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HomeMy WebLinkAboutPermit D01-087 - TOYS R US - RACK STORAGETOYS R US 16700 SOUTHCENTER PKWY D01 -087 City of Tukwila Community Development / Public Works • 0300 Southcenter Boulevard, Suite 100 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 -9128 16700 SOUTHCENTER PY ARET DEVPERM TUC RACKS Occupancy: STORE UBC: 1997 000 Fire Protection: SPRINKLERS North: .0 South: .0 East: .0 West: .0 TUKWILA Sewer: TUKWILA Slopes: N Streams: Contractor License No: REYMABCO27LP TOYS R US Phone: 16700 SOUTHCENTER PY, TUKWILA WA 98188 REAL PROPERTY WEST INC 101 CALIFORNIA ST, SUITE 2525, SAN FRANCISCO CA 94111 CARON STEVENSON Phone: 314 - 821 -1100 10877 WATSON RD, ST LOUIS MI 63217 REYMAN BROS CONSTRUCTION INC Phone: 775- 356 -0150 151 S 18TH, SPARKS NV 89431 ******* k* * *k ** *k*** ****k**** *k* ***k **k* kkkk *kkk kkk* kk kk**k****kkkk**k*kk** *kkk**kk** Permit Description: INSTALL RACK STORAGE PER PLANS. **** k********* k* kk*** kk** kk*k k *k * * * * * * * * *k *k ** * *k * * * *kkkkk*kk *kkk *k * * *kk * *kkkkkk * *k* Construction Valuation: $ .00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No: Flood Control Zone: N Hauling: N Start Time: Land Altering: N Cut: 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 **** * * * * * * *kk * * * * * * * * * * * * * * * *kk *kkk* *kkk **k kkkk*** k *k * *k * *k * *k *k *k * * *kk * * * * *k* *kk* TOTAL DEVELOPMENT PERMIT FEES: $ 650.06 kk * * * * ** * * * ** * *k *k ** **k * * * *k* *kkkk **kk * kkk* kk *k *kk *kk * *k * **kkk*kkkkk * **k* *kkkk * * ** OCCUPANT OWNER CONTACT CONTRACTOR 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 development of work. 2am authorized to sign for and obtain this or the perfor DEVELOPMENT PERMIT (206) 431 -3670 Tukwila, a.shitu' ton Permit No: D01 -087 Status: ISSUED Issued: 04/16/2001 Expires: 10/13 /2001 Size(in): .00 End Time: Fill: Date: 4 Date: 1 11/ 1 " 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. z I a w 0 No w L 25 1 w a u. Q en 3 F- 1 w U � co 0— off wW u. w z v 5-2 0 z Complete Comments: PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D01 -087 DATE: 3 -23 -01 PROJECT NAME: TOYS R US SITE ADDRESS: 16700 SOUTHCENTER PY SUITE NO: Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision it After Permit Is Issued DEPARTMENTS: Building Division Public Works Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete n TUES/THURS ROUTING: Please Route C Structural Review Required REVIEWER'S INITIALS: / /4 APPROVALS OR CORRECTIONS: (ten days) Approved ri Approved with Conditions kt REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved 1 Approved with Conditions VPI Fire Prevention n Planning Division C Permit Coordinator n C DUE DATE: 3 -27 -2001 Not Applicable No further Review Required n DATE: DUE DATE 4-24-2001 Not Approved (atta h com ents) DATE: REVIEWER'S INITIALS: DUE DATE Not Approved (attach comments) F1 DATE: PERMIT NO.:301 "O el BUILDING PERMITS INSPECTIONS ❑ 00001 Progress Inspection Status ❑ 00002 Prc- construction ❑ 00003 Investigation ❑ 00004 OK to Occupy ❑ 00005 Remove Stop Work Order ❑ 00006 Follow -up ❑ 00007 Ike-Move Inspection ❑ 00050 WSEC Residential ❑ 00060 WA Ventilation /Indoor AQC ❑ 00070 NLEA Inspection /Modular Stnrct ❑ 00071 Mobile !Tome Tie Down Insp ❑ 00072 Marriage Lines ❑ 00090 Rested ❑ 00095 Footing Drains ❑ 00100 Foundation Footings ❑ 00200 Foundation Walls ❑ 00250 Foundation Insulation ❑ 00300 Concrete Slab /Slab Insulation ❑ 00350 Crawl Space ❑ 00400 Shear Wall Nailing 0 00450 Plywood Wall Sheathing ❑ 00500 Roof Sheathing Nailing ❑ 00525 Plywood Deck Nailing ❑ 00550 Exterior Wall Sheathing ❑ 00600 Masonry Chimney ❑ 00610 Chimney Installation /All Types ❑ 00700 Framing ❑ 00750 Roof /Ceiling Insulation ❑ 00800 Floor Insulation ❑ 00801 Wall Insulation ❑ 00802 Exterior Roof Insulation O 00803 Glaring Inspection ❑ 00815 Lighting and Controls ❑ 00900 Suspended Ceiling ❑ 01000 Interior Wallboard Fastening ❑ 01001 Exterior Wallboard Fastening ❑ 01110 Pre -Move Inspection ❑ 01 115 Motor Inspection ❑ 01120 Pre -Demo O 01140 Prc - reroof 1400 Final -Fire 1700 Final-Building ❑ 0I900 Final- Reroof ❑ 03100 Site Visit ❑ 04000 Special- Concrete ❑ 04001 Special -Bolts in Concrete ❑ 04001 Special- Mom/Resist Cone Frame ❑ 04003 Special -Rcinf Steel Prestress ❑ 04004 Special - Welding ❑ 04005 Special -high- Strength Bolting ❑ 04006 Special - Structural Masonry ❑ 04007 Special -Rcinf Gypsum Concrete ❑ 04008 Special - Insulating Cone Fill ❑ 04009 Special -Spray Fireproofing ❑ 04010 Special - Piling, Piers, Caissons ❑ 04011 Special - Shotcrete ❑ 04012 Special- Grading, Excav /Fill ❑ 04013 Special- Retaining 1VaIl ❑ 04014 Special - Panels ❑ 04015 Special -Smoke Control System TENANT NAME: Iii raVS d CONDITIONS K0 0001 No changes to plans unless approved by Bldg Div 010 Special inspection required. notify Bldg Div ❑ 001 I Special inspector shall submit final signed report ❑ 0012 New ceiling grid & light fixture shall meet lateral bracing ❑ 0013 Partition walls attached to ceiling grid ❑ 0014 Readily accessible access to roof mounted equipment ❑ 0015 Engineered truss drawings & calcs shall be on site ❑ 0016 Exposed insulation hacking material ❑ 0017 Subgrade preparation including drainage, excavation ❑ 0018 Statement from roofing contractor verifying fire retardant class of roof 0019 All construction to he done in conformance w /approved plans ❑ "No work shall he done in addition to those modifications..." ❑ 000 2 Plumbing permits shall be obtained through King Co 0020 Structural observation shall he provided for this project ❑ 0021 All food preparation establishments must have King Co ❑ 0022 Fire retardant treated wood shall have flame spread of ❑ 0023 Notify Building Division prior to placing any concrete ❑ 0024 All spray applied fireproofing shall be special inspected ❑ 0025 All wood to remain in placed concrete shall he treated 5e 0026 All structural masonry shall be special inspected 0027 Validity of Permit 0028 Rack storage requires separate permit ❑ (1003 Electrical permits obtained through L & I ❑ (1030 No occupancy of building until final insp by Bldg Div ❑ O32 Remove all weeds, concrete, stone foundations. flat concrete ❑ 0036 Manufacturers installation instructions required on site ❑ "I3T11 maximum allowed per 1997 WA State Energy Code" ❑ 0035 Contact 1'W Div to obtain insp for water /sewer connect ❑ 0038 A C of () will he required for this permit ❑ 0039 Final approval for all "TI wlin the limits of the SC Mall ❑ 0004 All mechanical work shall be under separate permit ❑ 0040 All construction noise to be in compliance with 8.2 TMC ❑ 0041 Ventilation is required for all new rooms & spaces 0005 All permits. insp records K. approved plans available 16 All structural concrete shall be special inspected ❑ "Applicant shall obtain a separate plumbing permit from King Co" ❑ "Anchoring — All new construct and substantial improvement shall be anchored to prevent flotation" ❑ 0007 All structural welding shall he done by WABO certified inspector ❑ 0008 All high - strength bolting shall be special inspected ❑ 0009 Bolts installed in concrete shall be special inspected ❑ 0031 Comply with requirements of 1 MC 16.04 ❑ 0034 Removal of septic tanks require approval and compliance with King Co I lealth Dept. ❑ "Obtain required inspections from appropriate water & sewer districts" ❑ "Fuel burning appliances ❑ "Appliances, which generate...." ❑ "Water heater shall be anchored...." ❑ "Rerool" Plan Reviewer: Permit Tech: 11 V‘eAGV.is Date: Date: 3 -27 -fl( PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D01 -087 DATE: 3 -23 -01 PROJECT NAME: TOYS R US SITE ADDRESS: 16700 SOUTHCENTER PY SUITE NO: Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter it Revision # _ After Permit Is Issued DEPARTMENTS: Building Division Public Works Complete n CORRECTION DETERMINATION: vwtuuut ncx seri 411111111111W` '1111111111111111111111111■ Fire Prevention lip Planning Division Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ri Comments: TUES /THURS ROUTING: Please Route ri Structural Review Required E No further Review Required APPROVALS OR CORRECTIONS: (ten days) Approved REVIEWER'S INITIALS: -1171/ 5 Approved wyth Conditions Permit Coordinator C n Approved n Approved with Conditions n Not Approved (attach comments) REVIEWER'S INITIALS: DUE DATE: 3-27 -2001 Not Applicable 1 REVIEWER'S INITIALS: DATE: DUE DATE 4-24 -2001 Not Approved (attach comments) n DATE: 3 o DUE DATE DATE: Project Name/Ter)ant: Existing use: Retail ❑ Restaurant ❑ Multi - family ❑ Warehouse ❑ Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School/College/University ❑ Other Value of Construction: 7 ` &x G y r t -' S Site Address (include suite number) City State/Zip: 107 t <' . <_ F,.)TER 5-p\g T.)t? t.JA , Tax Parcel Number: 7.c, I Mc :J - -1- - t Z` Property Owner: , •_i- — �'r c , r P l r- Phone: '2 C71 •^j c I' 9 - • 7 < Fax #: Street Address: L l(f, 1 F Q OM i cm Ping 'AM , 1 - .) 077 . City State/Zip: 0 - 7 c,.' ; z_ Contractor: _[ ?7 : c T. Phone: Street Address: City State/Zip: Fax #: Architect: (1 C- C) Phone: --I L I 32 I - \ ►C)O Street Address: City State/Zip: I QC 4, -1 In/ \TSarJ I? D , - ST. Lrx0 I M I ( 17 1 Fax #: 3 14 7)7_ 1 "' H I (c' 1-- Engineer: Phone: Street Address: City State /Zip: Fax #: Contact Person: G A R ntJ -"VT F d F ti i S UrJ (c iNc__:G ) Phone: t_.I ` Z 1 -- 1 1 O( Street Address: City State/Zip: Fax #: Description of work to be done (please be specific): , fie- K- I ?'-Y - P(. t`; _ c;. Ac(- S Existing use: Retail ❑ Restaurant ❑ Multi - family ❑ Warehouse ❑ Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School/College/University ❑ Other Proposed use: k ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Hospital Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office School /College /University ❑ Other l l t Building Square Feet: 47 1 Li LI a existing No. of Stories: Area of construction (sq ft): �sr � �t >1 Will there be a change of use? ❑ yes no If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? 151 yes ❑ no Existing fire protection features: IR sprinklers ❑ an omatic fire alarm ❑ none ❑ other (specify) Will there be storage of flammable /combustible hazardous material in the building? ❑ yes ❑ no Attach list of materials and stora location Oil se )orate 8 1/2 X 11 to ier R ' t Uantities c, Material Sale! Data Sheets I I /10MMt1 cl prrmil. (loc CITY OF TUK►4IILA Permit Center 6.300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 (206) 431 -3670 Project Nt. .r: Permit Number: Commercial / Multi- Family Tenant Improvement / Alteration Permit Application Application and plans must be complete in order to he accepted for plan review. Applications will not be accepted through the mail or facsimile. t -D87 APPLICANT REQUEST FOR PUBLIC WORKS SITE /CIVIL PLANIIEVIEW OF THE FOLLOWING: (Additional reviews ma be determined b the Public Works De. artment) ❑ Flood Control Zone ❑ Hauling ❑ Channel ization/Striping ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Landscape Irrigation ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage L_1 Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only - %.k% , . p. rir t, ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: 3. Z3 .-Ot Date application expires: 2-3 Applicatio taken by initials) BUILDING OWNER OR A HORIZED • E : Signature: ✓f/�cis ' 6 % Date: ,7-• G' Print name. / l`3J� c 1 l / F C_ M 0/I Pho 1 (Y 7 S' t 1 I C� C;zs3 Fax it: Address �_�� ,_ F:- City /State/Zip PE `W? APPLICATIONS MUST BE SUBMITTED WITH THE FOLLOWING: • ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER • ALL DRAWINGS SHALE BEAT A LEGIBLE SCALE AND NEATLY DRAWN Y BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ Complete Legal Description ❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Four (4) sets of working drawings (five(5) sets for structural work), which include : ❑ ❑ Site Plan (including existing fire hydrant location(s) 1. North arrow and scale 2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements 3. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions 4. Location of driveways, parking, loading & service areas 5. Recycle collection location and area calculations (change of use only) 6. Location and screening of outdoor storage (change of use only) 7. Limits of clearing/grading with existing and proposed topography at 2' intervals extending 5' beyond property's boundaries 8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of use only) 9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 1 8.45.040), 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 = F- only) W 11. Location and gross floor area of existing structure with dimensions and setback 12. Lowest finished floor elevation (if in flood control zone) J 13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form I-1 -9). U 0 rn to W Floor plan: show location of tenant space with proposed use of each room labeled w J ❑ ❑ Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage Of w any hazardous materials; dimensions of proposed tenant space. r ❑ ❑ Vicinity Map showing location of site ce ❑ ❑ Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack • w layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of z rack. Structural calculations are required for rack storage eight feet and over. w� ❑ ❑ Indicate proposed construction of tenant space or addition and walls being demolished z • w O ❑ ❑ Construction details Q) ❑ ❑ Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of water 0i_- w w supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed i-- H sprinkler system design criteria as identified by the Fire Department. w 0 ❑ ❑ Washington State Non - Residential Energy Code Data shall be noted on the construction drawings. v F-_ ❑ ❑ SEPA Checklist - if intensification of use (check with Planning Department for thresholds). O ❑ ❑ 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 999 Third Avenue, Suite 700, 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 I 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 I AM AUTHORIZED TO APPLY FOR THIS PERMIT. 11/30/OO crpermi►.dor ` 11,13/2001 16:25 7753560247 HOME OFFICE: 151 S. 18TH ST. SPARKS, NV 89431 TEL 775 - 356.0150 FAX 775456-0247 NORTHWEST OFFICE: 4010 N.E. 41ST St VANCOUVER. WA 98661 • TEL 360- 737 -1899 FAX 360-737-1843 LICENSES: NEVADA #12481C CALIFORNIA #702410 ARIZONA #105595 OREGON #107373 NEW MEXICO #54680 UTAH 97-347Q03-6,5n1 1 WASHINGTON #REYMABCO27LP DATE: 11/13/01 FAX REYMAN BROS CONST PAGE 01 FL4SMILE TRANSMISSION, RECEIVED NOV 14 2001 COMMUNITY DEVELOPMENT CONSTRUCTION ..� GENERAL BUILDING CONTRACTORS "Committed to Your Success" 206 - 431 -3665 DELIVER TO: CAT1 YN aj TSON COMPANY: CITY OF TUKWILA. WA FROM: OUINE\ R.E OLSON FOR DENNI RE: . R US TU WILA. WA REMARS: PERMIT DOA - 087 Copy of letter from Seizmic, Inc. for your review. Please call should you have any questions. Thank you. # PAGB5:2 (INCLUDING COVER SHEET) ORIGINALS MAILED: (7Y N REYMAN BROS. CONSTRUCTION IS CURRENTLY LICENSED IN: NEVADA CALIFORNIA ARIZONA OREGON WASHINGTON UTAH NEW MEXICO REYMAN BROS. CONSTRUCTION 0 REYMAN BROS. CONSTRUCTION 151 S. 18 STREET 4010 N.E. 41 5r STREET SPARKS, NV 89431 VANCOUVER, WA 98661 0 REYMAN BROS. CONSTRUCTION 2425 E.D. STREET TORRINGTON, WY 82240 TEL/FAX: 307 - 532 -8949 RECEIVED CITY OF TUKWILA NOV 14 2001 PERMIT CENTER DOfrO7 11/1.3/2001 16:25 7753560247 AUG -28 -1900 14:22 TEL : (909) 869 -0959 REYMAN BROS CONST MATERIAL HANDLING ENGINEERING EST. 1985 STRUCTURAL REVISION FOR TOYS `R' US TUKWILA, WA 01 -0364 DATE: 07/18/01 PLEASE FEEL, FREE TO CALL ME WITH ANY FURTHER QUESTIONS YOU MAY HAVE SIN MY •' TO FAX : (909) 869 -0981 TO WHOM IT MAY CONCERN, WITH REGARDS TO THE ANCHOR PATTERN & BOLTS USED. PLEASE BE ADVISED THAT THE ANCHORS MAY BE INSTALLED EITHER IN ALTERNATING LEOS OR ALIGNED LEGS. PLEASE ALSO NOTE THAT A 3/8 "0 x 2.1/2" MIN. EMBD. POWERS WEDGE BOLT FASTNI3R ICBO #3788 IS AN ADEQUATE SUBSTITUTE FOR THE 1/4 "0 x 2" MIN. EMBD. HILT! KWIKBOLT II WEDGE ANCHORS ICBO 046x7. CITY RECEIVED NOV 14 2001 PERMIT CENTER b0fr087 • PAGE 02 P.0`✓ TOTAL P.02 Project: Type of Inspection: • Address: Date called: Special instructions: Date wanted: ( a.m. /f' it/ CI `p.rri:" Requester: , 0('!11113 7_611011; Phone: S'Ll (D 67e4`l INSPECTION RECORD I D( 1 -- rg Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: Inspecto PERMIT NO. ofii (206) 31 361 Corrections required prior to approval. Date: ` j $47.00 REINSPECT1OI4(EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project: 5 R US T f Inspection: l 00. A dress /f' 700 Sc... f7 Dat ca led: 11/(r /0/ Special instructions: Date warted: / m. Requester: • (Euivi Phone: `huh - Ur)-- O INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 El Approved per applicable codes. PERMIT NO. (206)431 -3670 Corrections required prior to approval. COMMENTS: t fe f w o / r _ i')-2 VeK ,fee_ cite 1 " ( Inspector: Date: // $47.00 REINSPECTIO EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: STORAGE RACKS CRIVEIN RACKS CANTILEVER RACKS FEW/1\ES CONVEYCRS CAROUSES +.4.5*„ iittt STEEL SHELVING MOVABLE SHELVING STORAGE TAWS MODULAR OFFICES GONCOAS BOOKSTACKS SEIZMIC MATERIAL HANDLING ENGINEERING 161 ATLANTIC STREET SEISMIC ANALYSIS OF STORAGE RACKS FOR TOYS 'R' US EST. 1985 CITY APPROVALS STATE APPROVALS PERMITTING SERVICES PRODUCT TESTI% FELD INSFECTION SPECIAL FABRICATION TUKWILA, WA #01-0364 L 1 2 ne 1 POMONA • CA 91768 • TEL: (909)869-0989 ALASKA NEVADA ARZCNA NEW MSOCO CALIFORNIA crext COLORADO PEN CARD UTAH MSSOURI WASHINCTON wr .a.........* ■•■•••••F.0,0111 , ........., _ ........„. T .,...._ _ ..... 7 1 T . I .. 1 7 ' r \ / , I ........................ -------- r" ...., .• s ,-.. N ..- — PE1-31Arl CENTEEP FAX: (909)869-0981 bole-087 MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 - 0981 161 ATLANTIC STREET • POMONA • CA 91768 SCOPE: THIS ANALYSIS OF THE STORAGE SYSTEM IS 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 FIELD ASSEMBLED ONLY, WITHOUT ANY FIELD WELDING. saz�nic � DESCRIPTION COVER SHEET TABLE OF CONTENTS SCOPE PARAMh t hRS CONFIGURATIONS COMPONENTS & SPECS. LOADS AND DISTRIBUTION LONGITUDINAL ANALYSIS COLUMN BEAM BEAM TO COLUMN BRACING OVERTURNING BASE PLATE SLAB & SOIL SHELVING ANALYSIS .1 IN C. TO R' US TOYS 'R' US 2 M.T. PROJECT FOR SHEET NO. CALCULATED BY TABLE OF CONTENTS OF 3 3 DATE 03/09/01 PAGE # 1 2 2 3 4 5 6 7 8 9 10 11 12 13 14 15 -33 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. 1. COLUMN. 2. BEAM. 3. BEAM TO COLUMN. 4. BASE PLATE. 5. HORIZONTAL BRACING. 6. DIAGONAL BRACING. 7. BACK CONNECTOR. TRIBUTARY AREA TRANSVERSE LONGITUDINAL TOP VIEW r i SS I41414 11C INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT TO) R' US FOR TOYS 'R' US SHEET NO. 3 OF 33 CALCULATED BY M.T. DATE 03/09/01 MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 CONFIGURATIONS r i INI malitioemi C s . 0000 j 120" STATIONARY UNITS (96 ") °I 2 9" 9" 9" 1,200 lb. 1,000 lb. 1.000 lb. 1,000 lb. PROJECT TO' R' US FOR TOYS 'R' US SHEET NO. 4 OF 3 3 CALCULATED BY M.T. DATE 03/09/01 52" E2" ' 1- - 96" -.-I' AC" 48 " "4' 1 2,240 lb. 257 in.lb. 3,606 in.lb. <- std.conn. 2 1,705 lb. 4,956 in.lb. 5,564 in.lb. <- std.conn. 3 1,170 lb. 4,172 in.lb. 4,416 in.lb. <- std.conn, 4 635 lb. 2,659 In.lb. 2,530 in.lb. <- std.conn. STATIONARY UNITS (96 ") DESIGN LOAD = VARIES BASE PLATE COLUMN BEAM ' 3.25 X 3.25 X .125 BASE PINNED q COLUMN 3X1- 5/8X14GA(LU21) STRESS =0.61 g 2- 5/16x2x14GA/201 H MAX LOAD /LEVEL = 1,E.O0 lb. BEAM IS O.K. OVERTURNING BRACING SLAB & SOIL I ANCHOR STRESS =0.18 # OF ANCHORS = 1 HORIZONTAL J 1 1/2 X 1-1/4 X 14 GA STRESS = 0.14 DIAGONAL ) 1 1/2 X 1-1/4 X 14 GA STRESS = 0.47 ' PUNCT. STRESS = 0.75 BENDING STRESS =0.66 INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT TOY' R US FOR TOYS 'R' US SHEET NO. 5 OF 3 3 CALCULATED BY M.T. DATE 03/09/01 STATIONARY UNITS (96 ") SPECIFICATION - MAIN STEEL - BASE PLATE STEEL 55000 PSI 36000 PSI - ANCHOR - WEDGE TYPE 1/2" x 3 -1/2" - FLOOR SLAB 4" X 2000 PSI. REINFORCED 1 20" - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. SECTION AXIAL FORCE 4 1,000 lb. 3 1,000 lb. 2 1,000 lb. 1 15577 2N 80# 5 2 " s 5# 1 39" :19" 1 9 9 . 1,200 lb. 272# 4_7 197# ....• 102# fi— 96" --1' lu = 96" MOMENT BEAM MOMENT 4`' 48" 4 0 7# NOTE: ANCHORS ARE HILTI KWIK BOLT I WEDGE ANCHORS I.C.B.O. #4627 OR APPROVED EQUAL. LEVEL ONE USES A 3- 1/32" X 2" X 14GA(282H). LEVELS 2 -4 USES A 2- 5/16" X 2"X14GA(201H). OVER AISLE STORAGE BEAM HAS 500 LBS MAX SPANNING BETWEEN RACK BAYS. 01• MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 - 0981 161 ATLANTIC STREET • POMONA • CA 91768 LOADS & DISTRIBUTION :STATIONARY UNITS (96" LIVE LOAD PER SHELF = WII = VARIES (BASED ON CLIENT SUPPLIED DATA) DEAD LOAD PER SHELF = WdI = 70 lb TOTAL LOAD PER FRAME 4,480 lb SEISMIC SHEAR BASED ON SECTION 1630.2.1 OF THE 1997 UBC WHERE V = ((2.5 x Ca x I) / R) x Wtotal Wtotal = (W11+ Wdi) x n n = # of shelves Seismic Zone = 3 I = 1 Ca = 0.36 R(long) = 5.6 R(trans) = 4.4 Soil Coef. = Sd LONGITUDIAL DIRECTION Vlong = (2.5 x 0.36 x 1)/(5.6) x W) / 1.4 = 514 lb w/ working stress reduction Fi = VWhi / EWh TRANSVERSE DIRECTION Vtrans = (2.5 x 0.36 x 1)/(4.4) x W / 1.4 = 655 lb w/ working stress reduction Fi = VWhi / EWh 1,200 lb. 272# ::9" 20" g " 39" 4 1,000 lb. 3 1,000 lb. 2 1,000 lb. 1 1 lu = 96" 2" 48" - 4 347# 197# ---'0 102# -•i s 7# 155# 80# 5# PROJECT TON 'R' US FOR TOYS 'R' US SHEET NO. 6 OF 33 CALCULATED BY M.T. DATE 03/09/01 r i. 517 11°111** MIC IN C. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 LONGITUDINAL ANALYSIS :STATIONARY UNITS (96 ") 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). Vlong = 2 * Vcol = 514 lb. Vcol = 257 lb. F1 = 3 lb. F2= 40 lb. F 3 = 78 lb. F 4 = 136 lb. BASE ASSUMED PINNED. 2 3 4 Mbase = 0 in.lb. Mupper + Mlower = Mconn'R' + Mconn'L' Mconn'R' = Mconn'L' Mconn * 2 = Mupper + Mlower Mconn = [Mupper + Mlower1/2 RESULTING FORCES ON COLUMN SECTION AXIAL LOAD MOMENT Mconn 1 2240 257 1705 4955 1170 4171 635 2659 PROJECT TOY .R' US FOR TOYS 'R' US SHEET NO. 7 OF 3 3 CALCULATED BY M.T. DATE 03/09/01 3606 5563 4415 Mconn "L" M Mupper , 00 , , 00,00 Mconn "R" 1ZMIC i INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 - 0981 161 ATLANTIC STREET • POMONA • CA 91768 COLUMN ANALYSIS :STATIONARY UNITS (96 ") COLUMN IS ANALYZED PER AISI COLD - FORMED STEEL DESIGN MANUAL Pmax = 1,705 lb. Mmax = 4,956 in.lb. Kxlx /rx = 1.2 * 39 / 1.1205 = 41 .8 Kyly /ry = .8 * 52 / .6269 = 6 6.4 <- GOVERNS Cc = (2n"2E /Fy) ".5 = 102.0 SINCE KI/r <= Cc, Fa = .522Fy - [(kI /r *Fy)/1494] "2 = 22,742 psi. fa = Pmax /Area = 3,959 psi. fb = Mmax /Sx = 13,645 psi. fa /Fa = 0.17 > .15 Fe = 127("2E /23(Kxlx /rx) "2 F'e = 85,602 psi. Fb = .6 *Fy = 33,000 psi. Cm *fb /Fb[1- fa /F'e] = 0.43 COMBINED STRESS = 0.61 PROJECT TOY :R' US FOR TOYS 'R' US SHEET NO. 8 OF 3 3 CALCULATED BY M.T. DATE 03/09/01 Ez3 :: = =7= :: = 7 _41 [4_ c SECTION PROPERTIES A = 3" B = 1.625" C = .75" D = 0" E = 0" Wt. = 1.558# t1 = .0747" t2 = 0" Area = .4307 " "2 Ix = .5448 "4 ly = .1693 "4 Sx = .3632 "3 Sy = .1957 "3 rx = 1.1205 "2ry = .6269 " "2 1 " 38" / Front View S de Viv. 52" 5 4- z ui 2 O 0 coo (0 w w w 0 ga LL< ( 12d z � Vp w U 0 O N O H w w 6 iui z I 0 z % END FIXITY= 25 % MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 BEAM ANALYSIS BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABILIZE THE SYSTEM, ALTHOUGH IT DOES NOT PROVIDE FULL FIXITY. THUS, THE BEAMS SHALL BE ANALYZED ASSUMING PARTIAL END FIXITY. FOR THE COMPUTATION OF THE BEAM TO COLUMN MOMENT CONNECTION CAPACITY, THE PARTIAL END FIXITY MOMENT OF THE BEAM WILL BE ADDED TO THE LONGITUDINAL FRAME MOMENT FOR THE ANALYSIS OF THE CONNECTION. EFFECTIVE MOMENT FOR PARTIALLY FIXED @EAM FOR A SIMPLY SUPPORTED BEAM, THE MAX MOMENT AT THE CENTER IS GIVEN BY WLA2 /8. AN ASSUMPTION OF PARTIAL FIXITY WILL DECREASE THIS MAXIMUM MOMENT BY THE FOLLOWING METHOD: 0 = 0.25 Mcenter= Mcenter(simple ends) - 0 *Mcenter(fixed ends) = wLA2 /8 - (0.25 * wLA2 /12) - wLA2 /8 - wLA2 /48 = 0.104 * wLA2 REDUCTION COEFF g= 0.104/0.125 = 0.832 THUS, Mcenter= f3 *(wLA2 /8) = 0.832 *(wLA2 /8) Mends= 0 *Mmax(fixed ends) = (wLA2 /12) *0.25 = 0.0208 *wLA2 EFFECTIVE DEFLECTION FOR PARTIALLY FIXED BEAM PROJECT TOYS 'R' US FOR TOYS 'R' US SHEET NO. 9 , OF 33 CALCULATED BY M.T. DATE 3/9/01 0 Amax- f * [5w(L)A4 /(384 *E *Ix)] Mends (fixed) , Mcenter(simple) L Amax TYPICAL BEAM FRONT VIEW Mcenter (fixed) FOR A SIMPLY SUPPORTED BEAM, THE MAX DEFLECTION AT THE CENTER IS GIVEN BY 5wLA4 /384EI. AN ASSUMPTION OF PARTIAL FIXITY WILL DECREASE THIS MAXIMUM DEFLECTION BY THE FOLLOWING METHOD: Q INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 ,E3EAM ANALYSIS E UVE LOAD= 1,200 LB E DEAD LOAD= 50 LB END FIXITY. 25 % Mcenter= 0.104 * wLA2 = 6,240 IN -LB Mends= 0.0208*wLA2 = 1,248 1N-LB Lmax= [1 950+1 200(M 1 /M2)]b /Fy Ml /M2= 0.2 <_ == SINCE Mcenter > Mends Lmax= (1950 + 240) *2 /50 = 87.6 IN < L THUS, Fb= 0.6 * Fy = 30,000 PSI MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON: 11 MAXIMUM MOMENT CAPACITY IF, fb= M /Sx THEN, 0.6 * Fy= (I3*wLA2 /8) /Sx THUS, MAX WEIGHT /LVL= [9.6 *Fy *Sx/(B * L)] *a (9.6* 50 KSI * 0.3119 INA3)/(0.832 *96 IN) *0.875 1 ,640 LB /LVL OR, Zl3'IAXIMUM ALLOWABLE DEFLECTION (Amax) IF, AaIlow= L/180 = 0.533 IN AND, A- [5w(L)A4 /(384 *E *Ix)]* THEN, MAX WEIGHT /LVL= 2 *[(384*E*Ix *allow) /(5 *LA3 *0] = 1 ,254 LB /LVL < = == GOVERNS THUS, MAX ALLOWABLE LIVE LOAD PER LEVEL = 1,204 LB /LVL I ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL Mstatic= f3*wLA2 /8 Mallow(static)= S * Fb Mimpact= Mstatic*1 .1 25 Mallow(seismic)= S * Fb * 1.33 PROJECT TOYS 'R' US FOR TOYS 'R' US SHEET NO. 9$ OF 33 CALCULATED BY M.T. DATE 3/9/01 INTERLAKE 201 H BEAM b -- STEP BEAM PROPERTIES Ix= 0.389 INA4 Sx= 0.312 INA3 Fy= 50,000 PSI Length=L= 96.0 IN a= 2.313 IN b= 2.000 IN c= 1.000 IN d= 1.000 IN e= 0.750 IN t= 0.0750 IN Mlong.= 4403 IN -LB a = IMPACT COEFF.= 0.875 8= 0.832 Mseismic= Mconn= Mlong. +Mends J..EVEL Mstatic Mimpact Mallow(static) Mseismic Mseismic(allow) RESULT 1 6,240 IN -LB 7,131 IN -LB 9,357 IN -LB 5651 IN -LB 12,473 IN -LB GOOD SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT TOY' '1 US FOR TOYS 'R' US SHEET NO. 10 CALCULATED BY M.T. BEAM TO COLUMN CONNECTION Mconn= ( Miower + Mupper )/2 + Mend CAPACITY OF CONNECTOR a) SHEAR CAPACITY OF 7/16" DIA. STUD Area = .4375A2x/4 = .150 "A2 Fy = 50,000 psi Pmax = 3,000# b) BEARING ON COLUMN (PER UBC SEC. 27 -11 E3.3) Abrg. =t *D t = .0747 min. = .5 *t Fu= 65,000 psi min. Pmax brg. = Area * Fbearing =.5t *2.22 *Fu = 5,389# > 3,000# c) MOMENT CAPACITY OF BRACKET S bracket = .110 "3 Mcap = S * Fbending = .110 *.66 *Fy C = Mcap /.75 = 1.11 P1 P1 = 1.20 Mcap = .0872 Fy = 4,360# > 3,000# SINCE PLUG GOVERNS P1= 3,000# Mconn. cap.= P1* 4.5 + P2 * .5 = 4.555 * 3,000# *1.33 = 18,220 "# 3 "/ 1 "eff. BEAM TO COLUMN CONNECTION 1 5/8" C 1/2" , Sbracket = .110 "3 C = P1 + P2 = P1 + (.514.5)P1 = 1.11 P1 OF 3 3 DATE 03/09/01 MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT TOYS R' US FOR TOYS 'R' US SHEET NO. 11 OF 33 CALCULATED BY M.T. DATE 03/09/01 TRANSVERSE ANALYSIS : BRACING :STATIONARY UNITS (96 " 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 diag. = [(L- 6) ^2 +(D- 2 *Bcol) ^2] ".5 = 62.2 Vdiag = Vtrans * Ldiag. / D = 848# kI /rmin = [ 1 * 62.2 ] / .404 = 154.1 Fa = [12n "2E] /[23(kI /r) "2] = 6281 psi. fa /Fa =Vdiag /(Area *Fa) = 0.47 DIAGONAL AND HORIZONTAL BRACING Area= .288 "A2 rmin= .404 " t= .0747 " W= 1.5" H= 1.25 " MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 - 0981 161 ATLANTIC STREET • POMONA • CA 91768 TOY' TOYS 'R' US 12 M.T. PROJECT FOR SHEET NO. CALCULATED BY OF 3 3 DATE 03/09/01 OVERTURNING :STATIONARY UNITS (96 ") ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2228.7.1 OF THE 1997 Uniform Building Code. FULLY LOADED TOP SHELF LOADED TOTAL SHEAR = 654 lb. Mot = Vtrans * ht * 1.15 = 654 *94* 1.15 = 71256 in.lb. Mst = E(Wp +.85wDL) * d/2 _ ( 4200 +.85 * 280) * 48/2 = 106512 in.lb. Puplift = 1(Mot - Mst) /d Puplift <= 0 NO UPLIFT SHEAR = 185 lb. Mot = Vtop *h* 1.15 = 185 * 120 * 1.15 = 25591 in.lb. Mst = (Wp +wDL) * d/2 _ ( 1200 +.85 * 280) * 48/2 = 34512 in.lb. Puplift = 1(Mot - Mst) /d Puplift <= 0 NO UPLIFT USE 1 ea. 1/2" x 3 -1/2" MIN. EMBED. ANCHOR. CAPACITY OF 1/2" x 3-1/2" = 875 lb. PULLOUT & 1840 lb. SHEAR COMBINED STRESS1 = 0 / 875 + 327 / 1840 = 0.18 COMBINED STRESS2 = 0 1 875 + 92 / 1840 = 0.05 48" 197# 102# 7# MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 SEIZMIC r INC. TOY 'US TOYS 'R' US 13 rA M.T. PROJECT FOR, SHEET NO. CALCULATED BY OF 3 3 DATE 03/09/01 BASE PLATE :STATIONARY UNITS (96 ") 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 = 3724 lb. B = 3.25 in. D = 3.25 in. t = .125 in. b = 3 in. b1 = .125 in. P/A = Pcol /(D *B) = 352.6 psi. Mbase = wl "2/2 = I "2 /2(fa) Mbase = 2.8 in.lb. Sbase = 1 *t "2/6 = 0.003 in. "3 Fbase = .75Fy * 1.33 = 36000 psi. fb /Fb = Mbase /(Sbase *Fbase) = 0.029 b1 1 b , B b1 PROJECT TOYr US FOR TOYS 'R' US MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 SLAB AND SOIL :STATIONARY UNITS (96 ") 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) = 5,660 lb. Fpunct = 2 *sgrt(f'c) = 89.4 psi. Apunct = [(w +t /2) +(d +t /2)] *2 *t = 84.0 in. "2 fv /Fv = Pmax /(Apunct *Fpunct) = 0.75 (b) SLAB TENSION Asoil = Pmax /(1.33 * fsoil) = 4.24 ft. ^ 2 = 611 in. ^2 L = sqrt(Asoil) = 24.7 in. B = sqrt(w*d) + t = 7.2 in. b = (L -B) /2 = 8.7 in. Mconc = wb "2/2 = (1.33 *fsoil *b ^2)/(144 *2) = 353.4 in.lb. Sconc = 1 *t "2/6 = 2.67 in. "3 Fconc = 50 *sgrt(f'c) = 201.25 psi. fb /Fb = Mconc /(Sconc * Fconc) = 0.66 SHEET NO. 14 OF 3 3 CALCULATED BY M.T. DATE 03/09/01 b� B BASE PLATE w = 3.25 in. d = 3.25 in. CONCRETE t = 4 in. f'c = 2000 psi. SOIL fs = 1000 psf. L MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT TOYS 'R' US FOR SHEET NO. 15 OF 33 CALCULATED BY TOYS 'R' US M.T. DATE 3/9/01 LOZIER GONDOLA ANALYSIS PROJECT SCOPE: PROVIDE SEISMIC ANALYSIS OF LIGHT DUTY STORAGE RACK TO CONFORM TO THE REGULATIONS SET BY THE 1997 UNIFORM BUILDING CODE UTILIZING SECTION 1632.2 PARAMETERS: THE LIGHT DUTY STORAGE RACK USED IN THIS PROJECT CONSISTS OF GONDOLA TYPE SHELVING COMPONENTS. THE STABILRY OF THE SHELVING DEPENDS ON THE MOMENT RESISTING FRAMES IN THE TRANSVERSE DIRECTION AND ON THE HORIZONTAL BRACES AND PEG BOARD PANELS IN THE LONGTITUDINAL DIRECTION. SPECIFICATIONS: GENERAL CONFIGURATION SHELVING COMPONENTS: 1 = UPRIGHT 2 = BASE BRACKET 3 = ANCHOR 4 = LEVELING LEG 5 = BASE FRONT 6 = STEEL BASE DECK 8 = RAIL 9 = SHELF 10 = BASE BRACKET TRIM - SEISMIC Fp = ap x Ca x Ip x Wp / Rp or 0.7 x Ca x Ip x Wp WHICHEVER IS GREATER - MAIN STEEL Fy = 36,000 PSI - ANCHOR 1/4" 0 x 2" MIN. EMBED. HILTIKWIK TYPE (ICBO# 4627) - SLAB 4" x 2,000 PSI - SOIL 1,000 PSF Fp = ap = Ca = 1p Wp = Rp = LEVELS= DEAD LOAD = LIVE LOAD = MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 LOADS AND DISTRIBUTION (single sided) PER '97 UBC SECTION 1632.2 AND TABLE 16 -0 apxCa /Rp 0.7 x Ca x 1p x Wp 2.50 0.36 1 DEAD LOAD Y LIVE LOAD 4.00 7 5 LB /LEVEL 75 LB /LEVEL. NOTE: FOR STORAGE RACKS ap / Rp = 0.62 5 < 0.7 Fp = 0.7 x 0.36 x 1 x (75 LB /LEVEL + 5 LB /LEVEL) / 1.4 = 14 LB /LEVEL Fp(total) = Fp x NO. OF LEVELS = 14 LB /LEVEL x 7 = 101 LB Pcoi = (Wp x NO. OF LEVELS) = (75 LB /LEVEL + 5) x 7 LEVELS = 560 LB TRANSVERSE ANALYSIS: Mcoi(seismic) = FFpH = 14 LB /LVL x 532 IN = 7,661 IN -LB Mcoi(static) _ (DL +LL) x D x # of levels /2 =80LBx22INx7/2 = 6,160. IN -LB PROJECT FOR SHEET NO. 1 6 CALCULATED BY 1 ■ Front View TOYS 'R' US TOYS 'R' US OF M.T. Fp _p Fp _0• Fp —0 Fp _ -0, Fp _¢ Fp Fp —�► Mcol(total) = 13,821 IN -LB LONGTITUDINAL ANALYSIS SEISMIC SHEAR IS RESISTED BY BACK PEG BOARD PANELS FASTENED BY LOCKING TRACKS. Fp = 0.70 LB /FT THE ENCLOSED BACK PANELS ARE SIMILAR TO GYPSUM BOARDS WITH AN ALLOWABLE VALUE OF: Valiow = 50.00 LB /FT . < = == UBC TABLE 25 -1 THEREFORE THE SYSTEM IS OK 33 DATE 3/9/01 WINNININ 16" 1 9" 19 "TYP 22 "148" Side View Single Sided Total = 532.OIN MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 J3ASE AND ARM ANALYSIS ARM CHECK: CHECK TENSION CAPACITY: ARM SPAN = 22.0 IN LOAD = 80 LB /LEVEL M = LOAD x (ARM SPAN /2) = 80 LB /LEVEL x 221N/2 = 880 LB -IN ASSUME ONLY THE TOP CLIP IN TENSION TENSION CAPACITY = T== 0.6Fy x A 0.6 x 36000 PSI x 0.09 INA2 = 1,944 LB MOMENT CAPACITY = T x d = 1944 LB x 1.125 IN a 2,187 LB -IN > 880 LB THEREFORE OK CHECK FOR SHEAR CAPACITY: Varm LOAD /2 a (75 + 5)/ 2 a 40 LB /LEVEL SHEAR CAPACITY = 0.4Fy * A = 0.4 x 36000 PSI x 0.09 INA2 = 1,296 LB > 40 LB THEREFORE OK BASE BRACKET ANALYSIS: Mcoi(total) = 13,821 LB -IN C I ZZ INI111111114 1111C INC. fb = Mcoi(total) /Sx = 13820.8LB -IN / 1.18 INA3 = 11,713PSI Fb = 0.6 x 36000PSI 21,600PSI fb /Fb = 11713PSI / 21600PSI = 0.54 < 1.33 THEREFORE OK PROJECT FOR SHEET NO. 17 TOYS 'R' US TOYS 'R' US OF CALCULATED BY M.T. DATE 3/9/01 A = 0.090 INA2 Fy = 36,000.0 PSI d a 1.125 IN Sx = 1.18 INA3 Fb = 36,000PSI 33 w QQ • � JU ✓ 0 co o w t4 � w 0 2 O 0 !j O G 0 O - D w w u. O u i Z Z INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT TOYS 'R' US FOR TOYS 'R' US SHEET NO. 18 OF CALCULATED BY M.T. 33 DATE 3/9/01 COLUMN ANALYSIS !transverse ANALYZED PER AISI AND THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. P= 560 LB M= 13,821 IN -LB KxLx/rx = 2.1 * 130 IN/ 1.604 IN = 170.2 < = == (KI /r)max KyLy /ry = 1*48 IN/0.884 IN = 54.3 AXJAL Fe= nA2E /(KL/r)maxA2 in 10.1 KSI Fy /2= 18.0 KSI SINCE, Fe < Fy /2 THEN, Fn= Fe = 36 KSI *11 -36 KSI /(4 *10.1 KSI)] = 10.1 KSI Pn= Aeff *Fn = 7,639 LB Oc= 1.92 THUS, Pa= Pn /C2c = 7639 LB/1.92 = 3,978 LB P /Pa= 0.14 < 0.15 FLEXURE CHECK: P /Pa + Mx/Max S 1.33 Pno= Ae *Fy = 0.76 INA2 *36000 PSI = 27,360 LB Pao= Pno /flc = 27360 LB/1.92 = 14,250 LB Myield =My= Sx *Fy = 1.526 INA3 * 36000 PSI = 54,936 IN -LB Max= My /flf = 54936 IN- LB/1.67 = 32,896 IN -LB Pcr= itA2EI /(KL)maxA2 = n ^2 *29500 KSI /(2.1 *130 IN)A2 = 7,641 LB y9� sto LEVEUNG LEQ 3/8" 0 BOLT .40 > co rTi Al W ®� 11) 0 0 9 il� III Aeff = 0.760 INA2 m lx = 1.956 INA4 � Sx = 1.526 INA3 m rx = 1.604 IN m Iy = 0.594 INA4 I N, ril Sy = 0.6391103 ig Ty = 0.884 IN Lx = 130.01N .IBM. Ky = 1.00 SECTION PROPERTIES. Ly = 48.0 IN Fy= 36 KSI E= 29,500 KSI nf= 1.67 Cmx= 0.85 Cb= 1.0 ux= { 1 /[ 1- (0c * P /Pcr)) }A -1 = {1/[1- (1.92 *560 LB/7641 LB)]}A -1 = 0.86 (560 LB/3978 LB) + (13821 IN- LB/32896 IN -LB) = 0.46 < 1.33, OK MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 OVERTURNING ANANLYSIS FULLY LOADED: TOP LOADED: Puplift = (Movt - Mst) / d = [7661 - 6160] IN -LB / 22 IN = 68 LB INTERACTION EQN. 2 x [68 LB/ 706 LB]A(5 /3) + [50 LB/ 1066 LB]A(5 /3) = 0.05 < 1.0 THEREFORE OK Puplift = (Movt - Mst) / d [2274 IN -LB - 1210 IN -LB) / 22 IN = 48 LB INTERACTION EQN. 2 x[48 LB/ 706 LB]A(5 /3) + [27 LB/ 1066 LB]A(5 /3) = 0.03 < 1.0 THEREFORE OK ANCHORS ARE 1/4"0 x 2" MIN.EMBD. HILTIKWIK II WEDGE ANCHORS ICBO #4627 • INC. ANCHOR PLACEMENT ANCHORS TO BE PROVIDED (2) PER BASE @ ALTERNATING ENDS. • PROJECT TOYS 'R' US FOR TOYS 'R' US SHEET NO. 1 9 OF CALCULATED BY e M.T. 33 DATE 3/9/01 ALLOWABLE TENSION = 353 LB ALLOWABLE SHEAR = 533 LB # OF ANCHORS/ B.P. = 2 d = 22.0 IN SLAB AND SOIL, (A) PUNCTURE B) MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 P = (1.4)(Pcol) +(1.7)(Mot /d) _ (1.4) *(560) + (1.7)(7660.8IN- LB /22IN) = 1,376 LB Fpunct = (2.66)(F'cA0.5) (2.66) *(2000 PSI)A0.5 = 119 PSI Apunct = [(Weff. +t/2) +(Deff. +t /2)](2)(t) [(3.75 IN + 4/2) + (1.5 IN + 4 IN/2)] *(2) *(4 IN) = 74.0 INA2 fv /Fv = P /[(Apunct)(Fpunct)] = 1375.97 LB/[(74 INA2) *(118.96 PSI)* 0.65] SLAB TENSION Asoil m P /((1.33)(fs)] a 1375.97 LB/[(1.33) *(1000 PSF /1441NA2 /FTA2)] = 149.0 FTA2 L = AsoilA0.5 a (148.98 FTA2)A0.5 = 12.2 IN B = [(Weff.)(Deff.)]A0.5 +t _ [(3.75 IN) *(1.5 IN)] ^0.5 + 4 = 6.4 IN b = (L -B)/2 _ (12.21 IN - 6.37 IN) /2 a 2.9 IN Mconc = (w)(bA2) /2 = ((1.33)(fs)(bA2)]/[(144)(2)] = [(1.33) *(1000 PSI) *(2.92 IN)A2]/[(144)(2)] = 39 IN -LB Sconc = (1)(t ^2)/6 = (1) *(4 IN)A2 /6 = 2.67 INA3 Fconc = (5)(0)(f'cA0.5) = (5) *(0.65) *(2000 PSI)A0.5 = 145.3 PSI fb /Fb = Mconc/[(Sconc)(Fconc)] = 39.29 IN- LB/[(2.67 INA3)(145.34 PSI)] PROJECT FOR SHEET NO. 20 CALCULATED BY THE SLAB IS CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS THE SLAB IS ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL HENCE, ACTING AS A FOOTING. CONCRETE IS REINFORCED. 10.24 _ < 1.33 OK BASE PLATE Weff. = 3.75 IN Deff. = 1.50 IN CONCRETE t = 4.0 IN f'c = 2,000 PSI SOIL fs = 1,000 PSF 0= 0.65 DEPTH= 22.0 IN Mot= 7,661 IN -LB Pcol= 560 LB TOYS 'R' US TOYS 'R' US OF M.T. DATE 10.10 < 1.33 OK 33 3/9/01 MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 LOAD.AND DISTRIBUTION (double sided) PER '97 UBC SECTION 1632.2 AND TABLE 16 -0 Fp = ap = Ca = Ip = Wp = Rp LEVELS= DEAD LOAD = UVE LOAD = NOTE: FOR STORAGE RACKS ap / Rp = 0.625 < 0.7 Fp - 0.7 x 0.36 x 1 x (75 LB /LEVEL + 5 LB /LEVEL) x 2 / 1.4 = 29 LB /LEVEL Fp(total) = Fp x NO. OF LEVELS 29 LB /LEVEL x 7 = 202 LB Pcoi - (Wp x NO. OF LEVELS) _ (75 LB /LEVEL + 5) x 7 LEVELS x 2 = 1,120 LB TRANSVERSE ANALYSIS: ap x Ca x 1p x Wp / Rp 0.7 x Ca x 1p x Wp 2.50 0.36 1 DEAD LOAD + LIVE LOAD 4.00 7 5 LB /LEVEL 75 LB /LEVEL Mcoi(seismic) = IFpH = 29 LB /LVL x 532 IN = 15,322 IN -LB Mcol(static) _ (DL +LL) x D x # of levels /2 = 80LBx22INx7 /2- 80LBx22INx7 /2 = 0 IN -LB PROJECT FOR SHEET NO. CALCULATED BY 21 Mcol(total) = 15,322 IN -LB LONGTITUDINAL ANALYSIS SEISMIC SHEAR IS RESISTED BY BACK PEG BOARD PANELS FASTENED BY LOCKING TRACKS. Fp = 1.40 LB /FT THE ENCLOSED BACK PANELS ARE SIMILAR TO GYPSUM BOARDS WITH AN ALLOWABLE VALUE OF: Vallow = 50.00 LB /FT . < = == UBC TABLE THEREFORE THE SYSTEM IS OK TOYS 'R' US TOYS 'R' US OF M.T. Fp .._� Fp .S Fp Fp —p. Fp ......♦ FP Fp P. 144' 33 DATE 3/9/01 / 16" 22"4 Side View Double Sided .1' 19" 19"TYP 22"148" Total = 532.0IN 4• { Front View MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 S INC. PROJECT FOR SHEET NO. CALCULATED BY 22 M.T. TOYS 'R' US TOYS 'R' US OF 33 DATE 3/9/01 )3ASE AND ARM ANALYSIS ARM CHECK: CHECK TENSION CAPACITY: ARM SPAN = 22.0 IN LOAD = 80 LB /LEVEL M = LOAD x (ARM SPAN /2) = 80 LB /LEVEL x 22 IN /2 = 880 LB -IN ASSUME ONLY THE TOP CUP IN TENSION TENSION CAPACITY = T= 0.6Fy x A = 0.6 x 36000 PSI x 0.09 INA2 = 1,944 LB MOMENT CAPACITY = T x d = 1944 LB x 1.125 IN = 2,187 LB -IN > 880 LB THEREFORE OK CHECK FOR SHEAR CAPACITY: Varm - LOAD /2 _ (75 + 5)/ 2 - 40 LB /LEVEL SHEAR CAPACITY = 0.4Fy * A = 0.4 x 36000 PSI x 0.09 INA2 = 1,296 LB > 40 LB THEREFORE OK BASE BRACKET ANALYSIS: Mcoi(total) = 15,322LB -IN fb = Mcol(total) /Sx = 15321.6LB -IN / 1.18 INA3 = 12,984PSI Fb = 0.6 x 36000PSI 21 ,600P51 fb /Fb = 1 2984PSI / 21 600PSI = 0.60 < 1.33 THEREFORE OK A = 0.090 INA2 Fy = 36,000.0 PSI d= 1.125 IN Sx = 1 .18 INA3 Fb = 36,000PSI gr INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 COLUMN ANAL (transver ANALYZED PER AISI AND THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. P= 1,120 LB M= 15,322 IN -LB AXIAL THUS, KxLx/rx = 2.1 *130 IN /1.604 IN = 170.2 KyLy /ry = 1*48 IN/0.884 IN = 54.3 <=== (KI /r)max Fe= rrA2E /(KL/r)maxA2 = 10.1 KSI Fy /2= 18.0 KSI SINCE, Fe < Fy /2 THEN, Fn= Fe = 36 KSI *[1 -36 KSI /(4 *10.1 KSI)] = 10.1 KSI Pn= Aeff *Fn = 7,639 LB flc= 1.92 Pa= Pn /flc = 7639 LB/1.92 = 3,978 LB P /Pa= 0.28 > 0.15 FLEXURE CHECK: P /Pa + (Cmx*Mx)/(Max*px) 5 1.33 P /Pao + Mx/Max 5 1.33 Pno= Ae *Fy = 0.76 INA2 *36000 PSI = 27,360 LB Pao= Pno /Oc = 27360 LB/1.92 = 14,250 LB Myield =My= Sx *Fy = 1.5261NA3 * 36000 PSI = 54,936 IN -LB Max= My/Of = 54936 IN- LB/1.67 = 32,896 IN -LB Pcr= rrA2EI /(KL)maxA2 = nA2 *29500 KSI /(2.1 *130 IN)A2 = 7,641 LB PROJECT TOYS 'R` US FOR TOYS 'R' US SHEET NO. 23 OF 33 CALCULATED BY M.T. DATE 3/9/01 ,,a (1120 LB/3978 LB) + (0.85 *15322 IN- LB)/(32896 IN -LB *0.72) = 0.83 < 1.33, OK (1120 LB/14250 LB) + (15322 IN- LB/32896 IN -LB) = 0.54 < 1.33, OK SECTION PROPERTIES Aeff = 0.7601NA2 Ix = 1.956 INA4 Sx = 1.5261NA3 rx = 1.604 IN ly = 0.594 INA4 Sy = 0.639 INA3 ry '= 0.884 IN Kx = 2.1 Lx = 130.0 IN Ky = 1.00 Ly = 48.0 IN Fy= 36 KSI E= 29,500 KSI f lf= 1.67 Cmx= 0.85 Cb= 1.0 Nx= {1 /[1- (Oc *P /Pcr)]}A -1 = 11/0 - (1.92 *1120 LB/7641 LB)] 1A-1 = 0.72 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 OVERTURNING ANANLYSIS FULLY LOADED: TOP LOADED: Puplift = (Movt - Mst) / d = [1 5322 - 24640] IN -LB / 44 IN = -212 LB INTERACTION EQN. 2 x [0 LB/ 506 LB]A(5 /3) + [101 LB/ 1066 LB]A(5 /3) = 0.02 < 1.0 THEREFORE OK Puplift = (Movt - Mst) / d - [2274 IN -LB - 2420 IN -LB) / 44 IN = -3 LB INTERACTION EQN. 2 x [0 LB/ 506 LB]A(5 /3) + [27 LB/ 1066 LB]A(5 /3) = 0.00 < 1.0 THEREFORE OK r ill SETZTC 14441 0 INC. 0 ANCHOR PLACEMENT ANCHORS TO BE PROVIDED (2) PER BASE @ ALTERNATING ENDS. ANCHORS ARE 1/4' x 2" MIN.EMBD. HILTIKWIK II WEDGE ANCHORS ICBO #4627 PROJECT TOYS 'R' US FOR TOYS 'R' US SHEET NO. 24 OF 33 CALCULATED BY M.T. DATE 3/9/01 ALLOWABLE TENSION = 253 LB ALLOWABLE SHEAR = 533 LB # OF ANCHORS/ B.P. = 2 d = 44.0 IN PROJECT TOYS 'R' US S FOR TOYS 'R' US INC. SHEET NO. 25 OF 33 CALCULATED BY M.T. DATE 3/9/01 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 SLAB AND SOIL THE SLAB IS CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS THE SLAB IS ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL HENCE, ACTING AS A FOOTING. CONCRETE IS REINFORCED. (A) PUNCTURE P = (1.4)(Pcoi) +(1.7)(Mot/d) _ (1.4) *(1120) + (1.7)(15321.61N- LB /441N) = 2,160 LB Fpunct = (2.66)(F'cA0.5) (2.66) *(2000 PSI)A0.5 = 119 PSI Apunct - [(Weff. +t /2) +(Dell. +t /2)](2)(t) [(3.75 IN + 4/2) + (1.5 IN + 4 IN/2)] *(2) *(4 IN) - 74.0 INA2 fv /Fv = P /[(Apunct)(Fpunct)] = 2159.97 LB /[(74 INA2) *(118.96 PSI)* 0.65] (L) SLAB TENSION Molt = P /[(1.33)(fs)] = 2159.97 LB/ [(1.33) *(1000 PSF /144INA2 /FTA2)] = 233.9 FTA2 L - AsollA0.5 = (233.86 FTA2)A0.5 = 15.3 IN b = (L -B) /2 = (15.29 IN - 6.37 IN) /2 = 4.5 IN Mconc = (w)(bA2) /2 = [(1.33)(fs)(bA2)]/[(144)(2)] = [(1.33) *(1000 PSI) *(4.46 IN)'2]/[(144)(2)] = 92 IN -LB Sconc = (1)(t = (1) *(4 IN)A2 /6 = 2.67 INA3 Fconc = (5)(0)(f cA0.5) = (5) *(0.65) *(2000 PSI)A0.5 = 145.3 PSI fb /Fb = Mconc/[(Sconc)(Fconc)] = 91.88 IN- LB/[(2.67 INA3)(145.34 PSI)] 10.38 < 1.33 OK BASE PLATE Weff. = 3.75 IN Deff. = 1.50 IN B = [(Weff.)(Deff.)]A0.5 +t _ [(3.75 IN) *(1.5 IN)]A0.5 + 4 CONCRETE =6.4IN t =4.OIN f c = 2,000 PSI asa fs = 1,000 PSF 0= 0.65 DEPTH= 44.0 IN Mot= 15,322 IN -LB Pcol= 1,120 LB 0.24 < 1.33 OK LOZIER MULTIFUNCTION UNIT ANALYSIS PROJECT SCOPE: PROVIDE SEISMIC ANALYSIS OF LIGHT DUTY STORAGE RACK TO CONFORM TO THE REGULATIONS SET BY THE 1997 UNIFORM BUILDING CODE UTILIZING SECTION 1632.2 PARAMETERS: THE LIGHT DUTY STORAGE RACK USED IN THIS PROJECT CONSISTS OF GONDOLA TYPE SHELVING COMPONENTS. THE STABILITY OF THE SHELVING DEPENDS ON THE MOMENT RESISTING FRAMES IN THE TRANSVERSE DIRECTION AND ON THE HORIZONTAL BRACES AND PEG BORD PANELS IN THE LONGTITUDINAL DIRECTION. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 SPECIFICATIONS: - SEISMIC Fp = ap x Ca x Ip x Wp / Rp or 0.7 x Ca x Ip x Wp WHICHEVER IS GREATER - MAIN STEEL Fy = 36,000 PSI - ANCHOR 1 /4" 0 x 2" MIN. EMBED. HILTIKWIK TYPE (ICBO# 4627) - SLAB 5" x 2,000 PSI - SOIL 1,000 PSF S INC. PROJECT TOYS 'R' US FOR TOYS 'R' US SHEET NO. 26 OF 33 CALCULATED BY M.T. DATE 3/9/01 SHELVING COMPONENTS: 1 = COLUMN 2 = SUPPORT 3 = BEAM 4 = CONNECTOR 5 = BACK / FRONT BEAMS 6 = CONNECTOR 7 = ANCHORS 8 = ANCHOR PLATE 9 = DECK CONNECTOR 10 = COLUMN TO BASE ATTACHEMEN Fp = ap Ca= ip Wp Rp LEVELS= DEAD LOAD = UVE LOAD = TOP LOAD = MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 LOADS AND DISTRIBUTION (double sided) PER '97 UBC SECTION 1607.6.3 AND TABLE 16-0 ap x Ca x 1p x Wp / Rp 0.7 x Ca x 1p x Wp 2.50 0.36 1 DEAD LOAD + LIVE LOAD 4.00 4 5 LB /LEVEL 75 LB /LEVEL 300 LB /LEVEL NOTE: FOR STORAGE RACKS ap / Rp 0.625 < 0.7 Fp = 0.7 x 0.36 x 1 x (75 LB /LEVEL + 5 LB /LEVEL) x 2 / 1.4 = 29 LB /LEVEL Ftop = 0.7 x 0.36 x 1 x (300 LB /LEVEL + 5 LB /LEVEL) x 2 / 1.4 = 110 LB /LEVEL Fp(total) = Fp x NO. OF LEVELS + Ft = 29 LB /LEVEL x 4 + 109.8 LB /LEVEL = 225 LB Pcol = (Wp x NO. OF LEVELS) + Wt /2 = (75 LB /LEVEL + 5) x 4 LEVELS x 2 + 305 LB = 945 LB TRANSVERSE ANALYSIS: Mcol(seismic) _ ZFpH = 29 LB /LVL x 232 IN + 109.8 LB x 113 IN /2 = 12,885 IN -LB Mcol(static) = (DL +LL) x D x # of levels /2 = 80LBx22INx4/2- 80LBx22INx4/2 = 0 IN -LB Mcoi(totai) = 12,885 IN -LB LONGTITUDINAL ANALYSIS SEISMIC SHEAR IS RESISTED BY BACK PEG BOARD PANELS FASTENED BY LOCKING TRACKS. Fp = 1.99 LB /FT THE ENCLOSED BACK PANELS ARE SIMILAR TO GYPSUM BOARDS WITH AN ALLOWABLE VALUE OF: Vallow = 50.00 LB /FT . < = == UBC TABLE THEREFORE THE SYSTEM IS OK PROJECT FOR SHEET NO. CALCULATED BY TOYS 'R' US 27 OF 33 M.T. DATE 3/9/01 22 TOYS 'R' US 22'.44',60' DIVIDE EQUALLY i- Total = 232.OIN 113.0IN 91.0IN 69.0IN 47.0IN 25.0IN MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT FOR SHEET NO. CALCULATED BY 28 TOYS 'R' US TOYS 'R' US OF 33 M.T. DATE 3/9/01 BASE AND ARM ANALYSIS ARM CHECK: CHECK TENSION CAPACITY: ARM SPAN = 22.0 IN LOAD = 80 LB /LEVEL M22 LOAD x (ARM SPAN /2) = 80 LB /LEVEL x 221N/2 = 880 LB -IN ASSUME ONLY THE TOP CLIP IN TENSION TENSION CAPACITY = T= 0.6Fy x A = 0.6 x 36000 PSI x 0.09 INA2 = 1,944 LB MOMENT CAPACITY = T x d = 1944 LB x 1.125 IN 2,187 LB -IN > 880 LB THEREFORE OK CHECK FOR SHEAR CAPACITY: Varm = LOAD /2 _ (75 + 5)/ 2 = 40 LB /LEVEL SHEAR CAPACITY = 0.4Fy * A = 0.4 x 36000 PSI x 0.09 INA2 = 1,296 LB > 40 LB THEREFORE OK BASE BRACKET ANALYSIS: Mcoi(total) = 12,885LB -IN fib = Mcoi(total) /Sx = 12885.3LB -IN / 1.18 INA3 10,920PSI Fb = 0.6 x 36000PSI 21,600PSI fb /Fb = 10920PSI / 21600PSI = 0.51 < 1.33 THEREFORE OK A22 0.090 INA2 Fy = 36,000 PSI d= 1.125 IN Sx = 1.18 INA3 Fb = 36,000PSI z p -JU 0 O w F w0 u.Q N3 w O tu D p 8N O F- T w T W 0 u" O w z U O 1- Z MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 COLUMN ANALYSIS (transverse) ANALYZED PER AISI AND THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. P= 945 LB M= 12,885 IN -LB AXIAL KxLx/rx = 2.1 *113 IN/1.604 IN = 147.9 < = == (KI /r)max KyLy /ry = 1*25 IN/0.884 IN = 28.3 Fe= nA2E/(KL/r)maxA2 = 13.3 KSI Fy /2= 18.0 KSI SINCE, Fe < Fy /2 THEN, Fn= Fe = 36 KSI *[1 -36 KSI /(4 *13.3 KSI)] = 13.3 KSI Pn= Aeff *Fn = 10,110 LB Oc= 1.92 Pa= Pn /Oc - 10110 LB /1.92 = 5,266 LB P /Pa= 0.18 > 0.15 FLEXURE CHECK: P /Pa + (Cmx*Mx)/(Max*px) S 1.33 P /Pao + Mx/Max S 1.33 Pno= Ae *Fy = 0.76 INA2 *36000 PSI = 27,360 LB Pao= Pno /Oc = 27360 LB/1.92 = 14,250 LB Myield =My= Sx *Fy = 1.526 INA3 * 36000 PSI = 54,936 IN -LB Max= My /Of = 54936 IN- LB/1.67 = 32,896 IN -LB Pcr= nA2E1/(KL)maxA2 = nA2 *29500 KSI /(2.1 *113 IN)A2 = 10,113 LB PROJECT TOYS 'R' US FOR TOYS 'R' US SHEET NO. 29 OF 33 CALCULATED BY M.T. DATE 3/9/01 LEVELING LE 3/8" 0 BOLT 6 (945 LB/5266 LB) + (0.85 *12885 IN- LB)/(32896 IN -LB *0.82) = 0.59 (945 LB/14250 LB) + (12885 IN- LB/32896 IN -LB) = 0.46 SECTION PROPERTIEa Aeff = 0.760 INA2 Ix = 1.956 INA4 Sx = 1.526 INA3 rx = 1.604 IN Iy = 0.594 INA4 Sy = 0.639 INA3 ry = 0.884 IN Kx = 2.1 Lx= 113.0 IN Ky = 1.00 Ly = 25.0 IN Fy= 36 KSI E= 29,500 KSI Of= 1.67 Cmx= 0.85 Cb= 1.0 Nx= { 1/(1 - (Oc * P /Pcr)] }A -1 = {1 41- (1.92 *945 LB /101 13 LB)] }A -1 = 0.82 <1.33,OK < 1.33, OK z Z C4 2 .J 00 COW W W O Y2 a I-O W U � 0 0_ I— WW z UN O� z MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT FOR SHEET NO. CALCULATED BY 30 TOYS 'R' US TOYS 'R' US OF M.T. DATE 3/9/01 LUMP- AN ALYSIS (transverse) ANALYZED PER AISI AND THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. P= 153 LB M= 3,102 IN -LB AXIAL. Fe= Fy /2= SINCE, Fe THEN, Fn= Pn= Oc= O Pau Pn /flc = 3069 LB/1.92 = 1,598 LB P/Pa= 0.10 < 0.15 ELE URE CHECK: P /Pa + Mx/Max 5 1.33 THUS, KxLx/rx KyLy/ry = _ 1*113 IN/0.77 IN 146.8 1 *113 IN /0.611 IN 184.9 < === (KI /r)max ruA2E /(KL/r)maxA2 8.5 KSI 18.0 KSI < Fy /2 Fe 36 KSI*[1 -36 KSI /(4 *8.5 KSI)] 8.5 KSI Aeff *Fn 3,069 LB 1.92 Pno= Ae *Fy = 0.361 INA2 *36000 PSI = 12,978 LB Pao= Pno /CIc = 12978 LB/1.92 = 6,759 LB Myield =My = Sx *Fy = 0.244 INA3 36000 PSI = 8,7951N -LB Max= My /flf = 8795 IN- LB/1.67 = 5,266 IN -LB Pcr= rrA2EV(KL)maxA2 = rrA2 *29500000 PSI /(1 *113 IN)A2 = 4,978 LB 14 ga / TYP. r' 6 " TYP. (153 LB /1598 LB) + (3102 IN- LB/5266 IN -LB) = 0.61 < 1.33, OK SECTION PROPERTIES Aeff = 0.361 INA2 Ix = 0.218 INA4 Sx = 0.244 INA3 rx = 0.770 IN Iy = 0.135 INA4 Sy = 0.149 INA3 ry = 0.611 IN Kx = 1.0 Lx= 113.0IN Ky = 1.0 Ly= 113.01N Fy= 36 KSI E= 29,500 KSI flf= 1.67 Cmx= 0.85 Cb= 1.0 I,rx= 11 /[1 -(0c*P/Pcr)ll A -1 = {1/[1 -(1.92 *153 LB/4978 LB)] }A -1 = 0.94 33 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 MULTI - FUNCTION SHELVING ANALYSIS CONNECTION CHECK BEAM CHECK Mconn = Vcol * H I I f" AREA OF TAB = 0.0788 INA2 = 3,102LB -IN SHEAR CAPACITY OF TAB: Pallow = 0.4Fy * AREA = 0.4 xPSI x 0.07875 INA2 = 1,134LB Mallows Pallow * dist. * 1.33 ( (1134LBx4IN) +1134LBx2IN/2)x1.33 = 7,560 LB -IN > 3101.85 LB -IN THEREFORE OK Mbeam(seis) - 3,102LB -IN Mbeam(stat) = wIA2 /8 w = 300 LB /LEVEL = 1.563L8/IN Mbeam(stat) = 1.563LB/IN x 96INA2 / 8 = 1,800U3-IN Mbeam(total) = Mbeam(stat) + Mbeam(seis) = 4,902LB -IN fb = Mbeam(total) /Sx = 4901.85LB -IN / 0.894INA3 = 5,483PSI Fb = 0.6 x Fy = 21,600PSI fblFb = 0.25 < 1.0 THEREFORE OK PROJECT FOR SHEET NO. CALCULATED BY LONGTITUDINAL LENGTH OF BEAM = 96.0IN 31 M.T. TOYS 'R' US TOYS 'R' US OF LENGTH OF TAB = 4.0 IN DATE 3/9/01 0.8940 INA3 33 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA • CA 91768 OVERTURNING ANANLYSIS FULLY LOADED: INTERACTION EQN. 2 x [0 LB/ 706 LB]A(5 /3) + [113 LB/ 1066 LB]A(5 /3) = 0.02 < 1.0 THEREFORE OK TOP LOADED: S INC. Puplift = (Movt - Mst) / d _ [1 9328 - 20790] IN -LB / 44 IN _ -33 LB Puplift = (Movt - Mst) / d _ [6311 IN -LB - 3740 IN -LB) / 44 IN = -17 LB PROJECT TOYS 'R' US FOR TOYS 'R' US SHEET NO. 3 OF 33 CALCULATED BY INTERACTION EQN. 2 x [0 LB/ 706 LB]A(5 /3) + [23 LB/ 1066 LB]A(5 /3) = 0.00 < 1.0 THEREFORE OK ® ANCHOR PLACEMENT ANCHORS TO BE PROVIDED (2) PER BASE @ ALTERNATING ENDS. ANCHORS ARE 1/4"0 x 2" MIN.EMBD. HILTIKWIK II WEDGE ANCHORS ICBO #4627 M.T. DATE 3/9/01 ALLOWABLE TENSION = 353 LB ALLOWABLE SHEAR = 533 LB # OF ANCHORS/ B.P. = 2 d = 44.0 IN MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 • FAX: (909) 869 -0981 161 ATLANTIC AVENUE • POMONA • CA 91768 SLAB AND SOIL f A) PUNCTURE P = (1.4)(Pcol) +(1.7)(Mot /d) • (1.4) *(945) + (1.7)(12885.31N- LB /44IN) = 1,821 LB Fpunct (2.66)(F'cA0.5) (2.66) *(2000 PSI)A0.5 = 119 PSI Apunct = [(Weff. +t /2) +(Deff. +t /2))(2)(t) ▪ [(3.75 IN + 4/2) + (1.5 IN + 4 IN/2)] *(2) *(4 IN) = 74.0 IN'2 fv /Fv = P /[(Apunct)(Fpunct)] = 1820.84 LB /[(74 INA2) *(118.96 PSI)* 0.65] (B) SLAB TENSION r i g i nrC 411.1411 11 INC. Asoil = P /((1.33)(fs)] = 1820.84 LB/[(1.33) *(1000 PSF /1441NA2 /FTA2)] = 197.1 FTA2 L = AsoilA0.5 = (197.14 FTA2)A0.5 - 14.0 IN B = [(Weff.)(Deff.)] ^0.5 +t _ [(3.75 IN) *(1.5 IN)]A0.5 + 4 = 6.4 IN b = (L -B)/2 (14.04 IN - 6.37 IN) /2 = 3.8 IN Mconc = (w)(bA2) /2 = [(1.33)(fs)(bA2)]/[(144)(2)] _ [(1.33) *(1000 PSI) *(3.83 IN)A2]/[(144)(2)] = 68 IN -LB Sconc = (1 )(tA2)/6 = (1) *(4 IN)A2 /6 = 2.67 INA3 Fconc = (5)(0)(f cA0.5) = (5) *(0.65) *(2000 PSI)A0.5 = 145.3 PSI fb /Fb = Mconc/[(Sconc)(Fconc)] = 67.9 IN- LB/[(2.67 INA3)(145.34 PSI)] PROJECT FOR SHEET NO. CALCULATED BY 33 TOYS 'R' US TOYS 'R' US OF M.T. DATE 3/9/01 THE SLAB IS CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS THE SLAB IS ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL HENCE, ACTING AS A FOOTING. CONCRETE IS REINFORCED. 33 0.32 < 1.33 OK BASE PLATE Weff. = 3.75 IN Deff. = 1.5 IN CONCRETE t = 4.0 IN f'c = 2,000 PSI SOIL fs = 1,000 PSF 0= 0.65 DEPTH= 44.0 IN Mot= 12,885 IN -LB Pcol= 945 LB 10.18 < 1.33 OK LICENSE DETAIL INFORMATION Form Current Filter: None STATE OF WASHINGTON DEPARTMENT OF LABOR AND INDUSTRIES Specialty Compliance Services Division P. O. Box 44000 Olympia, WA 98504 -4000 THE RESULT OF YOUR INQUIRY FOR LICENSE NUMBER SELECTED IS: LICENSE DETAIL INFORMATION Registration# or License REYMABCO27LP Name REYMAN BROS CONSTRUCTION INC Address 151 S 18TH ST Address City SPARKS State NV Zip 89431 Phone Number 7023560150 Effective Date 6/17/98 Expiration Date 11/30/01 Registration Status ACTIVE Type CONSTRUCTION CONTRACTOR Entity CORPORATION Specialty Code GENERAL Other Specialties UBI Number 601869610 * * *VIEW PRINCIPAL OWNER(S) FOR THIS LICENSE* * * 'VIEW *VIEW CONTRACTOR BOND /SAVINGS INFORMATION * 'CHECK *CHECK INQUIRY FOR SUMMONS AND COMPLAINTS* * * * * * VIEW CONTRACTOR INSURANCE INFORMATION * * * ** Page 1 of 1 New inquiry by CITY, NAME, PRINCIPAL OWNER NAME, NUMBER, UBI NUMBER or return to the L &I Construction Compliance [ -Home Page http: / /www.lni.wa.gov/ contractors /TF2Form .asp ?license= REYMABCO27LP 4/16/01 November 6, 2001 rn w J tn Ui I I W C 0 OH =W • Call the City Of Tukwila Permit Center at (206) 431 -3670 to schedule a V progress / final inspection u_ A progress inspection is intended to determine if substantial work has been accomplished since ill N issuance of the permit or last inspection; or if the project should be considered abandoned. t) If such determination is made, the Building Code does allow the Building Official to approve a one -time 2 extension up to 180 days. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection or request and receive an extension prior to December 10, 2001, your permit will become null and void and any further work on the project will require a new permit and associated fees. Ms. Caron Stevenson 10877 Watson Road St. Louis, MO 63217 RE: Permit Application No. D01 -087 16700 Southcenter Parkway Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the Uniform Building Code and /or Uniform Mechanical Code, every permit issued by the Building Official under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Thank you for your cooperation in this matter. Sincerely, • Stefania Spencer Permit Technician Xc: Permit File No. DO1 -087 Diane Gritln, Building Official City of Tukwila Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite 4100 • Tukwila. Washington 98188 • Phone: 20.6-431 -3670 • Fax: 206 -431 -3665 Steven M. Mullet, Mayor e • 1)1- , 1 kk*11k104e4*44 ***4114 401441 0 44 4*A*a Ali A 6 1 4 4 A 4 4 . 4 . 4 4* - • s, 1. No ohan9e: will te t:ftl Entlinee and the Tulwiia .2. All .:onst to be lone in confogrce olan: ar reotili of rh • • Editioio a: :ofendel. l'niform 1 .Sode and Wa:min9ton 1. Eneci3y 3. ValWty of re The 'H 3 plan:. :trued to be a pe;:iiit of any Of the 1.ro'cli*!: tir? o :f ar, 0 ft) e lin a ni; e of the • , .• . t • ^i•:•.+111 91V? authority to code ;hall tit? !alid. 4. All permit.:, 'on rec„i: a at the iob 5 ite truction. Thele a‘a until final in5re,:tior s. kAkFIRE PEPAPTMENT i:f2iNCLyrjore:.4i4 6. The attao‘hed let of .7.7an been rhe Prevention E ahU aio f 7, :,torage may not be to cei;in Jnit" heate f not be olo:e. than 1z1. iNFPA 13. , In ub ; 1 ti ;" n 2`.7` *.:•■•3# between load: o' at raci :hall .:tat3Int. tIN.IFPA 10. Maintain mini;lkil! 6" lor:OL.0 - rHtte b3' Cti INFC'A 1 .3 1 11. 'v.:beet :.to(afle heiiart atse 1Hte methods foi TH2 otoofIn9. sprini lera' at the IF, foo: .:-.e of t: oeilint? den:Fitv whimmirs a: ToKwila : i-'re7ention 12. A's ieadio9 f, of cti113n9.:. route tr,A;;>1 33 CR'Penclin') On tne stored and the - siz: of hose :tation:, 3i-A • -.:- Pct7t!i.) oF T. JSL 1 6700 ::C -( Tenant.. DEVPPM : #: .2.2204-$12 k tirbrva.4),SeA(999.4 4.449994 A 4,4 A 444,44/.1 A 444 4 .4 4 4, d 9949, 4 8 99 4 F 4 4 4, • 4. 4 Petmit 1. No ':it3i19e3 w b made toe t.T:17 u En9inee? and the T 2 Al! oonstuction to be d.: in , :lonf , .7. , mao,e wirh o lans and ;eout; the Un7-iol'fl iu Edition) ,vbehded. Un:fro, Medonial 1 :0 , .1t 5 and Wahino.ton Erer'9 Code (j:+9 3. V,3110itv The o :an:, COmL.0,61)! :.trued to to -a oermit :f, Of AnY Of the of the ar othel oidiriant:e ..'!f the !th t •v• authoritv t v!olAte !:he t';t: code be 4. Ail permit:. ,:r10 avAilAble 20: the lob orior ▪ tcv.:tion, TheTe ,A0 3v,iii! until -final aoor...ofaT A CIEFAPTMENT 6. The attached •.Fet hat% The 1.4ttreu •Irtd ate ac:ceotable v.itn concern:1; 7. Sto?'aI4e m-a, nor be t:lo titan 1,)%.'he in to , :eilio9 - hun9 On!t:" 6. 1:kto,a9e M4y Ue t 1/...; 1:-?l.,7 (NFPA 13. 9. In double row c.10.: wth hei9nts aoo I•cludin? • ao avoc:v2ie nomi 6• tcanive: :e flue between o at c.3J. it (NFPA 10, Maint mit10 6 11;k1 , NFEA 11. Whece "ito heitIhr et:eeds a; e one 7he method: I:- , . rov steel butldiny within ..2tovs: On1. 210.?!,..J„11 • nl.lec:F. at the I t n f rht it minimum: a: deteclned the TO.wIla Fire Pre 0,0ceAu. 12. leadio to cequit'r buildin9s- lated withi oute of t;a. wfth Eir;lOn.) OF:. 13 beoend1n9 on toe f:laz:ifi th‘: It.. and the i Cf the :toca9e a:ea, :27.10 :tatiow.F. and , :,11 . ta1 n mav be re 61-A of ti) - i- F*e the Pceverltioil il),ther 4 14. an ..1c=v !nu.: t t t' the FIT "la ' : 5. P,4 t 1% .2.0 • • ; .!..! 4-j • v : 2207 F-!eft.;. the ru i 1 I d i ca;rmenr desiqn init,A;LItion 16. Refoat fro)! z . NFFA sto,*Idaid #12, tha!' 7r1 !af 4 4 'eat #,:drh !e!,i1,!;-a 1.• • ink I thereunoer. 17, Hif,lh-Ole c!ambort uacteJ thah 'aat leat lh 2". 'such as cot oaTiers. th r.i!e hei-4 as 6 feat. , 01= 1 : it. Conta th.,1 F.1(1 o.;1 OrOtharo.:e #12. 41:;',"1• 19. RI:. fiie 1-„? • desci trti ovec I cook a! cH.N s r ;0 ;S: r L adooted FL or L'.ul'Hintl con#,LtHah rtta pled2 e311 t711 S!irti -; he;'e6:: ce T. th.i h:Ive ,- ead . wiith them ' woerl. w1:1 The. 9r,ant; 3 t oc 0 3 tht ce90;.:Itro,.1 • •L /.„ gitr ' 0 — 0 14. An aporoved ho:e sr.atio require.: Li2tn: must t.,e sutolitteil t the Fir MarThal foc oricc to installation,' odi 15. PacEs, desi hl stota.ae mort comc wit ction 220 ;.7.f the Unifo(m Eui FM:e the Tuiwile Tiec.ar! oert. dt and ln:t.:filation 16. Refraln from bioc1,1:1 with sho;vtn9. NFPA standatd 413 state: that :heiHo) o. le0: in of 4 ieet sprinkler: thereunder. 17. Hi9h-oiled combustible . :.=,t-?ra9e , .7oobu,:! - Ib!e oaterial closely pscle0 piles ti'R7!le thAn feet tr combustible material: OH wallet: or thz.,n feet: in hei9ht, For ceirain c such a rubber tires. olastics. :ooe fiammalo liuid idle pallet:, etc., the critical olio heic2ht 3:5 b feet. (UFi.: Article 18. 1:ontact tl I. Ft:. Prevention &ufeAu to all required Inspotion tUFC Ordinance 41900 And #.:9f.)1 19. This ceview liwited to i*ecul3tive teant - special fir'e permits mav be nee.:.:acy deoendin on det descfiorion f inteled Lise. .(1. Any oveciool.ed ha:al'dous , :ondition vtolaton cf adopted Fire ol Suildio9 C.odes doe: F,ot 1 .57u condition o( 21. The p!ans were reviewed tly 511, If have ; please call w I.t Ffte Pc%le=0:!%Nn e!ureu (206)57S-440)7 . I hereby certi.. that 1 ha.•'e read the with them as ;:futlined. Ail provilF,! „7 1..kw arof this wor will be ..:ollics;ied , ,,rett , er herein rtot The i:icantinQ of this u.eco n;:.t oci-zome ,17 . 2)'t Vi'.:iltv. Or cancel the prov16.:. woc :c ce9uiatinQ COLI.Trroc oc . ; /- .,.___, , . .--------,. / -. ST.9nature /77, 4..,, .., _ ,,/ / ,. ,.- •7„. y / ,,-4., / „.. -4-- 1-t.,, A. — • i / ,,----) ' ---> - 1T1 4 .7 N:ime• lit ef —,-5 ./.... , ve 9 ,/••,— / •, .., ‚ V ACTIVITY NUMBER: D01 -087 DATE: 3 -23 -01 PROJECT NAME: TOYS R US SITE ADDRESS: 16700 SOUTHCENTER PY SUITE NO: Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter Revision # After Permit Is Issued DEPARTMENTS: Build ll ivision f? Pu Iic Works ri DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES /THURS ROUTING: Please Route 'rutoutt OX Yn PLAN REVIEW /ROUTING SLIP REVIEWER'S INITIALS: 5k\ Fire Prevention M. 3 • ZS -01 Structural Incomplete n Structural Review Required APPROVALS OR CORRECTIONS: (ten days) n n Approved ri Approved with Conditions REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved r Approved with Conditions REVIEWER'S INITIALS: Planning Division Permit Coordinator DUE DATE: 3-27 -2001 Not Applicable No further Review Required • n DATE: DUE DATE 4 -24 -2001 Not Approved (attach comments) n DATE: DUE DATE Not Approved (attach comments) n DATE: 4 k 4* 4# '4 k'4 4 4 4 4 4 k 4'k M M 4 4 4 4 4 4 4 4 4 4 4 4 4 4 k 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Jr 4 4 4 4 4 CITY OF TUKWILA. WA TRAN_.MIr A A A k 4 i k A - 4 4 4 4 * 4 k 4 4 A 4 A 4 4 4 M 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 k 4 4 4 4 4 4 4 4 4 k 4 4 4 4 4 4 TRANSMIT Number: R0101454 Amount: Payment Method: {:HECK NotatIon: REIMAN 6P0'1'.. Init: ti'uw Perms t No: D01-067 Type: C?EVPERM DEVELOPMENT PERMIT Parcel No: 262304 - 9128 S i t e Address: 16700 SOUTHCENTER P I Location: 3 Total Fees: 697.06 This Payment 47.00 Total ALL Pmts. 697.06 Balance: .00 A A A 4 4 4 * A A A A A A A A A A A* A A A A A A A A A A A A A A A A A A - AAA A AA 4 4 4 A A A A A 4 A 4 A 4 A A k A'A A A Account Code 000/32.2.800 • ti ;t,`* i ^'`'=, Description EUILUING INVE7iTIGAT1ON 47.00 11'13/01 1r Amount 7.00 * ic 14-1 k 1 6 IC * 4. 4 4 6 0, 4 ) 4 I` I 4 t 4 4 1' 5 1 4 7 4 . 7`. # t • # t T F r t4 U $.1 r .1 i; f‘' i • Fr? i4'.31 r 1.1'10 btn.: )? re:1004,2, v 1 h t hc.tt C' hL (.. r t t = ; E. r• c: . . ......_ . . . P r Ft I ti I•E t C." I t. e t: 1; t t. C! (1 h( tr. [ !' T h s. F' to t 1 01 ; L t, t: .k i • • 14c r t) ti n t 3 ti c ! 1 1 I) L.1) V. i; - ;• 1; E r t) tL E (J!1 TTrt 4 ***0 4,- *A #1; 4 . * t -.1* 1 t - ?* * *-y or ruitwcLA. wo 1 1 ol 1— "q:i0E- o%il*A r fRAW31IT Nuot)qr: OMQA Pi Method: CHECt, Notet VPrit irt ) Permit No: DOJ-" 1 LEt'PLiiN 1 Nt): S■Ite PddreLL: lt170 ': P : - ThlE Pi(vment ALL lint:, Accotrit Coti 04140:1Q0 't 000 - J4n.v3o PLAN CHLCI. - OOPUE • '7. -17' • t 4 4t at 4. f 1 . . • . 1fli 0 0 4 0- 4 4 •.* ;, 4 1 4 4 :4 4 Y 4 * 4 4 4. 4 4- 4 4- 4 4 it it 4 . 4 7, i! r !•••• ; 4 L 3 '■• T I ".! 14 i• ti tt :1 *,:t f J riCii o i• d 1 ; 1 0 4 •3 r 17, - n, 7: +I ; ■=d, I ==! tI : t' 5 f•1 :1 1.■ 1' 7 . ;• ; ; I.; A ti f 'I 7 .) #) )1 . ‘1 ■ L 1 14 '3' '011 L ; I ; N N 'V V V 4 •% i t' 4. 4 4 4. 4 4 4 ;. k 4 i- V 4 4- 4 1 L 1 1 11 1 C 1. JO AL 1: :) •=, \ " ; ;' -‘• ; ; ; V 4 V 4 ti ; 4- if 4- -V 4- -V ; Q ARCHITECTURAL KEYED NOTES No. DESCRIPTION 1 EXISTING ITEM(S) / AREA TO REMAIN 2 EXISTING ITEMS) TO BE REMOVED 3 EXISTING ITEMS) TO BE RELOCATED 4 RELOCATED ITEMS) 5 EXISTNG WALL TO BE EXTENDED 6 EXISTING OPENING TO BE EXPANDED 7 INFlLL TO MATCH E %ISTING 8 NEW WALL, PARTITION OR CLOSET 9 NEW 3' -0" MAN DOOR 10 NEW 4' -0" MAN DOOR 11 3' -6" IMPACT DOOR 12 4' -6" IMPACT DOOR 13 DUTCH DOOR (INSTALLED BY CONTRACTOR) 74 V.C.T. REQUIRED 15 ELECTRICAL PANELS 16 SPRINKLER RISER 17 GAS RISER 18 DOMESTIC WATER RISER 19 COMPACTOR 20 GENERATOR 21 TRANSFORMER 22 ROOF LADDER / HATCH 23 CART RAIL 24 LINE OF MEZZ ABOVE 25 NEW LIFT 26 BALER 27 FIRE WALL QX FIXTURE PLAN KEYED NOTES No. DESCRIPTION 1 REFUND / EXCHANGE AREA 2 REGISTRY KIOSK 3 FITTING ROOMS 4 JUVENILE REGISTRY DESK 5 MANAGER'S WORKSTATION 6 BENCH 7 RGD COUNTER e CPU COUNTER 9 STORAGE BIN 10 BIKE ASSEMBLY COUNTER 11 ROLLER CONVEYOR 12 VENDING MACHINES i3 KIDDIE RIDE 14 SLIDING "R ZONE DOOR 0 MISC, KEYED NOTES No. DESCRIPTION 1 END PANEL (SUPPLIED BY FIXTURE COMPANY) 2 END PANEL (SUPPLIED BY CONTRACTOR) 3 PALLETS (BELOW RACK) 4 PALLETS (TYP.) 5 RACKING ABOVE DOORWAY 6 4" TAPE (TYP.) KRU SQ, FT, COUNTS SALES SO. FT. 5,058 PRE -SALES SQ. FT. 208 A ALES/ . FT. (NON SALES /PRE - SALES) 650 LEASING SQ. FT. 5,916 9' -3 1/4° PRE -SALES 5' -0' HIGH ` ) 5 9 01 HIGH J 12 0' NI. TruKAMMIDIIIINIMIMINIMINEEN 5 55 I 1 xIGN s 51 3 m alIMMI III! 51 2" ® 9' -0' Him 5' S 01lIkillaall 5'6 611011 O © 0 0 IN JT TRAINING ROOM _— EXIT - 0 " 12"HIGH WITH 5 -0 PEG - in GBELUSW " ❑ e Ei2l ILEIMMEN • 5' -10 J s 52' -0' CPU AREA irmm�eunI!I ' : :i 11 RECEIVING 3' -0" AREA n rk r.. I , iii ® iii ®e' -2' t. ice ill. •■ 1! u c__ 'II - ice t• MI 11 0 6' -0" e'- • ww 4E3. • -o• NIGH 5'-a" 6 . -7 . :� Gt s' -s' HIGH 1i �ml� Udlipp, '`+ b ��v 4}I = el �U61Al�:iP67!llrl 5 Q.. Hry I 3 0-6" G2 gr.: I�iE7beUdlil�! � 0� 0 �►�. srr II 5 ��� �� a h�p , O 8 0 NIWI iy � ¢ 0 . e II 'i @!�'i'Z1657lI�N -0 ' z' - I/Y r 5' -B" 8 7" 5 o (s' -o HIGH) o' H. ® ii g -G' xlcx 5' 6" F f y 'S b\lci�FER'Uf31�lTi ©.t \ice A A �' 5' -5 � rt:11 1 i 5_2" % -tG 1 / ' ® t;y FX a -G. a' - Hai �s3�E9S1Dr]fi� !�1 ' -2 " lil 5' -2" 5' -2" 5' -4" � ����l� 5 -2 " L[tyl,t6� 4ale. R 2 rz 11 11 i . ._ • ! li o � 1 'EXISTING REGISTERS 13' -6" TO REMAIN - (CONSULTANT_TO VEBIEYJ_ TRUCK DOCK H �. �G'MGH H 5 - ® ..... .�. D'IP -0" n® -0 "11 - .0 ` ,, t 11:.:o,;:.:::,.4:: .-i1 111 11 Niel , 11 15:::,;:: �a ,47,".. lo: 13' -0 23' -5" / tl1J J C Date Description 01/10/01 ISSUED TO CONSULTANT FOR C.D.'S Drawings Revisions 0 t r H n u LJ H H H 23' -5" DN 1 MEZZANINE PLAN SCALE: 1/16"=1'-0" REFUND COUNTER PHOTO & PACKAGE CHECK LAMINATED PANEL 9' -5 "L X 44 "H X 1 -1/2 "W BOX CORNER FOR j 22" BASE DECK BUILDING SQUARE FOOTAGE COUNTS PROTOTYPE THIS PLAN LINEAR FOOTAGE PROTOTYPE THIS PLAN 2001 TRU C3 REMODEL PROTOTYPE CHARTS — 1983 MEZZ. CONFIGURATION (COMBO) SALES PRE -SALES SQ. FT. SQ. FT. 33,342 SALES 3,570 13,999 PRE -SALES 92 AUX. SQ. FT. (NON SALES/ PRE - SALES) 4,145 SALES 38,805 BUILDING SO. FT. (FOOTPRINT) 39,074 UNEAR AND CUBIC FIXTURE COUNTS OVERSTOCK 7,185 MEZZANINE SQ. FT. 12,412 CUBIC FOOTAGE PRE -SALES 1,412 TOTAL BUILDING SQ. FT. 51,486 CEILING HEIGHTS AT FRONT =21' - 0 1/2 "± AT REAR = ON MEZZ. = 6'-11"± UNDER MEZZ '= 9 - 0 t REGISTER COUNTS FRONT END REGISTERS A" ZONE REGISTERS TOTAL REGISTERS REFUND REGISTERS 11 4 = 15 = 1 EFUND EGISTER SCALE: N.T.S. 4 5' SCALE: 1/8 " =1' -0" EXTEND BOX 1111 COR ER 4" (MIN) P: BASE M'r REFUND / EXCHANGE AREA PLAN EXTEND BOX CORNER 4 (MIN.) PAST BASE DECK BOX CORNER GENERIC PERIMETER WALL BOX CORNER Irrig CORNER FOR 18" BASE DECK k (MW.) X GENERIC CORE BOX CORNER PRE —SALES RACKING RACK SIZE 1' -8" NON- RACKING LINEAR FOOTAGE 76 16 23"-S REFUND REGISTER WELL FILL BOX REFUND COUNTER REFUND COUNTER n LEGEND g[i u H ® ELECTRONIC DISPLAY CASE lil PRICE CHECKER LOCATIONS FIXTURE SUPPLIED. BY OTHERS OR EXISTING AREAS TO BE CARPETED HK HIRING KIOSK NOTES 1. ALL PERIMETER SALES GONDOLAS ARE 12' -0" HIGH, UNLESS OTHERWISE NOTED. 2. PRE -SALES UNEAR Ex CUBIC CALCULATIONS ARE FOR MAIN LEVEL ONLY. 1 .. "CONSULTANT TO VERIFY "R" ZONE PRE —SALES 30 -3 3/4 37'- 8"FROM BACK OF GONDA ( "PW20 TO OUTSIDE EDGE OF RACETR AIS LE 13' -0" AISLE 175' -U OVERALLTDIMENSION 2S -5 00' -7 1/4° VESTIBULE 2S -5" 72' -0" OVERALL WIDTH OF RACETRACK 5W -1 SALES 75 -0 "OVERALL DIMENSION FIXTURE PLAN EF1r/ SCALE: 1/16 " =1' -0" 1 -0" AISLE CONSULTANT TO VERIFY I Lndarstand that the Plan Check approvals are J5;TCt to errors and omissions and approval of ians does not Futhorize the violation of any adopted code or ordinance. Receipt of con- tractor's copy of approved plans acknowledged. D 39' -1" D0' -5" FROM OUTSIDE EDGE OF RACETRACK AISLE TO BACK OF GONDOLA ("PW2 ") 17' -6" RECFI'. ED CITYOF FILE COPY PERMITCENTE 0TIRBS APR 12 200Z No No Drawing References 1310 DATE: - -- PROJECT NO • - -- CAD NAME:B WAVE NO. DRAWN BY: MPR CHECKED BY: --- PROTOTYPE DESIGNATION. C3 PROTOTYPE e2.3 ATTENTION: 1999 FRONT END CONVERSION NOTE CONSULTANT TO VERIFY ALL NEW CONSTRUCTION AND RELOCATED ITEMS THAT TOOK PLACE DURING THE 1999 FRONT END CONVERSION. (I.E. CPU AREA, REGISTERS, REFUND, DOORS AND ELECTRICAL PANELS LOCATIONS] Store Support Center 461 From Road Paramus, NJ 07652 (201) 599 -7800 This drawing is the Exclusive Property of TOYS "8" US. The information shown may not be used nor the Drawings Reproduced without permission of TOYS "R" US. Location TUKWILA WASHINGTON 16700 S.CENTER PKWY. Drawing Title REMODEL COMBO FIXTURE PLAN Scale I Date AS NOTED 01/10/2001 Sheet No. RE1 /�_ TYPICAL BRACING TO COLUMN CONNECTION 120" 96" 58 6B 58 6B k� (5A (61D. r' FRONT VIEW 39" 39" 39' 3 " STORAGE RACK ELEVATIONS 9" SIDE VIEW 120" ANCHOR 96" 5B 6B A 5B 66 . 5A 6). FRONT VIEW 14 GA —3 1/2" MIN. EMBDMNT 39" 39" 39" 3 " 1 1/4" ;1111 1/2" 1 REO'D PER BASE PLATE 52" 9 „ BASE PLATE COLUMN HORIZONTAL & DIAGONAL BRACING — 48" & 60" f 50" (.7911ERAL CONFIGURATION r OVER AISLE STORAGE BEAM STORAGE IS ONLY 48 ' DEEP AT THE END OF EACH AISLE IDE VIEW `5A BEAM 48" & 60" \6A CONNECTOR r PLAN VIEW L OVER AISLE STORAGE 48" DESCRIPTION ADDRESS TYPICAL BEAM TO COLUMN CONNECTION OVER AISLE STORAGE BEAM OVER AISLE STORAGE IS ONLY 48" DEEP AT THE END OF EACH AISLE NOTES: 1. STORAGE RACK DESIGNED PER SECTION 1630.2.1 OF THE 1997 UBC 2. STORAGE CAPACITY: RACK = 1,000# PER LEVEL OVER AISLE STORAGE = 500# 3. ASTM A570 FOR SHAPE Fy = 55,000 PSI GRADE 55 4. ALL BOLTS A307 (UNLESS NOTED) 5. ANCHORS HILTI KWIK BOLT II ICBO #4627 OR APPROVED EQUAL 6. SPECIAL INSPECTION IS NOT REQUIRED FOR ANCHORS INSTALLATION. 7. CONCRETE 5" THICK x 2000 PSI MIN. 8. SOIL BEARING PRESSURE 1000 PSF TYPE INTERLAKE CALIFORNIA CONTRACTORS LICENSE NO. 665374 TOYS R US TUKWILA, WA u fi r ; Cl DRAWN BY: STORAGE RACK DETAILS T.C. RECEIVED CITY OF TUKWILA PERMIT CENTEb SEIZMIC SEIZMIC v MATERIAL HANDLING ENGINEERING 161 Atlantic Street EST. 1985 Pomona, CA 91768 Tel. (909) 869-0989 • (909) 869-0981 DATE LAST REV. BY: DATE 3/3/01 APR VD BY:SAL E. FATEEN SCALE: N.T.S DRAWING NUMBER 01 -0364A TOP RAIL - 20 GA. CENTER RAIL - BOTTOM RAIL - c III :-..":„, s, , Na 24 GA. 22 GA. Ili] CONNECTORS & "H" SECTION (/ ARE SPOT WELDED TO SHELF ,a 'jr-- ` \ PO 1� $ 5/16" PEG BOARD- CENTER ON UNIT END ti, .�/ -- ' - 1 8 � ', — ---1) yr ■ 1 SHELF (22 GA.) TRIM --, ,'` ,. i M 5 ) 257 "1_7/6,, ," i _ \ :,.. � 1 r G / Z3 �Ll RAIL ..., < : r qR, s c 0 BASE BRACKET TRIM (22 GA.) L , GENERAL CONFIGURATION END - TRIM TRIM C7 0 N 3/16" \ �� THK. LEVELING 3/8" 0 1 , �. . � LEG BOLT \ > ::: 0 co \I - -- \0 � , \� 0 0 0 P gi 0 ' 1 0 0 0 0 J�I I . \ • 29,1 /, / __ \ - ----- // ` . 60 ", 114" & 11 GA. 65" 144" N. .;� - * * _ * * ( - * * NOTE S 1. SHELVING DESIGNED 2. STORAGE CAPACITY: 3. ASTM A570 FOR SHAPE 4. ALL BOLTS A307 (UNLESS 5. ANCHORS HILTI KWIK 6. SPECIAL INSPECTION 7. CONCRETE 5" THICK x 8. SOIL BEARING PRESSURE PER SECTION 1632.2 OF THE 1997 UBC. 10011 PER LEVEL 700# PER BAY FOR 60 "H & 66 "H UNITS ONLY Fy = 33,000 PSI GRADE 33 NOTED) BOLT II OR APPROVED EQUAL !CEO #4627 IS NOT REQUIRED FOR ANCHOR INSTALLATION 2000. PSI 1000 PSF . APPROVED 1 J * * *-* rr 7 f SHELF CONNECTOR ( 11 GA. ) * * NOTES: NUMBER OF HAT SECTIONS VARY DEPENDING ON DEPTH DENOTES ANCHORING LOCATION FOR DOUBLE SIDED L A`\ \ / \� -- JP -1 -Z / - -- „s_ J TOP VIEW c / // R$ .,:.° °° \ , ° °° e e° fl SEE DRAWING NO. 01-0364D FOR ELEVATIONS � STEEL BASE DECK (22 GA.) � 1 .. 7 GA PIN ?e ik. , •„, Q �' 1y r ff� ' .. 'K j{` - 5/16" o HOLES - � c 4 : :: ANCHOR PLATE 12 GA. 2 ",4 =< / STS, . �, , , ` � , � '" ' / SEIZMIC SEIZMIC MATERIAL HANDLING 161 C Street EST. 1985 Pomona, CA 91768 Tel (909) 569 - 0989 • (909) 869 - 0981 6 4 O _ • \ rs„ ,1,j 3/8 11 GA . 4 1 - 1- MIN. EMBDMNT t , ®i� 0 I ims ®I` I TYPE; LOZIER DRAWN BY: T.C. DATE: 3/3/01 CALIFORNIA LAST REV. BY DATE: EXPIRES 4 -12 -2002 CONTRACTORS LICENSE NO. 665374 APRVD BY SAL E.'FATEEN SCALE: N.T.S. BASE CONNECTOR PLATE 1/4" (2) ANCHOR REQ'D PER ANCHOR PLATE SEE TOP VIEW FOR ANCHORING LOCATIONS (`) DESCRIPTION GONDOLA DETAILS ADDRESS TOYS R U,7 TUKWILA, WA DRAWING NUMBER 01 -03648 r1 ;� UPRIGHT 2I BASE BRACKET , ANCHOR (- 551 BASE FRONT (20 GA.) ANCHOR PLATE (12 GA.) 1/8" V1 5/8" ��A 1/8" 5/EF< 9 J 5/16" `- 1 3/8" 2 1.. .125 WIRE WELD BOTH ENDS TYP. 14 GA 3/8" 5/8" 0000 DECK CONNECTOR BACK BEAM (16 GA.) / 221 TYP TYP L V ,--.' 0 ' 5/8" 1 11/16" s 3/16" ` —, 7/8' 4" 3/16" i 1/4" 'v 3/16" 9; 0 45 °TYP. 5/16" 3/8" V 1 - I COLUMN (21 SUPPORT L 1 1/2" 6 � .42 k x .23 • \-„, P Q"�� 5 ATTACH W/2 #10- 24x1/2 "© BOLTS COLUMN TO BASE SHELF ATTACHMENT 125 \ N 1.125 WIRE WELD BOTH ENDS TYP. FRONT BEAM (16 GA. 7 ~ T31 BEAM ray CnNNFr-rnl2 GONDOLA UNITS ��.. (SEE DRAWING NO. 01 -03648 FOR DETAILS) \N * - DENOTES ANCHORING LOCATION * TOP VFW 1/4" ANCHOR (SHELVES REMOVED FOR CLARITY) 1/2"e HOLES 2" MIN. EMBDMNT ABM '� (2) ANCHOR REQ'D PER ANCHOR! PLATE SEE TOP VIEW FOR ANCHORING LOCATIONS ( ") * a * RFA rn1UNFr! 7, NOTES: GENERAL CONFIGURATION SINGLE ROWS SHOWN 1. SHELVING DESIGNED PER SECTION 1632.2 OF THE 1997 UBC 2. STORAGE CAPACITY: 300# PER LEVEL 3. ASTM A570 FOR SHAPE Fy = '33,000 PSI GRADE 33 4 ALL BOLTS A307 (UNLESS NOTED) 5. ANCHORS HILT! KWIK BOLT II OR APPROVED EQUAL ICBO #4627 6. SPECIAL INSPECTION IS NOT REQUIRED FOR ANCHORS 7. CONCRETE 5" THICK x 2000 PSI 8. SOIL BEARING PRESSURE 1000 PSF 9. SEE DRAWING NO. 01-0364D FOR ELEVATIONS pe cr 71RS ^1 f,:+ c•: BOMBS 4 -12 -2002 I DESCRIPTION TYPE: LOZIER CALIFORNIA CONTRACTORS'. LICENSE NO. 665374 TOYS R US TUKWILA, WA - SEE DRAWING NO. 01 -03648 FOR GONDOLA DETAILS AND COMPONENTS SEIZMIC MATERIAL HANDLING ENGINEERING 161 Atlantic Street Pomona, CA 91768 Tel. (909) 869 -0989 . (909) 869 -0981 DRAWN BY: v 2 LAST REV. BY APRVD BY MULTI- FUNCTION DETAILS T.C. \1) SAL E FATEEN SCALE: DATE: 3/3/01 DATE: DRAWING NUMBER 01 -03640 N.T.S. — _ — 48" 18" _ NOTE: S. FA SEIZMIC ` ' - - NUMBER OF SHELVES ~, x1 %, / SEIZMIC MATERIAL N HANDU NG NG NOTE: WILL VARY Y 161 Atlantic Street 66" NUMBER OF SHELVES ♦! EST. 1985 Pomona, CA 91768 WILL VARY _ _ - _ T&. (909) 869-0989 • (909) 869 -0981 18" 18"-- ,i y ' I,f� TYPE: LOZIER DRAWN BY: T . DATE: 3/3/01 CALIFORNIA LAST REV. BY DATE: B R 4 12 -2002 CONTRACTORS APRV'D BY SAL E. FATEEN SCALE: N.T.S. FRONT VIEW SIDE VIEW FRONT VIEW SIDE VIEW I I ' LICENSE NO. 665374 DESCRI PTION STORAGE RACK ELEVATIONS ADDRESS DRAWING NUMBER r 1 ezniunfI A PI PI/ATIMIC TOYS R US 01-0364D TI WWII A WA -- 48" -- 4 BIKE GONDOLA P 48 " PERIMETER WALLS 16" I 411°1111 4 144" 1 144" 1 A RO / _ _ 144" 19" 1 _ , 19 "TYP 1 19 "TYP _ 1 60„ - - 2 K - 22" 4 2 22" 48" 22" 4 ( 1 1 FRONT VIEW SIDE VIEW FRONT VIEW SIDE VIEW SIDE VIEW DOUBLE SIDED SINGLE SIDED SINGLE SIDED ANCHOR AT EVERY OTHER BAY, FRONT AND BACK. GONDOLA ELEVATIONS ,— 22",34 ",44" --'• 2 22 ",44 ",60" -> f 96" -" , : Th : 114" -- IN eamiamm DIVIDE EQUALLY 11 4" 1 ,� 22 "-/ E __ -- DIVIDE , 22" 6 66" d ( 1 1 FRONT VIEW SIDE VIEW FRONT VIEW SIDE VIEW DOUBLE SIDED DOUBLE SIDED • ANCHOR AT EVERY OTHER BAY, FRONT AND BACK. 0 C \. 1 MULTI FUNCTION STORAG FIXTURE ELEVATIONS ' 48" — s s 18"