLED BY FIXTURE CONTRACTOR GEN OR TO PROVIDE BL OCKING FOR ALL STANDARDS. FIMIIRES yJPPL BY BEST BxY CO. ALL FIXTURES IMEN5DN5 ARE KICK PLATE FRLFI KICK PLATE TO KICK PLATE FIXTURE LEGEND A B C D F FB H LOW GONDOLA - 5•-0•• HIGH X 4' -0• WIDE J.1 K N P 0 FULL GONDOLA OVERARM - 0' -0'• HIGH X 5'-0" WIDE VALANCE AND LIGHTING AT 1• -0 ". ANCHORED TO FLDOR HALF GONDOLA OVERRAOCING - S• -0° HIGH X DAS' WIDE VALANCE AND LIGHT!. AT T -0•. ANCHORED TO 0.00R- WARE N RACKI NO VALACE D2 L RACKING _ 5._0. HIGH X 3'_0• WIDE. NO VALANCE OR LIGHTING. ANC,n ED TO FLOOR REFRNGERATDR TWA= 1401.13E1 FLAMING - FO-0 HIGH x ° WIDE. VALANCE AND L!GHTIN o AT T -0°. ANCHORED TO FLOOR CORER FILLERS - TO BE PANTED BY GL ALL FILLERS TO BE INSTALLED BY FIXTURE CONT. VIDEO <WA .:_;N013E, RACKING DISPLAY _ 1T_0" HIGH x 3• -0" AIDE. ANCHORED TO FLOOR BACK OF RAQCRYi. LOW GONDOLA - 5• -0° NIGH X 4' -0' WIDE WITH 12" DECK EMORDER LOW GONDOLA - 5' -0" NIGH x 3• -0" WIDE. 'BAKERY" RACKING - 13" HIGH x 24° WIDE. CAR-01 PAIN GENERATOR WARE. 5E RACKING - B' -0° HIGH x 3' -0'• WIDE. NO VALANCE OR LIGHTING. ANCHORED TO FLOOR SNEER AND INSERTS. R LOW GONDOLA _ 5'_0° HIGH X 2'_5• WIDE. S A_FRA„E GONDOLA _ 5 HIGH X ,•_D.. WIDE. T DD EE TOIN SQUARE FIXTURE GONDOLA SECTION WITH LOWER DECK SHELF INSTALLED . GONDOLA WITH EXTBDEFS ADDED. s PERMIT ...SEO FOR' N ,r_C {ANIGAL SO,PICA F L dNG ❑ GAS PIPING a ,,, u F nr. P0.122 S BEST BUY MINIMUM CRITERIA SPECIFICATIONS NS N F.; p2OOO 1p JES SQ. i. CALL- 3 J,9�07 . — 27100 SF • 1 111 SF x 5 2^2 SF CONCEPT: C45 -45 PROTOTYPE DATE: 00.01.99 STORE •: DATE: 00.05 °9 SCALE: 3/32' I' -C" SHEET T F - I __.....____ ......_ • I I I I I i - - - - -- - - -- I I SAO 25,9 2 S.F. EXI TING 1 I�UTUR C EISTING AMERICA'S A'S BEST EXIST NG 4,000 S F. \VALLP TAPER IA I I �.� I4 C iEKI ISF ✓NG REMOVED FIOR CONSTRUCTION R QUIRE O RESTORE PR DR IN. iG__LRv R Li_r14 (T �iP. Y B i3PL DS I I 3 000 S.F. E IN STG 1 BERGMIANS 4 UGGA;GE 4 000S.F_ __ E 'STING TENANT 31350 S.F. TENANT 81000 S.F. EL• N LOADO — _ - I EE FACTOR PAC 66' x 10' x 6" CONC. °AP iN= WENT A x 6 -,76 x un.e WJ" 171N. 0,612 6' GRANUL=T_C =ILL. PROPERTY LINE — \ _ — _ ' — — — — 1316.77 < EN a i - -- Q ...1 1 r �1 — 1 1 LOADING LOADING ) �I 1 1 �, 1 LIXET.5 C7= IN r ( °E WEEN EXISTG- COLUMNS) — 4 I Pi:Z34171 G-0977 1 1X2IST,00 IG S E 0 0 0 0 .i COn RFIN= ` N rHA9 X •dF.' 3c Wz;9. G-U 1 0 2 ¢I EvAfifpN 1 � m PARTIAL PLAN - LOADING DOCK 45,884 S.F. FINISH FLOOR ELEV. 100' -0" O 1 0 O 1 0 SITE PLAN SCALE: " -3 244.1' 3S._0.. 38' 0 RE 14 38 0 RECEI VInG 08 u n 0 - T LINT -\ In IO D - I 7 8 "Tf� R FIM R 1 RE_T r " s 40E , � <* 's 16,, I A - DOCK v �Eb I .L ro ill _ Milli 9� I DOp I Fa MOT T I I, 1 1 Esq I I.LI�I TRUC'v I STORAGEI EXIS -INK- SIT. NO WORK =115 FEF I' 28,252 SI EXIST. — _ j _ S p o- t S 40,000 S.F. EXISTING O PARTIAL PLAN - ENTRY WALKS SCALE: 1l8" =1' -0" GENERAL NOTES: ,:. T4 I5 SITE °LN IS FOR R= rR EENCE ONL` ". TFIE S4O - GNTER, PAVING-, PARKING-, DRI` /EU14Y . LTG.'TING- ,ES .ARE ED FULLY DEVELOP .- DEMOLITION, TTY NO IFICATIONS 4ND P D/ G" n R B LANDLORD UNDER "RL PERMIT. _ P.' PERK" APPLICATION .SS 0020 D _TED 3 CONSTRUCTION UNDER - -115 PERMIT IS LIMITED C O NOTED IN THESE CONSTRUCTION DOCUMENTS, 14 COON- DOWN __ ' H V_STIBU! _ III. -_ - ST -2 I,' i ' 5 12 -10 :5' - 101/2' �,�E U2" 10_, -' 32' -0 • I I I I AS M .6. q i N 1 x REMmVE N- - ' �5 . •'_. . • z ua�arlR • : . I' L ' FOR CC}L .,��. .. �ll�I��l�t����� =u n�A, tae surer � hJI��i �� �Ga11 ■U UL 2 ' % / / /.�7 / /f.93��ii�i 24,_m„ 5'-4'' 20 TH10 S10\ AFURE ANTS STAMP ARE ONI SQ.FT.CALCS • 39.062 SF 5 670 SF one. 1,152 SF ▪ ''45,884 SF CONCEPT: C4.5 -45 CONCEPT DATE: 09.01.99 EST. FIXTURE. DATE: EST. G.O. DATE: OWNER REVIEW 10.11.99 date 0 0 0 0 A oFE�K�,a S19 - 7 2000 Paawrr ceN n SCALE' AS NOTED ARCHITECTURAL SITE PLAN A CI 1