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Home My WebLink AboutPermit D01-139 - OFFICE DEPOT - STORAGE RACK-s14,int:-W114411.14atAtiZitiMMtm OFFICE DEPOT 300 ANDOVER PK W D01-139 City of Tukwila Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, W9shinit;ton 98188 Parcel No: Address: Suite No: Location: Category: Type: Zoning: Const Type: Gas /Elec.: Units: Setbacks: Water: Wetlands: 262304 -9119 300 ANDOVER PK W WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Contractor License No: ARET DEVPERM TUC RACKS 000 North: N/A OCCUPANT OFFICE DEPOT 300 ANDOVER PK W, TUKWILA WA 98188 OWNER SEGALE M A INC PO BOX 88050, TUKWILA WA 98188 CONTACT ERIC KOCH 2150 N 107, SUITE 320, SEATTLE WA 98133 * k * * k * k * * * * * * * * * k * * * * k k * * k * * * * * * * * * * * * * * k * * * * k * * k * * * k k * * * k * * * k * * * * k k * k A *kkkk * k * * * k k k Permit Description: INSTALL NEW RACK STORAGE PER PLAN. kkk # k * k * * k * * k * * k * k * * k k k k k * * k * * * * * k * * * * * * * * * k k * * * * k k * k * * * k k k e * k * k * * k k * k * k * k * * * * k * * k * A Construction Valuation: 3 .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: Public: N * '* k k*** A* A ** * * * ** k* *kkk * k k k k A k* k k ** * k k k k * ** A k A k * k k k A* k k k k k k k A k k k* k A* k* k k k k A k k A A k k k 4 TOTAL DEVELOPMENT PERMIT FEES: $ 188.06 * * k * * * k * k * * * * k * * * A k k * k * * * k * * k A * k * * * k k * k * * * k * k k * k k k k k k k A * * * * * * k * k * k k k k k * * k * * k k * * * * * A k Permit Center Authorized Signat DEVELOPMENT PERMIT Permit No: D01 -139 Status: ISSUED Issued: 05 /22/2001 Expires: 11/13/2001 Occupancy: STORE UBC: 1997 Fire Protection: SPRINKLERS .0 South: .0 East: .0 West: .0 Sewer: N/A Slopes: N 1 .) 1 444.4.44./ (206) 431 -3670 Streams: Phone: Phone: 206 -361 -1358 ate "! I hereby certify that I have read examined this permit and know the same to be true and correct. All provi ,, ions 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 pe Signature: Print Name mit. .a../44d461_ i aAe Date: 5-:-. 2 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 • W 6 U ✓ o J = F- Wo u. Q .W k O L w • w 0 0 O I- W W U. z W O~ z PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER D01 -139 PROJECT NAME: OFFICE DEPOT (RACK) SITE ADDRESS: 300 ANDOVER PARK WEST Original Plan Submittal Response to Incomplete Letter if Response to Correction Letter # Revision # AFTER Permit Is Issued DEPARTMENTS: Building Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete TUES /THURS ROUTING: Incomplete Comments: Please Route l l Structural Re R,quired 1-1 No further Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved l l Approved wiii on REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved Fire Prevention Structural tions Approved with Conditions n C REVIEWER'S INITIALS: DATE: 05 -08 -01 SUITE NO: Planning Division Permit Coordinator DUE DATE: 05 -10-01 Not Applicable DATE: S— IU &Xi DUE DATE 06 -03-01 Not Approved (attach comments) Ti DATE: SJ —21)° DUE DATE Not Approved (attach comments) DATE: I I PERMIT NO.: ( - I39 BUILDING PERMITS INSPECTIONS ❑ 00001 Progress Inspection Status ❑ 00002 Pre-construction ❑ 00003 Investigation ❑ 00004 OK to Occupy ❑ 00005 Remove Stop Work Order ❑ 00006 Follow-up ❑ 00007 Pre -Move Inspection ❑ 00050 WSEC Residential ❑ 00060 WA Ventilation/Indoor AQC ❑ 00070 NLEA InspectioniModular Struct ❑ 00071 Mobile Home Tie Down Insp ❑ 00072 Marriage Lines ❑ 00090 Rested ❑ 00095 Footing Drains ❑ 00100 Foundation Footings ❑ 00200 Foundation Wails ❑ 00250 Foundation Insulation ❑ 00300 Concrete Slab/Slab Insulation ❑ 00350 Crawl Space ❑ 00400 Shear Wall Nailing ❑ 00450 Plywood Wall Sheathing ❑ 00500 Roof Sheathing Nailing ❑ 00525 Plywood Deck Nailing ❑ 00550 Exterior Wall Sheathing O 00600 Masonry Chimney ❑ 00610 Chimney Installation/All Types O 00700 Framing ❑ 00750 Roof/Ceiling Insulation ❑ 00800 Floor Insulation ❑ 00801 Wail Insulation ❑ 00802 Exterior Roof Insulation ❑ 00803 Glazing Inspection ❑ 00815 Lighting and Controls ❑ 00900 Suspended Ceiling ❑ 01000 Interior Wallboard Fastening ❑ 01001 Exterior Wallboard Fastening ❑ 01110 Pre -Move Inspection ❑ 01115 Motor Inspection ❑ 01120 Pre -Demo ❑ 01140 Pre - reroof ❑ 01400 Final -Fire ( 01700 Final - Building O 01900 Final - Reroof ❑ 03100 Site Visit ❑ 04000 Special - Concrete ❑ 04001 Special -Bolts in Concrete ❑ 04001 Special- MorruResist Conc Frame ❑ 04003 Special -Reinf Steel Prestress ❑ 04004 Special - Welding ❑ 04005 Special - High - Strength Bolting ❑ 04006 Special - Structural Masonry ❑ 04007 Special -Reinf Gypsum Concrete ❑ 04008 Special - Insulating Conc Fill ❑ 04009 Special -Spray Fireproofing ❑ 04010 Special - Piling, Piers, Caissons ❑ 04011 Special- Shotcrete ❑ 04012 Special- Grading, ExcaviFill ❑ 04013 Special - Retaining Wall ❑ 04014 Special - Panels ❑ 04015 Special -Smoke Control System TENANT NAME: 0 * ..4g04 CONDITIONS M 0001 0 0010 Special inspection required, notify Bldg Div No changes to plans unless approved by Bldg Div ❑ 0011 Special inspector shall submit final signed report 0 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 muss drawings & calcs shall be on site 0016 Exposed insulation backing material 0017 Subgrade preparation including drainage, excavation 0018 Statement from root fig contractor verifying tire retardant class of roof 0019 All construction to be done in conformance wiapproved plans ❑ "No work shall be done in addition to those modifications..." O 0002 plumbing permits shall be obtained through King Co ❑ 0020 Structural observation shall be 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 ❑ All spray applied fireproofing shall be special inspected ❑ 0025 0024 All wood to remain in placed concrete shall be treated 0,0026 All structural masonry shall he special inspected 0027 Validity of Permit ❑ 0028 Rack storage requires separate permit ❑ 0003 Electrical permits obtained through L & I ❑ 0030 No occupancy of building until final insp by Bldg Div ❑ 0032 Remove all weeds, concrete, stone foundations. flat concrete ❑ 0036 Manufacturers installation instructions required on site ❑ "BTU maximum allowed per 1997 WA State Energy Code" ❑ 0035 Contact PW Div to obtain insp for waterisewer connect ❑ 0038 A C of O will be required for this permit ❑ 0039 Final approval for all TI w /in the limits of the SC Mall ❑ 0004. All mechanical work shall be under separate permit ❑ 004004 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 & approved plans available ❑ 0006 All structural concrete shalt 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 be done by WABO certified inspector ❑ 0008 All high- strength bolting shall be special inspected O 0009 Bolts installed in concrete shall be special inspected ❑ 0031 Comply with requirements of TMC 16.04 O 0034 Removal of septic tanks require approval and compliance with King Co Health Dept. ❑ "Obtain required inspections from appropriate water & sewer districts" ❑ "Fuel burning appliances ❑ "Appliances. which generate...." O "Water heater shall be anchored...." ❑ " Reroot" Plan Reviewer: Permit Tech: Date: 6- fO' ` Date: /0 (]� ACTIVITY NUMBER D01 -139 DATE: 05 -08 -01 PROJECT NAME: OFFICE DEPOT (RACK) SITE ADDRESS: 300 ANDOVER PARK WEST SUITE NO: Original Plan Submittal Response to Incomplete Letter If Response to Correction Letter # Revision # — AFTER Permit Is Issued DEPARTMENTS: Building Division Public Works Complete n Comments: Approved Approved n vwacxnt ax PLAN REVIEW /ROUTING SLIP C n Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete l TUES/THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) REVIEWER'S INITIALS: Approved with Conditions R /r CORRECTION DETERMINATION: REVIEWER'S INITIALS: Fire Prevention Planning Division n Permit Coordinator DUE DATE: 05-10-01 Not Applicable No further Review Required DATE: DUE DATE 06-03 -01 Not Approved (attach comments) DATE: /i /C DUE DATE Approved with Conditions Not Approved (attach comments) n I 1 DATE: Project Name/Tenant: c (G-'E P'O Value of Construction: 5,000 Site Address (include suite number) 5U 1'TE LICb City State /Zip: •t■1Do V E R -1 tz L- t .,l EST - Ti e.1,4 IU F l , l n . `ll $Q Tax Parcel Number: Property Owner: Cc' F te., l') PrOT Phone: Ski - 353 - 1 - 11`7 Street Address: City State/Zip: 7.2-C CT ER M AJ3TD JN . (*) "t_2AyEk - rAc. t•1 FL 33 Fax if: Contractor: Cav/,lN EQ t'J Li-- Phone: Street Address: City State/Zip: Fax 11: Architect: C ., t T tL1 ER - 5 - A (Lc it ITS c- - j R. bct c-- Phone: 2: CG 3(01 — I35 ` b Street Address: City State/Zip: 4k Fax #: 2cw - 3toI- 14('1 SO i b 20 - - °1`6133 Engineer: a7) E, 'PNTEE Phone: G Off - 5(-.1 Di1,i1 Street Address: City State /Zip: 1101 iNTLA r le- 5 Pr9mon.rla C--A a11(C1 Fax #: Ito R- 5501 - 09e6 I Contact Person: R tf- 1 t > Ee AI_ LE rrEc°ru e ot t-- Phone: 2 -- No) - 135 Street Address: City State/Zip: z L ., Li t o'7 _"` Su FrE 3z � ,s___ TTt t.,l to �lG 133 Fax #: 2C(4 'S 1 - N (0 7 Description of work to be done (please be specific): E t E_ec..1- t Ni tx }UAr'J — C__-Vt..- C - S ❑ Multi - family in Warehouse 0 lospital ❑ Motet /l iotel ❑ Office ❑ Other Existing use: i &Retail ❑ Restaurant ❑ Church ❑ tvtanu(acturing ❑ School /College/University Proposed use: SRetail ❑ Restaurant ❑ Multi-family ❑ Warn ❑ i lospital Church ❑ Manufacturing ❑ t totel /1 Jotcl ❑ Office in School/College/University ❑ Other • Building Square Feet: 39 59 .F existing No. of Stories: Area of construction (sq ft): I't •F • Will there he a change of use? ❑ yes . . If yes, extent of change: (Attach additional sheet it n e e ess,tr)'t Will there be rack storage? a yes ❑ no Ati .,- Existing fire protection features: ,sprinklers ❑ automatic (ite alarm ❑ none ❑ other (specify) Will there be storage of flammable /combustible hazardous material in the building? ❑ yes ❑ no Attach list of materials and storage location on see►ate ti 1/2 X 11 paper indicating quantities & Aaterial Safety Oa t�t 11 Wet s ❑ Channelization/Striping ❑ ❑ Fire Loop /Hydrant (main to vault) #: ❑ Land Altering 0 Cut ❑ Sanitary Side Sewer #: ❑ Storm Drainage ❑ Street ❑ Water Meter /Exempt #: Size(s): ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Terri!) # Size(s): ❑ Miscellaneous Date application accepted: 11 /JU/OO crperrnitdoc CITY OF TUF "VILA Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 (206) 431 -3670 Est. quantity: Date applicatio jexpires: // at et0, 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. APPLICANT REQUEST FOR PUBLIC WORKS SITE /CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews may be determined by the Public Works Department) ❑ Flood (control Zone ❑ I tailing Curb cut/Access /Sidewalk Size(s): cubic yds. 0 FiII cubic yds. ❑ Landscape Inigation ❑ Sewer Main Extension 0 Private 0 Public Use ❑ Water Main Extension 0 Private 0 Public 0 Deduct 0 Water Only gal Schedule: Value of Construction - In all cases, a value of construction amount should be entered by the applicant. l his 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 1110 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. Appli - tion taken by: (initials) ' Ti PLEASE SIGN BACK OF APPLICATION FORM .. BUILDING OWNER (' AUTHO ' ' 0 AGENT: SignaRtre,;i ■ ' � ' P 7I e ea Date: Print name : ,M �-} R t Cb� J 5L. ' 3 . ' � 34al 13545 al ee, 3(,I —/ q (e 7 Addres. �O 1� /O 7' ` �v fT� Zo City/State/Zip 5£Rl Lr t /A c 7' ,) ; APPLICATIONS MUST BE SUBMITTED WITH THE FOLLOWING: #L DRAWINGSJCi BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL EN NEER bR CItflt'ENGINEER . ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN Y BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED NIA SUfIMI; TED ❑ ❑ 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(S) sets for structural work), which include : ❑ ❑ Site Plan (including existing fire hydrant location(s) 1. North arrow and scale 2. Property lines, dimensions, setbacks, name; of adjacent roads, any proposed or existing easements 3. Parking Analysis of existing and proposed capacity; proposed stalk 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. Limit; of clearing/grading with existing and proposed topography at 2' intervals extending 5' beyond propert■'s boundaries B. Identify location of sensitive area slopes 20"/., or greater, wetlands, ‘vatnrcotrses and their buffers (change of use only) z 9. Identify location and site of existing trees that are Located in sensitive areas and buffer (ill1C It3.45.(1.4(11, of Ihnse, Q identify i)y site and species which are to be removed and saved - Z 10. Landscape plan with irrigation and existing treys to be saved by cite and species (exterior changes or r lionize of use Ce only) 1 1 Location and gross floor area of existing structure with dimension; and setbac k U O 12. lowest finished floor elevation (if in flood control /one) (n 0 UJ 1 3. See Public bVorks Checklist for detailed civil /site plan information required for Public tVorks Review (form 11.9). w J f.- ❑ ❑ Floor plan: show location of tenant space with proposed use of each room labeled N tl w ❑ ❑ Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of any )hazardous materials; dimensions of proposed tenant space. Vicinity Map showing location of site = d 1-- ❑ ❑ Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack Z F=- layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of Z O rack. Structural calculations are required for rack storage eight feet and over. w • w 0 ❑ ❑ huliaile proposed construction of tenant space or addition and walls being demolished U • (n ❑ ❑ Construction details W w ❑ ❑ Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; site of water w—, supply to sprinkler vault %vith documentation from contractor stating supply line will meet or exceed " z sprinkler system design criteria as identified by the Fire Department. U ❑ ❑ Washington State Non - Residential Energy Code Data shall he noted on the construction drawings. p t– Z ❑ ❑ 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 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 11-4, "Affidavit in Lieu of Contractor Registration ". B uilding Owner /Authorized Agent If the applicant is other than the owner, registered architect /engineer, or contractor licensed by the State of tVashmgton, 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 CERTITY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO DE TRUE UNDER PENALTY OF PERJURY BY lHE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. ll.'3rl MI Call ermU ,lot n WIN VIM File: Do 1 -• 139 35mm Drawing# Lb STATE OF WASHINGTON COUNTY OF KING CITY OF TUKWILA Permit Center 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 98188 Telephone: (206) 431 -3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION s s. C /9 CC P" 5 , states as follows: e- o Office ►- Ca. �. I have made application for a building permit from the City of Tukwila, Washington. 1. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a building permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this building permit to be exempt under No. , and will therefore not be performed by a registered contractor. I understand that I may by waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. AFFCONT 1/13/00 AIL *1J ./ PPLICANT Signed and sworn to before me this day of H -4 , 20 ) ( • NOTARY PUBLIC in and for the State of Washington, residing at 1 { Y County. Name as commissioned: (._ 6n-1`%'3) My commission expires: '✓ I "C 2— 18.27.090 Exemptions. This chapter shall not apply to: 1. An authorized representative of the United States Government, the State of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale or installation of any finished products, materials, or articles of merchandise which are not actually fabricated into and do not become a permanent fixed part of a structure; 6. Any construction, alteration, improvement, or repair of personal property, except this chapter shall apply to all mobile /manufactured housing. A mobile /manufactured home may be installed, set up, or repaired by the registered or legal owner, by a contractor licensed under this chapter, or by a mobile /manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than $500, such work, or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division AFFCONT 1/13/00 of the operation is made into contracts of amounts less than $500 for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he is a contractor, or that he is qualified to engage in the business of contractor; 10. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; 11. An owner who contracts for a project with a registered contractor; 12. Any person working on his own property, whether occupied by him or not, and any person working on his residence, whether owned by him or not but this exemption shall not apply to any person otherwise covered by this chapter who constructs an improvement on his own property with the intention and for the purpose of selling the improved property; 13. Owners of commercial properties who use their own employees to do maintenance, repair, and alteration work in or upon their own properties; 14. A licensed architect or civil or professional engineer acting solely in his professional capacity, an electrician licensed under the laws of the state of Washington, or a plumber licensed under the laws of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the licensee is operating within the scope of his license; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his sole compensation; 16. Contractors on highway projects who have been prequalified as required by chapter 13 of the Laws of 1961, RCW 47.28.070 with the department of transportation to perform highway construction, reconstruction, or maintenance work. STORAGE RACKS DRIVE-IN RACKS CANTILEVER RACKS CONVEYORS CAROUSELS STEL3SFELVING MOVABLE St-ELVING STORAGE TANKS MOCULAR OFFICES GONAOCAS BOOKSTACKS 161 ATLANTIC STREET SEIZMIC MATERIAL HANDLING ENGINEERING 17' EXPIRES EST. 1985 CITY APPROVALS STATE APPROVALS PERMITTING SERVICES PRODUCT TESTING FEW INSPECITCN SPECIAL FABRICATION BUILDERS COPY SEISMIC ANALYSIS OF STORAGE RACKS FOR OFFICE DEPOT TUKWILA, WA #01 -074 POMONA • CA 91768 TEL: (909)869 -0989 ALASKA NEVADA ARIZONA NEW MEXICO CALIFORNIA OFEGON COLORADO PENNSYLVANIA c o UTAH MESOUR WASHNGTON MAY 0 8 2001 • FAX: (909)869 -0981 Doi - i39 MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT OFFICE DEPOT FOR MORGAN MARSHALL SHEET NO. 2 OF 1 7 CALCULATED BY M.T. DATE 05-04 -2001 TABLE OF CONTENTS DESCRIPTION PAGE # COVER SHEET 1 TABLE OF CONTENTS 2 SCOPE 2 PARAMETERS 3 CONFIGURATIONS 4 - 5 COMPONENTS & SPECS. 6- 8 LOADS AND DISTRIBUTION 9 LONGITUDINAL ANALYSIS 10 COLUMN 11 BEAM 12 BEAM TO COLUMN 13 BRACING 14 OVERTURNING 15 BASE PLATE 16 SLAB & SOIL 17 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. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 • £ • •y 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. TRANSVERSE TRIBUTARY AREA LONGITUDINAL TOP VIEW PROJECT OFFICE DEPOT FOR MORGAN MARSHALL SHEET NO. 3 OF 1 7 CALCULATED BY M.T. DATE 05-04-2001 ii N D (1 w0 N d f2 w 0 w 0H w W 0 w z vD. 0 z MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 CONFIGURATIONS 144" 96" 32" 32" 48" " II TYPE 1A 2,000 lb. 2.000 lb. 2,000 lb. 98" - 44"4 TYPE 1B 2,300 lb. 2,300 lb. 2,300 lb. 98" PROJECT OFFICE DEPOT FOR MORGAN MARSHALL SHEET NO. 4 OF 1 7 CALCULATED BY M.T. DATE 05-04-2001 42" 66" 4` 44-4 MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 • FAX: (909)869-0981 161 ATLANTIC STREET • POMONA • CA 91768 . . , OFFICE DEPOT PROJECT FOR MORGAN MARSHALL SHEET NO. 5 OF 1 7 CALCULATED BY M.T. DATE 05-04-2001 CONRGURAT1ONS TYPE 3 2,400 lb. F 20" 40" 3 3,000 lb. 2 3,000 lb. 1 1" 4 54" 1 98" 36.-4 1 3,075 lb. 10,585 in.lb. 9,645 in.lb. <- std.conn. 2 2,050 lb. 4,704 in.lb. 5,764 in.lb. <- std.conn. 3 1,025 lb. 2,823 in.lb. 3,411 in.lb. <- std.conn. TYPE 1A DESIGN LOAD = 2000# BASE PLATE COLUMN BEAM X 3 X 3 X .12 BASE PINNED Ni COLUMN 3X3X14GA. STRESS =0.65 4-1/2 x 2 -3/4 x 14 ga.* MAX LOAD /LEVEL = 5,081 lb. BEAM IS O.K. OVERTURNING BRACING SLAB & SOIL Ni ANCHOR STRESS =0.24 # OF ANCHORS = 1 HORIZONTAL NI 1 1/2 x 1 x 14ga STRESS = 0.16 DIAGONAL 1 1/2 x 1 x 14ga STRESS = 0.38 PUNCT. STRESS = 0.91 BENDING STRESS =0.85 Ni MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT OFFICE DEPOT FOR MORGAN MARSHALL SHEET NO. 6 OF 1 7 CALCULATED BY M.T. DATE 05 -04 -2001 TYPE 1A 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 2500 PSI. REINFORCED 9 - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. SECTION AXIAL FORCE 2,000 lb. 352# 449# r ED. 6" 32" 32" 3 2,000 lb. 2 2,000 lb. 1 235ff 2" 117# 12" 98" --�( Iu = 98" MOMENT BEAM MOMENT 44" NOTE: THE ACTUAL BASE SIZE FOR TYPES 1A & 1B ARE 3 x 41 /2 x 11 ga. ONLY THE EFFECTIVE BASE AREA IS USED IN THE ANALYSIS. 299# 149# —0 1 3,525 lb. 18,606 in.lb. 15,347 in.lb. <- std.conn. 2 2,350 lb. 8,089 in.lb. 8,471 in.lb. <- std.conn. 3 1,175 lb. 4,854 in.lb. 4,427 in.lb. <- std.conn. TYPE 1B DESIGN LOAD = 2300# BASE PLATE COLUMN BEAM X 3 X 3 X .1196 BASE PINNED V COLUMN 3X3X14GA. STRESS =1.08 4 -3/16 x 2-1/2 x 14 ga.* MAX LOAD /LEVEL = 5,307 lb. BEAM IS O.K. OVERTURNING BRACING SLAB & SOIL J ANCHOR STRESS = 0.28 # OF ANCHORS = 1 HORIZONTAL V 1 1/2 x 1 x 14ga STRESS = 0.18 DIAGONAL \I 1 1/2 x 1 x 14ga STRESS = 1.10 Ni PUNCT. STRESS = 1.26 BENDING STRESS =1.30 MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 SEIZMIC INC. OFFICE DEPOT PROJECT FOR MORGAN MARSHALL SHEET NO. 7 OF 1 7 CALCULATED BY M.T. DATE 05- 04-2001 i TYPE 1B 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 2500 PSI. REINFORCED 1 - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. SECTION AXIAL FORCE 2,300 lb. 404# _4# 343# 171# 3 2,300 lb. 2 2,300 lb. 1 269ff 6" 134# 66" 98 " -' Iu = 98" MOMENT BEAM MOMENT 44"-4 1 4,275 lb. 10,640 in.lb. 11,318 in.Ib. <- std.conn. 2 2,750 lb. 7,997 in.lb. 8,184 in.lb. <- std.conn. 3 1,225 lb. 4,370 in.lb. 4,185 in.Ib. <- std.conn. TYPE 3 DESIGN LOAD = VARIES BASE PLATE COLUMN BEAM 7 X 5 X .375 Mbase = 8000 in.lb. COLUMN 3X3X14GA. STRESS =0.75 3-1/2 x 2 -3/4 x 14 ga. MAX LOAD /LEVEL = 3,565 lb. BEAM IS O.K. OVERTURNING BRACING SLAB & SOIL NI ANCHOR STRESS = 0.17 # OF ANCHORS = 2 HORIZONTAL \I 1 1/2 x 1 x 14ga STRESS = 0.19 DIAGONAL NI 1 1/2 x 1 x 14ga STRESS = 0.82 Ni PUNCT. STRESS = 0.95 BENDING STRESS =1.33 SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT OFFICE DEPOT FOR MORGAN MARSHALL SHEET NO. 8 OF 1 7 CALCULATED BY M.T. DATE 05-04-2001 TYPE 3 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 2500 PSI. REINFORCED 120" - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. - TYPE =SINGLE ROW UNITS. SECTION AXIAL FORCE 4 40" 2,400 lb. 437# 3,000 lb. 3,000 lb. 362f 181# 5 �`--- 98" -' Iu = 98" MOMENT BEAM MOMENT 36" - 4f 556# 461# 2 30# MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 LOADS & DISTRIBUTION :TYPE 3 LIVE LOAD PER SHELF = WII = VARIES (BASED ON CLIENT SUPPLIED DATA) DEAD LOAD PER SHELF = Wdl = 50 lb TOTAL LOAD PER FRAME = 8,550 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 = (WII + Wdl) x n n = # of shelves Seismic Zone = 3 Ca= 0.36 R(Iong) = 5.6 R(trans) = 4.4 LONGITUDIAL DIRECTION Viong = (2.5 x 0.36 x 1)/(5.6) x W) / 1.4 = 982 lb w/ working stress reduction Fi = VWhi / EW h TRANSVERSE DIRECTION Vtrans = (2.5 x 0.36 x 1)/(4.4) x W / 1.4 = 1249 lb w/ working stress reduction Fi = VWhi / EW h TOTAL FRAME LOAD = 8,550 lb. 1= 1 Soil Coef. = Sd PROJECT OFFICE DEPOT FOR MORGAN MARSHALL SHEET NO. 9 OF 1 7 CALCULATED BY M.T. DATE 05- 04-2001 40" 20" 40" 3 3,000 lb. 2 3,000 lb. 1 1 k 98" Iu = 98" 2,400 lb. ^ 4_ 7�# '` 36.4 -I, 556# •—s 461# 230# 362# 181# Z E4 w _r UO N w w co w w u. Q LU Z � V D S w w h ui Z co U 0 Z r i l I Z IIIII°4114 MIC I II INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 LONGITUDINAL ANALYSIS :TYPE 3 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 = 981 lb. Vcol = 491 lb. F1 = 91 lb. F2= 181 lb. F 3 = 218 lb. BASE PROVIDE PARTIAL FIXITY. SEE BASE PLATE SHT. Mbase = 8000 in.lb. Mupper + Mlower = Mconn'R' + Mconn'L' Mconn'R' = Mconn'L' Mconn * 2 = Mupper + Mlower Mconn = [Mupper + Mlower] /2 RESULTING FORCES ON COLUMN SECTION AXIAL LOAD MOMENT 1 4275 10639 2 2750 7997 3 1225 4370 PROJECT OFFICE DEPOT FOR MORGAN MARSHALL SHEET NO. 10 OF 1 7 CALCULATED BY M.T DATE 05 -04 -2001 Mconn 11318 8183 I I Beam to Col. Conn. SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 COLUMN ANALYSIS :TYPE 3 COLUMN IS ANALYZED PER AISI COLD- FORMED STEEL DESIGN MANUAL Pmax = 4,275 lb. Mmax = 10,640 in.lb. Kxlx /rx = 1.2 * 39 / 1.317 = 35.5 Kyly /ry = .8 * 54 / 1.096 = 39.4 <- GOVERNS Cc = (2n "2E /Fy) ".5 = 107.0 SINCE KI/r <= Cc, Fa = .522Fy - ((kl /r *Fy)/1494]"2 = 24,360 psi. fa = Pmax /Area = 6,409 psi. fb = Mmax /Sx = 13,800 psi. fa /Fa = 0.26 >.15 Fe = 12n "2E /23(Kx1x /rx) "2 F'e = 118,258 psi. Fb = .6 *Fy = 30,000 psi. Cm *fb /Fb[1- fa /F'e] = 0.49 COMBINED STRESS = 0.75 Emni View A 40" 39" J Side View B SECTION PROPERTIES A =3 B =3 C = .75" D =0" E = 0" Wt. = 0# t1 = .0747" t2 = 0" Area = .667 "2 Ix = 1.157 "4 ly = .801 "4 Sx = .771 "3 Sy = .513 "3 rx = 1.317 "2 ry = 1.096 "2 54" 54" ?fi�ret:•i+:l'x�n `.t:5di.�r?Sfi.Y •', .a._n .� .. PROJECT OFFICE DEPOT FOR MORGAN MARSHALL SHEET NO. 11 OF 1 7 CALCULATED BY M.T. DATE 05- 04-2001 MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 - 0981 161 ATLANTIC STREET • POMONA • CA 91768 OFFICE DEPOT MORGAN MARSHALL 12 M.T. PROJECT FOR SHEET NO. CALCULATED BY OF 1 7 DATE 05 -04 -2001 BEAM ANALYSIS :TYPE 3 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. lact = 98.0 in. Imax = [1950 + 1200(M1 /M2)]b /Fy SINCE M1 /M2 = 1.0 Imax = 3150 *b /Fy = 173 in. SINCE Imax > lact Fb = .60Fy = 30,000 psi. MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON 3.5• 1) BENDING CAPACITY M = Sx* Fb = wI ^2/8 = 24564in.Ib. CAPACITY = 2(8 *M /I) = 3564Ib. 2) MAXIMUM ALLOWABLE DEFLECTION (L/180). A = 5wI "4/384EI CAPACITY = 2[(384EI)/(5 *180 *I "2)] = 4290Ib. MAXIMUM STATIC LOAD PER LEVEL IS 3,565 lb. ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL. Mstatic = wI "2/8 = LIVE.LOAD *L/(2 *8) Mallow(static) = Sx * Fb Mimpact = 1.125 *Mstatic Mallow(seismic) = 1.33 * Sx * Fb Mseismic = Mconn (SEE LONG. ANALYSIS) LEVEL Mstatic Mimpact Mallow Mseismic Mallow RESULT 1.125 Mstatic (static) (seismic) 1 18375 20671 24564 11318 32752 GOOD 2 18375 20671 24564 8183 32752 GCCD 3 18375 20671 24564 4185 32752 GOOD Sx = 0.819 in. "3 Ix = 1.637 in. "4 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"23t/4 = .150 " "2 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 = 5,390# > 3,000# c) MOMENT CAPACITY OF BRACKET S bracket = .110 11 ' 4 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 "# Mconn. BEAM TO COLUMN CONNECTION P2 P3 � S r 7f- 1 5/8" P1 C Mupper Mlower Mi r 1" 2" 1 /2" Mconn. 2" 1/2" C =P1 +P2 +P3 = P1 + (2.514.5)P1 + (.514.5)P1 = 1.67 P1 3 "/ 1 "eff. Sbracket = .110 " "3 4. OFFICE DEPOT MORGAN MARSHALL 13 M.T. PROJECT FOR SHEET NO. CALCULATED BY OF 1 7 DATE 05 -04 -2001 MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 TRANSVERSE ANALYSIS : BRACING :TYPE 3 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 = 56.6 Vdiag = Vtrans * Ldiag. / D = 1962# kI /rmin = [ 1 * 56.6 ] / .394 = 143.6 Fa =[12n "2E] /[23(kI /r) "2] = 7235 psi. fa /Fa =Vdiag /(Area *Fa) = 0.82 PROJECT OFFICE DEPOT FOR MORGAN MARSHALL SHEET NO. 14 OF 1 7 CALCULATED BY M.T. DATE 05 -04 -2001 Ds 36" DIAGONAL AND HORIZONTAL BRACING Area= .329 "A2 rmin= .394 " t= .0747" W= 1 .5 " H =1 " MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 OVERTURNING :TYPE 3 ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2228.7.1 OF THE 1997 Uniform Building Code. FULLY LOADED TOP SHELF LOADED TOTAL SHEAR = 1248 lb. Mot = Vtrans * ht * 1.15 = 1248 * 90 * 1.15 = 129823 in.lb. Mst = E(Wp +.85wDL) * d/2 = ( 8400 +.85 * 150) * 36/2 = 153495 in.lb. Puplift = 1(Mot - Mst) /d Puplift <= 0 NO UPLIFT USE 2 ea. 1/2 x 3 -1/2 MIN. EMBED. MIN. EMBED. ANCHOR. CAPACITY OF 1/2 x 3 -1/2 MIN. EMBED. = 875 lb. PULLOUT & 1840 lb. SHEAR COMBINED STRESS1 = 0 / 1750 + 624 / 3680 = 0.17 COMBINED STRESS2 = 107 / 1750 + 178 / 3680 = 0.11 SHEAR = 357 lb. Mot = Vtop * h * 1.15 = 357 * 120 * 1.15 = 49368 in.lb. Mst = (Wp +wDL) * d/2 = ( 2400 +.85 * 150) * 36/2 = 45495 in.lb. Puplift = 1(Mot - Mst) /d = 107 lb. <- CRITICAL PROJECT OFFICE DEPOT FOR MORGAN MARSHALL SHEET NO. 15 OF 1 7 CALCULATED BY M.T. DATE 05 -04 -2001 54" 1 36" - 4 556# 230# MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 OFFICE DEPOT MORGAN MARSHALL 16 M.T. PROJECT FOR SHEET NO. CALCULATED BY OF 1 7 DATE 05 -04 -2001 BASE PLATE :TYPE 3 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 = 4275 lb. B = 7 in. Mb = 8000 in.Ib. P/A = Pcol /(D *B) = 122.1 psi. M/S = Mb /((D *B "2)/6) = 195.9 psi. fb2 = 2b /B *fb = 111.9 psi. fb1 = fb -fb2 = 83.96 psi. Mbase = wb1 "2/2 = b1 "2/2[ fa + fb1 + .67fb2] Mbase = 561.5 in.Ib. Sbase = 1 *t "2/6 = 0.0234 in. "3 Fbase = .75Fy * 1.33 = 36000 psi. fb /Fb = Mbase /(Sbase *Fbase) = .66 ANCHOR TENSION EMo = 0 T *d2= [Mbase- Pcol *b /2] T = Mbase /d2 - Pcol *b /2d2 T = 396 lb. D =5in. b = 3 in. t = .375 in. b1 = 2 in. fa rb bl ,1' b B leigi Pcol fb2 b] fbl MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 - 0981 161 ATLANTIC STREET • POMONA • CA 91768 „q .:l.,.L OFFICE DEPOT PROJECT FOR SHEET NO. OF 1 7 MORGAN MARSHALL 17 CALCULATED BY M.T. DATE 05 -04 -2001 SLAB AND SOIL :TYPE 3 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) = 12,116 lb. Fpunct = 2*sqrt(f'c) = 100.0 psi. Apunct = [(w +t /2) +(d +t /2)] *2 *t = 128.0 in. "2 fv /Fv = Pmax /(Apunct *Fpunct) = 0.95 (b) SLAB TENSION Asoil = Pmax /(1.33 * fsoil) = 9.09 ft. ^2 = 1,308 in. "2 L = sqrt(Asoil) = 36.2 in. B = sqrt(w*d) + t = 9.9 in. b = (L -B) /2 = 13.1 in. Mconc = wb "2/2 = (1.33 *fsoil *b "2)/(144 *2) = 797.9 in.lb. Sconc = 1 = 2.67 in. "3 Fconc = 50 *sgrt(fc) = 225.00 psi. fb /Fb = Mconc/(Sconc*Fconc) = 1.33 B L BASE PLATE w = 7 in. d = 5 in. CONCRETE t =4in. f'c = 2500 psi. SOIL fs = 1000 psf. STORAGE RACKS ORIVE-IN RACKS CAMAEVER RACKS IEZZAN ES CONNEYOFIS CAROUSES STEEL SHELVING MOVABLE SHELVING STORAGE TANKS MODULAR OFFICES GONDOLAS BOOKSTACKS 161 ATLANTIC STREET SEIZMIC MATERIAL HANDLING ENGINEERING EXPIRES EST. 1985 POMONA • CA 91768 CITY APPROVALS STATE APPROVALS PEAMTTING SERVICES PRODUCT TEST1N4 FELD INSPECTION SPECIAL FABRICATION SEISMIC ANALYSIS OF STORAGE RACKS FOR OFFICE DEPOT TUKWILA, WA #01 -0747 TEL: (909)869 -0989 ALASKA NEVADA ARIZONA NEW MIDOCO CAUFORNA CR333N COLCRN)0 PENVSYLVANA DAHD UTAH MISSOURI WASNNGTON MAY 0 8 1001 FAX: (909)869 -0981 fro //39 TABLE OF CONTENTS DESCRIPTION PAGE # COVER SHEET 1 TABLE OF CONTENTS 2 SCOPE 2 PARAMETERS 3 CONFIGURATIONS 4 - 5 COMPONENTS & SPECS. 6- 8 LOADS AND DISTRIBUTION 9 LONGITUDINAL ANALYSIS 10 COLUMN 11 BEAM 12 BEAM TO COLUMN 13 BRACING 14 OVERTURNING 15 BASE PLATE 16 SLAB & SOIL 17 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. a -. PROJECT OFFICE DEPOT FOR MORGAN MARSHALL SHEET NO. 2 OF 1 7 CALCULATED BY M.T. DATE 05 -04 -2001 MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT OFFICE DEPOT FOR MORGAN MARSHALL SHEET NO. 3 OF 1 7 CALCULATED BY M.T. DATE 05- 04-2001 a • ,' Y 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. TRANSVERSE TRIBUTARY AREA LONGITUDINAL TOP VIEW MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT OFFICE DEPOT FOR MORGAN MARSHALL SHEET NO. 4 OF 1 7 CALCULATED BY M.T. DATE 05- 04-2001 CONFIGURATIONS f 32" 96" 32" 32" 144" 48" 8" TYPE 1A 2,000 lb. 2,000 lb. 2,000 lb. 4 "— 98" - - ---,' 44-4. TYPE 1B 2,300 lb. 2,300 lb. 2,300 lb. 66" 98" e 44" 4 MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT OFFICE DEPOT FOR MORGAN MARSHALL SHEET NO. 5 OF 1 7 CALCULATED BY M.T. DATE 05- 04-2001 1 3,075 lb. 10,585 in.lb. 9,645 in.lb. <- std.conn. 2 2,050 lb. 4,704 in.lb. 5,764 in.lb. <- std.conn. 3 1,025 lb. 2,823 in.lb. 3,411 in.lb. <- std.conn. TYPE 'IA DESIGN LOAD = 2000# BASE PLATE COLUMN BEAM X 3 X 3 X .12 BASE PINNED 'I COLUMN 3X3X14GA. STRESS =0.65 4 -1/2 x 2 -3/4 x 14 ga.* MAX LOAD /LEVEL = 5,081 lb. BEAM IS O.K. NI OVERTURNING BRACING SLAB & SOIL \I ANCHOR STRESS =0.24 # OF ANCHORS = 1 HORIZONTAL \I 1 1/2 x 1 x 14ga STRESS = 0.16 DIAGONAL NI 1 1/2 x 1 x 14ga STRESS = 0.3 PUNCT. STRESS = 0.91 BENDING STRESS =0.85 - SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 TYPE 1A SPECIFICATION - MAIN STEEL - BASE PLATE STEEL - ANCHOR - WEDGE TYPE 1/2 x 3 -1/2 MIN. EM : ED. - FLOOR SLAB 4" X 2500 PSI. REINFORCED 96" - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. SECTION 50000 PSI 36000 PSI AXIAL FORCE 2" PROJECT OFFICE DEPOT FOR MORGAN MARSHALL SHEET NO. 6 OF 1 7 CALCULATED BY M.T DATE 05 -04 -2001 2.000 lb. 2,000 lb. 2,000 lb. 352# 98" -4 lu = 98" MOMENT BEAM MOMENT NOTE: THE ACTUAL BASE SIZE FOR TYPES 1A & 1B ARE 3 x 4 1/2 x 11 ga. ONLY THE EFFECTIVE BASE AREA IS USED IN THE ANALYSIS. 44 ".' 449# 299# -0 49# 1 3,525 lb. 18,606 in.lb. 15,347 in.lb. <- std.conn. 2 2,350 lb. 8,089 in.lb. 8,471 in.lb. <- std.conn. 3 1,175 lb. 4,854 in.lb. 4,427 in.lb. <- std.conn. TYPE 1B DESIGN LOAD = 2300# BASE PLATE COLUMN BEAM X 3 X 3 X .1196 BASE PINNED Ni COLUMN 3X3X14GA. STRESS =1.08 q 4 -3/16 x 2-1/2 x 14 ga.* MAX LOAD /LEVEL = 5,307 lb. BEAM IS O.K. OVERTURNING BRACING SLAB & SOIL ANCHOR STRESS = 0.28 # OF ANCHORS = 1 HORIZONTAL f 1 1/2 x 1 x 14ga STRESS = 0.18 DIAGONAL \f 1 1/2 x 1 x 14ga STRESS = 1 .10 q PUNCT. STRESS =1.26 BENDING STRESS =1.30 TYPE 1B - MAIN STEEL MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 SPECIFICATION - BASE PLATE STEEL SECTION 50000 PSI 36000 PSI - ANCHOR • WEDGE TYPE 1/2 x 3 -1/2 MIN. EM - FLOOR SLAB 4" X 2500 PSI. REINFORCED 1 - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. - TYPE = SINGLE ROW UNITS. AXIAL FORCE OFFICE DEPOT PROJECT FOR MORGAN MARSHALL SHEET NO. 7 OF 1 7 CALCULATED BY M.T. DATE 05-04-2001 2,300 lb. 404# 3 2,300 lb. 2 2,300 lb. 1 269ff 6" 134# E6" III 98" MOMENT u = BEAM MOMENT 4` 44" - 4 514# 343# 171# z ix w QQm J0 00 (I) 11. It - O wz U= O z 1 4,275 lb. 10,640 in.lb. 11,318 in.lb. <- std.conn. 2 2,750 lb. 7,997 in.lb. 8,184 in.Ib. <- std.conn. 3 1,225 lb. 4,370 in.lb. 4,185 in.Ib. <- std.conn. TYPE 3 DESIGN LOAD = VARIES BASE PLATE COLUMN BEAM 7 X 5 X .375 Mbase = 8000 in.Ib. NI COLUMN 3X3X14GA. STRESS =0.75 3-1/2 x 2 -3/4 x 14 ga. MAX LOAD /LEVEL = 3,565 lb. BEAM IS O.K. OVERTURNING BRACING SLAB & SOIL «I ANCHOR STRESS = 0.17 # OF ANCHORS = 2 HORIZONTAL V 1 1/2 x 1 x 14ga STRESS = 0.19 DIAGONAL -V 1 1/2 x 1 x 14ga STRESS = 0.82 •f PUNCT. STRESS = 0.95 BENDING STRESS =1.33 MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91766 OFFICE DEPOT PROJECT FOR MORGAN MARSHALL SHEET NO. 8 OF 1 7 CALCULATED BY M.T. DATE 05- 04-2001 TYPE 3 - MAIN STEEL SPECIFICATION - BASE PLATE STEEL - ANCHOR - WEDGE TYPE 1/2 x 3 -1/2 MIN. EM ED. SECTION 50000 PSI 36000 PSI - FLOOR SLAB 4' X 2500 PSI. REINFORCED 120" - SOIL BEARING PRESSURE 1000 PSF - SEISMIC ZONE 3. - TYPE - SINGLE ROW UNITS. AXIAL FORCE 1 2,400 lb. 437, 3,000 lb. 3,000 lb. 98" ---' Iu = 98" MOMENT BEAM MOMENT 36" - 4 461# 230# -so MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 LOADS & DISTRIBUTION :TYPE 3 LIVE LOAD PER SHELF = WII = VARIES (BASED ON CLIENT SUPPLIED DATA) DEAD LOAD PER SHELF = WdI = 50 lb TOTAL LOAD PER FRAME = 8,550 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 = (WII + Wdl) x n n = # of shelves Seismic Zone = 3 Ca = 0.36 R(long) = 5.6 R(trans) = 4.4 Fl = VWhi / EW h TOTAL FRAME LOAD = 8,550 lb. 1= 1 Soli Coef. = Sd J,,ONGITUDIAL DIRECTION Vlong = (2.5 x 0.36 x 1)1(5.6) x W) / 1.4 982 lb w/ working stress reduction Fi = VWhi / EWh TRANSVERSE DIRECTIO Vtrans = (2.5 x 0.36 x 1)/(4.4) x W / 1.4 1249 lb w/ working stress reduction PROJECT OFFICE DEPOT FOR MORGAN MARSHALL SHEET NO. 9 OF 1 7 CALCULATED BY M . T . DATE 0504-2001 2,400 lb. 437# 40" 20" 40" 0 3 3,000 lb. 2 3,000 lb. 1 1 98 "- ' lu = 98" 556# --P E4" 54" 36" -' 461# 230# -0 362# 181# MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 LONGITUDINAL ANALYSIS :TYPE 3 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 = 981 lb. Vcol = 491 lb. F 1 = 91 lb. F2= 181 lb. F 3 = 218 lb. BASE PROVIDE PARTIAL FIXITY. SEE BASE PLATE SHT. Mbase = 8000 in.lb. Mupper + Mlower = Mconn'R' + Mconn'L' Mconn'R' = Mconn'L' Mconn * 2 = Mupper + Mlower Mconn = [Mupper + Mlower] /2 RESULTING FORCES ON COLUMN SECTION AXIAL LOAD MOMENT Mconn 1 4275 10639 11318 2 2750 7997 8183 3 1225 4370 PROJECT OFFICE DEPOT FOR MORGAN MARSHALL SHEET NO. 10 OF 1 7 CALCULATED BY M.T DATE 05-04-2001 Mconn "1." Jl M IOWC Mup{rr Beam to Cal. Conn. Mconn "K" MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 COLUMN ANALYSIS :TYPE 3 COLUMN IS ANALYZED PER AISI COLD - FORMED STEEL DESIGN MANUAL. Pmax = 4,275 lb. Mmax = 10,640 in.lb. Kxlx /rx = 1.2 * 39 / 1.317 = 35.5 Kyly /ry = .8 * 54 / 1.096 = 3 9.4 <- GOVERNS Cc = (2n "2E /Fy) ^.5 = 107.0 SINCE KI /r <= Cc, Fa = .522Fy - [(kI /r *Fy)/1494]"2 = 24,360 psi. fa = Pmax /Area = 6,409 psi. fb = Mmax /Sx = 13,800 psi. fa /Fa = 0.26 >.15 F'e = 12n "2E /23(Kxlx /rxY 2 F'e = 118,258 psi. Fb = .6 *Fy = 30,000 psi. Cm *fb /Fb[1- fa /F'e] = 0.49 COMBINED STRESS = 0.75 40" 39" Front View A __==;EC__ SECTION PROPERTIES A =3" B =3" C =.75" D =0" E =0" Wt. = 0# t1 = .0747" t2 = 0" Area = .667 "2 Ix = 1.157 " "4 ly = 801"4 Sx = .771" 3 Sy = .513 "^3 rx = 1.317 "2 ry = 1.096 "2 Side View 54 54• PROJECT OFFICE DEPOT FOR MORGAN MARSHALL SHEET NO. 11 OF 1 7 M.T. CALCULATED BY 05-04-2001 DATE . .,rca *act' ✓,r' .. MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 OFFICE DEPOT PROJECT FOR MORGAN MARSHALL SHEET NO. 12 OF 1 7 CALCULATED BY M.T. DATE 05-04 -2001 BEAM ANALYSIS :TYPE 3 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. (act = 98.0 in. 'max = [1950 + 1200(M1 /M2)]b /Fy SINCE M1 /M2 = 1.0 Imax = 3150 *b /Fy = 173 in. SINCE Imax > lact Fb = .60Fy = 30,000 psi. MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON 1) BENDING CAPACITY M= Sx* Fb= wI ^2/8 = 24564in.Ib. CAPACITY = 2(8 *M /I) = 35641b. 2) MAXIMUM ALLOWABLE DEFLECTION (L/180). A = 5wI ^4/384EI CAPACITY = 2[(384EI)/(5 *180 *I ^2)] = 4290Ib. MAXIMUM STATIC LOAD PER LEVEL IS 3,565 lb. ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL. Mstatic = wI "2/8 = LIVE.LOAD *L /(2 *8) Mallow(static) = Sx * Fb Mimpact = 1.125 *Mstatic Mallow(seismic) = 1.33 * Sx * Fb Mseismic = Mconn (SEE LONG. ANALYSIS) LEVEL Mstatic Mimpact Mallow Mseismic Mallow RESULT 1.125 Mstatic (static) (seismic) 1 18375 20671 24564 11318 32752 GUCD 2 18375 20671 24564 8183 32752 COCD 3 18375 20671 24564 4185 32752 GOOD 3 5" Sx = 0.819 in. "3 Ix = 1.637 in. "4 MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 OFFICE DEPOT MORGAN MARSHALL 13 M.T. PROJECT FOR SHEET NO. CALCULATED BY OF 1 7 DATE 05 -04 -2001 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 " ^2 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 = 5,390# > 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 * = 5.94 * 3,000# *1.33 = 23,778 "# 3 "/ 1 "eff. 5 Mconn. 1 5/8" t =7ga. Sbracket = .110 " "3 P1 C Mupper Mlower BEAM TO COLUMN CQNNECTION 1/2" Mconn. 1 " 2" 2" 1/2" C =P1 +P2 +P3 = P1 + (2.514.5)P1 + (.5/4.5)P1 = 1.67 P1 MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT OFFICE DEPOT FOR MORGAN MARSHALL SHEET NO. 14 OF 1 7 CALCULATED BY M.T. DATE 05 -04 -2001 TRANSVERSE ANALYSIS : BRACING :TYPE 3 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 = 56.6 Vdiag = Vtrans * Ldiag. / D = 1962# kI /rmin = [ 1 * 56.6 ] / .394 = 143.6 Fa =[12n "2E1 /[23(kI /r) ^2] = 7235 psi. fa /Fa =Vdiag /(Area *Fa) = 0.82 DI= 56.6" D= 36" DIAGONAL AND HORIZONTAL BRACING L. 54" Area= .329 " "2 rmin= .394 " t =.0747" H W= 1.5" H= 1 " MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 PROJECT OFFICE DEPOT FOR MORGAN MARSHALL SHEET NO. 15 OF 1 7 CALCULATED BY M.T. DATE 05- 04-2001 OVERTURNING :TYPE 3 ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2228.7.1 OF THE 1997 Uniform Building Code. FULLY LOADED TOP SHELF L OADED TOTAL SHEAR = 1248 lb. Mot = Vtrans * ht * 1.15 = 1248 * 90 * 1.15 = 129823 in.Ib. Mst = E(Wp +.85wDL) * d/2 = ( 8400 +.85 * 150) * 36/2 = 153495 in.Ib. Puplift = 1(Mot - Mst) /d Puplift <= 0 NO UPLIFT SHEAR = 357 lb. Mot = Vtop * h * 1.15 = 357 * 120 * 1.15 = 49368 in.lb. Mst = (Wp +wDL) * d/2 = ( 2400 +.85 * 150) * 36/2 = 45495 in.lb. Puplift = 1(Mot - Mst) /d = 107 lb. <- CRITICAL 4" E4" 36" USE 2 ea. 1/2 x 3 -1/2 MIN. EMBED. MIN. EMBED. ANCHOR. CAPACITY OF 1/2 x 3-1/2 MIN. EMBED. = 875 lb. PULLOUT & 1840 lb. SHEAR COMBINED STRESS1 = 0 / 1750 + 624 / 3680 = 0.17 COMBINED STRESS2 = 107 / 1750 + 178 / 3680 = 0.11 461# 230# -0 MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 - 0981 161 ATLANTIC STREET • POMONA • CA 91768 BASE PLATE :TYPE 3 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 = 4275 lb. B = 7 in. Mb = 8000 in.lb. P/A = Pcol /(D *B) = 122.1 psi. M/S = Mb /((D *B "2)/6) = 195.9 psi. fb2 = 2b /B *fb = 111.9 psi. fb1 = fb -fb2 = 83.96 psi. Mbase = wb1 "2/2 = b1"2/2( fa + fb1 + .67fb2] Mbase = 561.5 in.lb. Sbase = 1 *t ^2/6 = 0.0234 in. ^3 Fbase = .75Fy * 1.33 = 36000 psi. fb /Fb = Mbase /(Sbase *Fbase) = .66 ANCHOR TENSION EMo = 0 T *d2= [Mbase- Pcol *b /2] T = Mbase /d2 - Pcol *b /2d2 T = 396 lb. D =5in. b = 3 in. PROJECT OFFICE DEPOT FOR MORGAN MARSHALL SHEET NO. 1 OF 1 7 CALCULATED BY M.T. DATE 05 -04 -2001 t = .375 in. b1 = 2 in. fa Pcol bt re 41 00 wO � d • w n o O - °t w w u . � (a) PUNCTURE (b) SLAB TENSION Asoil = Pmax /(1.33 * fsoil) = 9.09 ft.A2 = 1,308 in. "2 L = sqrt(Asoil) = 36.2 in. B = sqrt(w*d) + t = 9.9 in. b = (L -B) /2 = 13.1 in. Mconc = wb "2/2 = (1.33 *fsoil *b "2) /(144 *2) = 797.9 in.lb. Sconc = 1 *t "2/6 = 2.67 in. "3 Fconc = 50 *sgrt(f'c) = 225.00 psi. fb /Fb = Mconc /(Sconc * Fconc) = 1.33 OFFICE DEPOT MORGAN MARSHALL 17 PROJECT FOR SHEET NO. CALCULATED BY M.T. Pmax = 1.4 DEAD LOAD + 1.7 LIVE LOAD Pmax = 1.4 * Pcol + 1.7 * (Mot /d) = 12,116 lb. Fpunct = 2 *sgrt(f'c) = 100.0 psi. Apunct = [(w +t /2) +(d +t /2)] *2 *t = 128.0 in. "2 fv /Fv = Pmax /(Apunct * Fpunct) = 0.95 OF 1 7 DATE 05 -04 -2001 MATERIAL HANDLING ENGINEERING TEL: (909)869 -0989 • FAX: (909)869 -0981 161 ATLANTIC STREET • POMONA • CA 91768 SLAB AND SOIL :TYPE 3 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. B L BASE PLATE w = 7 in. d = 5 in. CONCRETE t =4in. f'c = 2500 psi. SOIL fs = 1000 psf. /I * - 4 t * * ikkikkk . .% ' , I. ; t1/4 4 •144kkk. 4 .4kkk - kt 4 t4kktStki t ¼ 4t t 4 k. tk.4 kk CIT OF 1 () W 3 L . s. t's ! **A ..44* tk.kkAikt4:\ t.kkkkkv..1t T s 7 f1fEPi 1 1 ef fr r f I itcu ', t; J .s P m fl e t ho : HE U. tl t ri C.)/ T :4 IL i( E I ■ f !') • - • • • , -• - • - • _ • ■ , • - • _ • • ^ 1 tt r• rn t t4 ; !) 0 t - .3 (. f Q / is i 1 F r ;.■ 4.1 -.`. I. (1 (1 s• ; t) s4 NI) 4 r . 7 ;.-.■ ;` Th P ‘,. rs 1, I. E f . Q ‘, t: ;S L. ss * A * * * * A 4. * * * 4 A A A 4 ' i■ 1 I lk ft A 4'. 4 ' ■ 1 # r , tut t (1 tis :12 2 .100 00(1/ . 904 0 tl +2 I I) I! Ii U 1 Lt 3 — E. HE - 13 t4 E. Ilil L. Ls 3 r..C; ' • 41* • = s .; ; ; - — , October 1, 2001 Mr. Eric Koch 2150 North 107th, Suite 320 Seattle, WA 98133 City of Tukwila Department of Community Development Steve Lancaster, Director RE: Permit Application No. D01 -139 300 Andover Park West 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: A progress inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve a one-time 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 November 18, 2001, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, f. Permit Technician Xc: Permit File No.D01 -139 Duane Griffin, Building Official 6300 Soutltcenu'r 13oulevard, Suite 11100 • Tukwila, Washington 98188 • Phone: 206 - 431.3670 • Fax: 206-431-3665 • Call the City Of Tukwila Permit Center at (206) 431 -3670 to schedule a progress / final inspection - Steven M. Mullet, Mayor - l04 . el: 3C 4NCi1,lEP Pi. 1 , , ,' ce '.i. Suit?: Tyve: riEVPEPM Parcel #: 26:'304-911? f:2Y;e '..77 1.4 Jr if 4 k k k OF k 4 41,4,4 41■444,44$ 44 t‘ *44 4,4 . 4 . 44 • 4 4•-• , •.,A44 , e , :k..4.4c.t. 6. i i i Z. it • i Permit Conditions. 1. No chan.:Jes will k.e 11=ade tfit71 the Evaineer and the Tut WHO. All constructicn to be done in conf-... w:th plans and reduirements of rhe . 1. 2, .:4 - Edition as amended. Unif-:.cm Me.:hanical , :ode and Washington State Fneoy 3. All permits, insoectioh available at the ic_lb tt crir to me .T These document: are to ;.::e and able until flna/ inspetion aohr:-. ): 4, Validitv of Permit, Pie is.Tvahe a 1 e: plans, soecifications, and comnot.l.tIon.: r‘he!) - strued to be a . ..ermit ar of any of the provision: the other ordinance of the iurisdi:ti. 7.4o give authority t violate or cancel tn..- thi code shall be valid. 5. **AFIRE DEPAPtMENT 1 :0NOITIONS'" 6. The attached set ol OlAr) h,1%;0 been , e ., :ev,ed rho r Prevention Bureau and are accepab:e with the concerns: 7 Storaae may nvt be close( than 3 r a!! to ceiling-hung "Space or _f hearer:. 6. Storage may not be clo.i.er than Ot. hi heads. (NFPA 13. 9, Jo .Jouble row racks wtth helQh1 tic t. ad including 25'. an average 6' rca!ite between loads or at r•cf. ;tCrIQ'fri iNFPA 131 10. Maintain minimum 6 lonoitudira) floe 51, 1:—. tc back racks. iNFPA 13' 11. Where storaoe beiont e...ceed.F 1F. feet ia0.1 cet!InQ only are installed. fire pcotecto;, ol methods is reduired fo steel buldino colu;lins within racks: one-hour fire ib) sprinkIt rs at the 15 foot elevation 01' thtl ‘ ceilind 3pr I r I Lr den.2,it Tukwila Fire Preventior, Eure,iu. rj: 13. 12. Aisles leading to reouired ehits sh. he t.rocied f; . (1 1 portions C buildings. PHs12 loca):ed route of travel shall aso comoly w:th the requiremens for a 1 .)( 7 4: 3. Oepending on the class,fio..it;on of stored and the si:e of the sroiitoe hose stations 3nd ;urtain boads ma 'c:e 61-A of the Unifc;rm Fire Prevention Bureau for - further inicartcn 14. An approved nose station ,jut -7 plans must be submitted to the FiYe 1 The.: tor AoJ.A! t installation., iCity OrtlinwJe 01:'01) 15. Racks desi9ned for hi9h-piled .sro,AQe comr section 2207 of the Uniform i9u1101n f=od,2 the Tukwila Buildina Depa:to=ent hetAinTr) design and int,AMation it Refrain from b1.: n& .Fprini ler .. with NFPA standard 013 :tAtel.t tinAt 41 In e. of 4 fet?t in width will ;yu I 1t yf sprinklers thereunder. 17. Hi9h-piled combustible ;:tocA9e 10,Ate. LAL In closel packed piles more than I fec ih combustible material: on pallets or in cA.:1'z th.in 1: feet in hei9lit. For certain such as rubber tires. plastic.:— f7allp■ale Hy ii idle pallets. etc.. t crit!c:A1 v‘t¶e it lQht. v1, Le 3: as 6 feet. (1!FC article 2. itic. 113. Contact the Tuiwila Fire r eure. ro .1; required InsPections and Ordinance *1900 and 4i9•li 19. This review limited to spe terant so.,:e only - sPecial fire Pt(iflIt flt. tit: I description of intended use. -) 0. Any overlooked hazaz .conOiro adopted Fire o 1uildin9 fic,e:1:, not fi'.101y such condition or vtol4Atior4 . The plans were revIewed tv !ou n,Ave questions. please call the Tuivoi a Fire i:':everian ,at (206)575-4407. S necebv certiiv that I have :•ead these •:on1iti.. .;,hd yiH1 with them as outlined. All prcionli of 1 0 , 7 . J 1 woci. wIll be complied wTth. whethe.• spec■;:led necein The , .lrantin9 of this oecmit doe nor ocume to viIc r ccnce toe of A:1, Io:A ion or the pecfc, of , .. i , ) , • r . -.., ,..„7 . i / ' • . / , r ---) e.,:, .---, i . i 1 1 , . •r , P i" i n t Nam e : .. ( y J .2 I ,,/ i f (-i 7 1 - / I t.' : ( 4._ : 2/ 9 > 2 ,....,., r t f t.4+,:, tO w! 1 P y t :1 7 i t ` *:, 6',d 6 ►' t' , • _3 f 11 t , , +r 3 ! • t'. {H 19h -l' '. 1 ?.d tt in I)t"liltit .. 6 :' i t t L i` i. .'E t 4 r ,.fl r (,`i'4 1 ? l . t7 i. SC P 4,1 t: i t rr 1;) I 1 !! Ptij • t`t' +',t•_ra_ : i . , : rJ 'f t : i.l i= t .'t :'• � '.t i t ; r1 +: 1 . _ 'f - - - r .. r tr.fl } :`5; , ,? The 0 # _il'._ t i : _ . ' / S .. .. t t 1 ' ! 1 r . e 4 4 4 4 4 4 4 4 4 4, 4 4 4 4 4 4: 4 T • S. ACTIVITY NUMBER D01 -139 PROJECT NAME: OFFICE DEPOT (RACK) SITE ADDRESS: 300 ANDOVER PARK WEST SUITE NO: Original Plan Submittal DEPARTMENTS: Bui ding Division t 51-01 Public Works Complete Comments: Approved WRROUII txx N/1 Response to Correction Letter # Revision # _ AFTER Permit Is Issued TUES /THURS ROUTING: Please Route REVIEWER'S INITIALS: PLAN REVIEW /ROUTING SLIP APPROVALS OR CORRECTIONS: (ten days) tc Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete Structural Review Required C Approved ri Approved with Conditions REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved with Conditions n n REVIEWER'S INITIALS: Response to Incomplete Letter tI PERMIT COORD COPY DATE: 05 -08 -01 Planning Division Permit Coordinator DUE DATE: 05-10-01 Not Applicable 1 No further Review Required n n DATE: DUE DATE 06-03-01 Not Approved (attach comments) DATE: DUE DATE Not Approved (attach comments) DATE: 1 I File: 1 35mm Drawing# / et* DESCRIPTION DI N 1. DRAWN: MM CHECK: EEK JOB NO: 9 - 020 Office DEPOT 9E NM 300 ANDOV - �UJCS�V' 1 R PARK Q 9 r R RA NO" J NO MATERIALS OR PRODUCTS CONTAINING ASBESTOS ARE TO BE UTILIZED IN THIS PROJECT. NO PRODUCTS ARE TO BE UTILIZED IN TH1& WORK THAT WILL REQUIRE SPECIAL INSPECTIONS OF HAZARDOUS MATERIALS SHOULD THEY BE REMOVED. ALL CONSTRUCTION SHALL CONFORM TO THE 1994 EDITION CF THE UNIFORM BUILDING CODE. ALL CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH THERE PLANS 4 PROJECT SPECIFICATIONS. GENERAL CONTRACTOR TO VERIFY ALL DIMENSIONS. IN THE EVENT OF CONFLICTS OR CHANGER BETWEEN DETAILS OR BETWEEN THE PLANS 4 SPECIFICATIONS, NOTIFY THE ARCHITECT IMMEDIATELY. FINISH FLOOR REF. DATUM EQUALS (0' -0'). REFER TO TOPOGRAPHIC SURVEY FOR ACTUAL BITE ELEVATION. ALL DIMENSIONS ARE TO FACE OF CONCRETE, MASONRY, FACE OF FRAHING OR COLUMN CENTER LINES UNA. ALL T WOOD OF ANWITH CC CONCRETE FOUN GRADE CEDAR OR R E TREATED A MARKED IOO S,811RE AN APPROVED TESTING AGENCY. B ALL W BE F FORMS ED D FOR CONCRETE, IN 714E GROUND OR BETWEEN FOUNDATION SILLS 4 THE GROUND PROVIDE HORIZONTAL FIREBLOCKING IN ALL FRAME WALLS AT 10' -0' O.C. 4 WHERE FRAME WALLS PENETRATE CEILING. FIREBLOCK IN ACCORDANCE WITH UB.C. BEE. 105-111,114. ENCLOSED ATTIC SPACES SHALL BE DIVIDED INTO 14ORIZ. AREAS NOT EXCEEDING 9 00 SF. WITH THE GREATEST DIMENSION NOT TO EXCEED 100 FEET. 714E8E AREAS SHALL 15E DIVIDED BY PARTITIONS EXTENDING FROM THE CEILING TO THE UNDERSIDE OF THE ROCF DECK ENCLOSED SPACE (SEALED) BETWEEN FLOOR 4 CEILINGS SHALL BE DIVIDED INTO HORIZ AREAS NOT TO EXCEED 1,000 SF. THESE AREAS SHALL BE DIVIDED BY PARTITIONS EXTENDING FROM THE CEILING TO ROOF OR FLOOR MATERIAL SHALL BE B /8' GYP. BD. OR 3/8' PLYWD- OPENINGS IN PARTITIONS SHALL BE PROTECTED BY SELF CLOS. DRS. WITH AUTO. LATCHES, PER U.B.C. 2516,E /4/15/lII/EXCEPTION PROVIDE A FLOOR OR LANDING NOT 'GREATER THAN 'A' BELOW THRESHOLD AT ALL DOORWAYS. AND /OR PROVIDE OBE 8 HIGH MINI. SYMBOLS SHALL LOCATION HIGH DENSITY STYROFOAM LETTERS METALLIC OR LAMINATE FACE, EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE WITHOUT THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE OR ANY SPECIAL KNOWLEDGE OR EFFORT (I.E. NO DEAD BOLTS, SURFACE BOLTS, THUMB -TURNS ETC) THE MAIN EXIT ONLY MAY HAVE A KEY LOCKING DEVICE, IF THERE IS A SIGN ADJACENT TO THE DOOR STATING 'THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS'. WHEN UNLOCKED, THE DOOR SHALL BE FREE TO SWING WITHOUT THE USE OF ANY LATCHING DEVICE. ( UB.C.10043 ) SURFACE MOUNTED FLUSH OR SURFACE BOLTS ARE PROHIBITED. AUTOMATIC FLUSH BOLTS ARE ALLOWED ON PAIRS OF DOORS, PROVIDED THE DOOR WIN THE FLUSH BOLT 1445 NO KNOBS OR SURFACE- MOUNTED HARDWARE, AND THE UNLATCHING OF MY LEAF REQUIRES ONLY A SINGLE OPERATION. ( SECTION 10043 ) ALL ROOMS OR AREA& HAVING AN OCCUPANT LOAD OF 50 (1600 SF OF RETAIL SPACE) OR MORE SHALL HAVE AT LEAST 2 EXITS TO THE EXTERIOR OR TO AN EXIT CORRIDOR ( ONE -HOUR CONSTRICTION), ( UBL:. 1003.1 ) EXITS SHALL HAVE A MIN. SEPARATION CF ONE HALF THE MAX. OVERALL DIAGONAL OP THE BUILDING OR AREA SERVED, MEASURED IN A STRAIGHT LINE BETWEEN EXITS. ( U. SECTION 10033 ) EXPOSED INSULATION MATERIALS INCLUDING FACINGS AND VAPOR BARRIERS, SHALL HAVE A FLAME SPREAD RATING NOT TO EXCEED 25, AND A SMOKE DENSITY NOT TO EXCEED 450, OR SHALL BE IN SUBSTANTIAL CONTACT WIN THE WALL OR DEILING SUWACE FINISH. (USG. SECTION 101.3) ELECTRIC RESISTANCE HEAT IB NOT ALLOWED UNLESS THE WASHINGTON STATE NON - RESIDENTIAL ENERGY CODE COMPLIANCE FORM IS REVISED. LIMIT AIR LEAKAGE PER U1.5E.C. SECT. 1314. 'ASH LS NG CK NG SYMBO OFFICE 101 < IA2 < - +all Sur ON BUILDING SECTION SECTION IDENTIFICATION LOCATED ON SHEET_ WALL SECTION SECTION IDENTIFICATION LOCATED ON SHEET. DETAIL - DETAIL IDENTIFICATION LOCATED ON SHEET INTERIOR ELEVATION ELEVATION IDENTIFICATION , LOCATED ON SHEET ROOM SYMBOL <- ROOM NAME -ROOM NUMBER I ROO MATERIAL ODES 2nd No WALLBN)AINSCOT 3rd No CEILING 950 SQFT. . CEILING HEIGHT FOOTAGE GRID MARKERS < - LETTERS IN ONE DIRECTION _NUMBERS IN THE OTHER DOOR SYMBOL O < DOOR NUMBER WALL SYMBOL WALL IDENTIFICATION WINDOW SYMBOL �< WINDOW IDENTIFICATION MATCH LINE - - SHADED PORTION IS 714E SIDE CONSIDERED J I 4 1I NORTH ARROW ELEVATION MARKER FINISH GRADE ELEVATION TOP OF CURB TOP OF PAVEMENT - CENTER LINE PROPERTY LINE > - > -> CENTER LINE OP STREAM • NEW CONTOUR �// EXISTING CONTOUR REVISION CLOUD IDENTIFYING NUMBER 1.10.060 PROJ J IDA" J Q LOCATION, ZONING, OCCUPANCY, CONSTRUCTION, OFFICE DEPOT SQUARE IBT FLOOR MEZZANINE TOTAL TAX ID* 300 ANDOVER PARK WEST, SUITE 400 0 -2 M TYPE II, N (FULLY SPRINKLED) FOOTAGE, 28,126 SF 10,861 SF 39993 SF voNfi MAP I6 I, 1406 TUKUJILA SITE 180714 ST. CONSU " J Q\ - s TENANT, OFFICE DEPOT INC. 2200 OLD GERMANTOWN ROAD DELRAY BEACH, FLORIDA 33445 1014 (401) 265.1192 FAX, (401) 265 -4118 E -MAIL, TBASCOMBE'OFFICEDEPOT.COM CONTACT, TIM BASCCMBE ARCHITECT / PLANNER, PARTNERS ARCHITECTURAL DESIGN GROUP 11204 106714 AVE. NE KIRKLAND, WASHINGTON 58033 PH, (425) 621 -3282 FAX (426) 889 -9488 E -MAIL, ERICPADGI.AOL.COM CONTACT,' ERIC KOCH STRUCTURAL ENGINEER RICHARD HUDSON 4 ASSOC. INC. 1605 12TH AVENUE SUITE 18 SEATTLE, WASHINGTON 90122 P14, (206) 324 -6160 PAX, (206) 324 -6240 E -MAIL, RHUDSONaNWLINKCCM CONTACT, CHUCK MORRIS MECHANICAL/ELECTRICAL ENGINEER, INTERFACE ENGINEERING, INC. 12020 115714 AVE NE KIRKLAND, WA 98034 PFb (425) 020 -1542 FAX, (425) 814 -5150 E -MAIL, IEICEHAOLCOM CONTACT, RICHARD BIANCHIN Q I MA ,.-- - DNS 4 • L I AB. ACCUS, AFF. ABOVE FINISH FLR AGGR AGGREGATE ALUM. ALUMINUM ANOD. ANODIZED APPROX. APPROXIMATE ARCH. ARCHITECTURAL ASPH. ASPHALT CABINET CATCH BASIN CEMENT CHANNEL CONTROL JOINT CLG, CEILING CLR. . CO. CLEAN OUT COL, COLUMN CONC, CONCRETE CONN. CONNECTION CONSTR. CONSTRUCTION CONT. CONTINUOUS C.T. CERAMIC TILE CTR. CENTER CTBK: COUNTER SUNK DBL. DOUBLE D EPT, DEPARTMENT P ET. DETAIL PIA. DIAMETER DIM, DIMENSION DN, DOUN BD. BLDG. BLK BLK'G. BM. SOT. BUR CAB. CB, OEM. 04. CJ , AND ANGLE AT CENTERLINE DIAMETER OR ROUND PERPENDICULAR POUND OR NUMBER ANCHOR BOLT ACOUSTICAL BOARD BUILDING BLOCK; BLOCKING BEAM BOTTOM BUILT UP ROOF Db. DOWNSPOUT DWG. DRAWING E. EAST EA EACH E,IF3. EXTERIOR INSULATION FINISH SYSTEM EJ. EXPANSION JOINT EL, ELEVATION ELEC. ELECTRICAL ELEV. ELEVATOR ENCL. ENCLOSURE • EP. ELECTRICAL PANEL EQ. EQUIP. EXIST. EXPO. EXT. F.O.I.C. FD. F.E. F.H. FIN. FLASH. FLR FLUOR POUND. FRM'G. FT. FTG. PURR. GA: S V. GND. GR. GP. G.W.B. GYP. HDIUR. 14DCP. HDU1D, 148. H,C, HM. HORIZ HR HT., INST. INSUL. INT. LAM. LB. LOG. MATL. MAX. MFR M)4, MECH. MIN. MISC, M7L. N. NIA. NO. NT3, EQUAL EQUIPMENT EXISTING EXPOSED EXTERIOR FURNISHED BY OWNER INSTALLED BY CONT'R FLOOR DRAIN FIRE EXTING- UISHER FIRE HYDRANT FINISH FLASHING FLOOR FLUORESCENT FOUNDATION FRAMING FOOT OR FEET FOOTING FURRING GAUGE GALVANIZED GENERAL CONTRACTOR GLASS GROUND GRADE GROUP GYPSUM WALL BOARD GYPSUM HARDWARE HANDICAP HARDWOOD HOSE BIBB HOLLOW CORE HOLLOW METAL HORIZONTAL HOUR HEIGHT INSTALLATION INSULATION INTERIOR LAMINATED POUND LOCATION MATERIAL MAXIMUM MANUFACTURER MANHOLE MECHANICAL MINIMUM MISCELLANEOUS MOUNTED. METAL NORTH NOT IN CONTRACT NUMBER NOT TO SCALE O.C. 0/ OPP. ON CENTER OVER OPPOSITE PL. PLATE PLYWD. PLYWOOD PP. POWER POLE PLAN PLASTIC LAMINATE R' RD. REC. REP. REINF. REQD. RM. S. SO, SCHED. 8HT. 8147'5. 8111. SPEC. SQ, STD. STL. BTOR. BTRUC. eUBP. 3.4 V. SVC. GYM. SAU TA. TEL.' T.4 G. TI-K. TAP. TLI. TYP. USA, UHF. LION. VERT. W. W/ UID, WDW. 5/0 WP. wR • WSCT. WT, RADIUS OR RISER ROOF DRAIN RECOMMENDED REFERENCE REINFORCED REQUIRED ROOM SOUTH SOLID CORE SCHEDULE SHEET ' SHEATHING SIMILAR SPECIFICATIONS. SQUARE STANDARD STEEL STORAGE STRUCTURAL.. SUSPENDED STAIN AND VARNISH SERVICE SYMMETRICAL SIDEWALK TREAD. TOP OF CURS TELEPHONE TONGUE AND. GROOVE THICK. TOP OF PLATE TOP. OF PAVEMENT TOP OF WALL TYPICAL UNIFORM BUILDING CODE UNFINISHED UNLESS OTHERWISE NOTED VERTICAL WEST WITH WOOD WINDOW WITHOUT WATERPROOF WATER RESISTANT WAINSCOT WEIGHT Di -I ARCHITECTURAL A -0.I COVER SHEET P6 -2 FIXTURE PLAN E SCRU 'ON OF WORK f( NEW STORAGE RACK AT BULK SALES FILE COPY I understand that the subject to errors and omissions and approval plans does not authorize the violation of any adopted code o approved plans acknowledged. tractor's copy Sl I .4/ , ` Dale Permit No. O/ REVISIONS NO CHANGES SHALL BE MADE TO T};c SCOPE OF WORK WITHOUT PRIOR ;,OVAL OF TUICWILA BUILDING DIVISION. ROTE: N10 MAY WCLu AMMIC � 1 O:W. PLAN REVIEW FEES. � GA HSCRD lON THAT PORTION CP THE SOUTHEAST 1/4 CP THE NORTHEAST 1/4 AND THE NORTHEAST 1/4 OF THE SOUTHEAST 1/4 CF SECTION 26, TOWNSHIP 23 NORTH, RANGE 4 EAST W/1., DESCRIBED AS FOLLOWS.. BEGINNING AT A POINT 30 FEET SOUTH OF THE NORTHWEST CORNER OP 714E SOUTHEAST 1/4 OF THE NORTHEAST 1/4 OF SAID. SECTION 26! THENCE SOUTH 08 DEGREES 15 MINUTES 33 SECONDS EAST ALONG THE SOUTH MARGIN OP STRANDER BOULEVARD A DISTANCE OP 610.60 FEET TO THE TRUE POINT CP BEGIMIING* THENCE CONTINUING SOUTH 08 DEGREES IS MINUTES 33 SECONDS EAST ALONG SAID SOUTH MARGIN OP STRANDER BOULEVARD A DISTANCE OF 1663 FEET TO THE NORTIFSUE &T CORNER OF LOT 6 OF ANDOVER INDUSTRIAL PARK NO. 3, AS PER PLAT RECORDED IN VOLUME 18 OF PLATS, "PAGES 6 AND 1, RECORDS Of KING COUNTY, THENCE SOUTH 14 DEGREES 99 MINUTES 30 SECONDS EAST ALONG THE WEST LINE OF SAID LOT 5, A ,DISTANCE OP 89.11 FEET* • THENCE ALONG A CURVE TO THE LEFT ALONG SAID WEST LINE CF LOT 5, THROUGH A CENTRAL ANGLE' OF 68 DEGREES 56 MINUTES 41 SECONDS AN ARC DISTANCE Of 49388 FEET TO A POINT ON THE NORTH LINE OF LOT 4 OF ANDOVER INDUSTRIAL PARK NO. 5, AS PER PLAT RECORDED IN VOLUME 83 OF PLATS, PAGES 22 AND 23 I RECORDS OF KING COUNTY, NORT14 84 DEGREES M DI SECOND WEST ALONG THE NORTH LINE CC LOT 4 THENCE A DISTANCE OF 198.Ii FEET , INUTES THENCE ALON S A CURVE TO THE LEFT ALONG NE NORTH AND WEST LINE OF SAID LOT:4, THROUGH A CENTRAL ANGLE OF 93 DEGREES 46 MINUTES 41 SECONDS, AN ARC DISTANCE CF 6'11.62 FEET, THENCE SOUTH 01 DEGREES 41 MINUTES 28 SECONDS WEST ALONG THE WEST LINE CF SAID LOTS 4 AND S IN SAID PLAT A DISTANCE OP ' 136,13 FEET, THENCE ALONG A CURVE TO THE RIGHT WITH A RADIUS OP 41028 FEET THROUGH A CENTRAL ANGLE OP 82 DEGREES 65 MINUTES 21 SECONDS, AN ARC DISTANCE OF 593.80 FEET TO THE EASTMARGIN CF ANDOVER PARK WEST, THENCE NORTH 01 DEGREES 41 MINUTES 28 SECONDS EAST ALONG THENCE NORTH 01 o r 2125 avEEB 06 MINUTES 06 SECONDS EAST ALONG RAID EAST MAR 1IN1A DISTANCE OP 35276 FEET, THENCE NO RTH 4 9 DEGREES 35 MINUTES 10 SECONDS EAST A DISTANC OP6939 PEET, THENCE NORTH 42 DEGREES 25 MINUTES 92 SECONDS EAST A. DISTANC a R 66.16 FEET, THENCE NORTH 46 DEGREES 49 MINUTES 25 SECONDS EAST A 23 MINUTES 24 SECONDS EAST A EAST A DISTANCE CP 6074 FEET, THENCE NORTH 16 DEGREES DISTANCE OP 6006 FEET, THENCE NORTH26IDEGREES DISTANCE OP 5630 FEET.' ' THENCE NORTH 16 DEGREES . 06 MINUTES 21 SECONDS EAST A DISTANCE OF' 41,43 FEET THENCE NORTH 96 DEGREES 31 MINUTES 55 SECONDS EAST A DISTANCE OP 58.10 FEET, THENCE NORTH 22•DEGREE6 46 MINUTES 35 SECONDS EAST A DISTANCE OP 11180 FEET THENCE NORTH 34 DEGREES 41 MINUTES 35 SECONDS EAST A DISTANCE Of 90480 FEET THENCE NORTH 35 DEGREES 91 MINUTES 95 SECONDS EAST A DISTANCE OP 151.60 FEET THENCE NORTH 21 DEGREES 01 MINUTES 35 SECONDS EAST* A DISTANCE CF 114.00 FEET THENCE NORTH 09 DEGREES 28 MINUTES 25 SECONDS WEST A DISTANCE OF 38.35 FEET TO THE TRUE POINT OP BEGINNING, EXCEPT THAT PORTION THEREOF LYING SOUTH CP THE FOLLOWING DESCRIBED LINE, BEGINNING AT, THE SOUTHWEST CORNER CP SAID SOUTHEAST 1/4 OP THE NORTHEAST 1/4, THENCE NORTH mI DEGREES 0S MINUTES 05 SECONDS EAST ALONG THE )UEBT LINE THEREOF, 605.06 FEETITHENCE SOUTH 88 DEGREES 16 MINUTES IT SECONDS EAST 30100 FEET TO THE EAST ROAD MARGIN AND THE TRUE POINT CF BEGINNING OF HEREIN DESCRIBED LINE, THENCE CONTINUING SOUTH 88 DEGREES 16 MINUTES 11 SECONDS EAST, 316.12 FEET • TO THE WEST LINE OP LOT 4 OF ANDOVER INDUSTRIAL. PARK NO. 5, AS PER PLAT RECORDED IN VOLUME 83 OF PLATS, PAGES 22 AND 23, RECORDS CF KING COUNTY, AND THE EASTERLY TERMINUS OF HEREIN DESCRIBED LINE, (BEING KNOUN AS NEW TAX LOT I, ACCORDING TO CITY CP TUKWILA BOUNDARY LINE ADJUSTMENT NO. 86.61-BLA, RECORDED UNDER RECORDING NO. 8612111451.6 SITUATE IN THE CITY CP TUCWILA, COUNTY OF KING, STATE CP WASHINGTON. MINUTES 64 SECONDS 1'1 � 11' I 'I'1'I'I'I!I'I'III�III'lllll'I' III' �' I' I' I' �; I ,!I'1'�'lllll'�'I!I'I'III��III� I INCH 1 • r 2 -, 2 ;. . •,.. . ,. 6 0 • • CryINA , 91 . FI Cl L) <4j.,.01 0. 9 , ,. 0 .{ 9 N C C l'p -s0 • IIII111 111110 0001111001111101111p111IIIli1111 ll 00:1 Y.1 C cbti cog 3 1 L 1 SHEET: A -1 OF: 2 SHEETS • • PERMIT CENTER bo/ - /35 CITY OF TUMn" 4 MAY 0 8 2001 REVISIONS DATE BY SYMBOL DESCRIPTION / /9 DPS F, REV PERCH BLOCKS 4/10/98 SLH 42 X 8-0 REV CABLES, SURGE 6/8/98 SLH ,t. REV MERCH 10/14/98 AJD ® REV HERCH 3/16/99 DV A REV. FILE FOLDERS POG 5/12/99 SLV A LEVEL A REMODEL 5/12/99 SLW A REV. TO LEVEL A REMODEL 6/2/99 DLV 12 -8 X 9 -8 REMOVED A FROM 357 -IALDA 6/7/99 SLV I CUT SCHOOL ADDED LANK 6/10/99 SLV A SIGNED STORE 06/11/99 JAJ A FLIPPED STORE OM Y. 7/7/99 SLV A MOVED STACK CHAIRS 7/12/99 DV ® ADDED POG 1801 -1 RADIOS. 10/01/99 DV ® REV, POG 2012 TELEPHONES. 10/28/99 TMT A INDERTED HP SHOWCASES 11/1/99 SLW 21 FLOOR FINISH SIGNED TECH AREA 12/22/99 LB it, POG CHANGES TO P.C.PHOTO 421 -1 -2 TO 30 4X4 R/B QTY N/A 23 CHECKOUT TYPE U 3/3/00 SLW A ADDED DATA LINE FOR PPRO. 6/12/00 SLW A RV /ENV. 6/16/00 SLV ® REV. DAY MINER L RUNNER POO. 7/21/00 TAT ® INSERTED LIGHTING IN PENS, REFILL L MARKERS. 0/9/00' . TNT ,, INSERTED UPS [DATER L FINISHING ED DELETED RADIOS. UPDATED COPIERS. 6-15 -00 DCD JA.J. SLV .w . - t - .4 M i SIGNED CPC, UPS. 00/31/00 9/12/00 10/27/00 DV 1: ADDED SHOW B. GLASSES, BRIEFCASES E /C. POG CHANGES TO CHECK REGS. A BATT, 1 1 1 • 1111! 171N: L C[ M� 1. 9 "7G11Ll�ldl� :1.10[4.1,P11114 : 814;1 .0; H1141n1:11 JIM/ 03/ •/0 DPS AMU 01 VA/VIM HI411S1l DlMEI •►I941.1 1!1.1100IL10U21112i21211 /14.11,1.151:1211.1411111111 / FACILITY ANALYSIS /SQ FOOTAGE AREA BREAKDOWN X S0. FT. 1 BUILDING 180 -0 X 180 28688 2 CASH OFFICE 8 -0 X 9-8 78 3 CHECKOUT AREA 42 X 8-0 336 4 COPY CENTER 27 -0 X 16 -0 432 5 ELECTRICAL ROOM 7 -6 X 11-6 86 6 RECEIVING OFFICE 12 -0 X 15 -0 180 7 CORRIDORS N/A 676 8 JANITOR'S CLOSET 8 -0 X 9 -8 78 9 LADIES RESTROOM 17 -1 X 9 -6 162 10 EMPLOYEE'S LOUNGE 20 -2 X 30 -1 587 11 MANAGERS OFFICE 12 -8 X 9 -8 122 12 MEN'S RESTROOM 17 -1 X 9 -6 208 13 BULK SALES AREA N/A 4898 14 SALES AREA N/A 20271 15 STORAGE 57-5 X 10-0 574 16 SPRINKLER ROOM N/A N/A 17 BREAK BULK N/A N/A 18 DOCK YES 26 3X4 BULK OTY N/A 19 TRUCKWELL YES 27 4X4 BULK OTY 15 20 SLAB THICK /PSI 4 28 2X3 R/B OTY 3 21 FLOOR FINISH VCT 29 2X4 R/B CITY N/A 22 CEILING HEIGHT VARIES 30 4X4 R/B QTY N/A 23 CHECKOUT TYPE U 31 WING OUANTITY 13 24 4' C/O QTY N/A 32 STEEL E/C OTY 14 25 8' C/O OTY 3 33 GOND E/C OTY 26 SPECIAL NOTES: 1. R/B •• ROLLING BUILD -UPS 2. D = DIRECTORY 3, NUMBERED BULK STACKS ARE BUILD -UPS ` - 4, 1 = WING BUILD -UPS el I DESCRIPTION ' N 'MERCHANDISE PLAN LOCATION TUKWILLA,WA DATE STORE NO. SCALE DRAWN BY 6/2/97 0984 3/32 =1 SLB/ JJM LINEALS SQUARE FT CHECK BY 2002 28688 p 2' CONDUIT STUBBED UP TO ABOVE DROPPED CEILING LINE nns [3 ° {{ N[N 1,70[0 l m F i 4L ON�'UI MT 0 RING TOP OF PHONE BOARD IN ELEC R OH cc la .D IN IC[ CIAIC V J • BOX RECEIVING OFFICE WALL ELEVATION -F -4 NOTE. EXISTING TRUCKVELL EXISTING DOCK LIVE RENIAN AS SHOW/1 PLASTIC STRIP DOORS PLASTIC STRIP DOORS CUPS/ALTAR RN 1NL JAN. CL MANAGERS OFFICE A LIC1S S P R Y I ;0 .G PHDTOrrRAAES 1 IA17•f 20' -2' Au17S�,XCs POST Ifs 1630.1 HIPS BAILER PA Ib1 1CL CL /FAS 143.1 34 It NH•F 1FI'" PwcR N✓>`�IFA °1 R ;NLKII IIII•I "'MIT R VALL LITT IRA -1 I A071 36 11120 UPRIGHTS 36 %120 UPRIGHTS CHAIR SICK ELEC ROOM . 111 ♦1♦.■I♦1■11♦■I•■1■1■1.I♦1■11♦■1 �G .' . MI VII III MN IN1' IN' IIMI IN . IIMI MI IN MI' MI ISO INIMM 3,0' 11 %96 UPRIGHTS 44196 UPRIGHTS !9111 33' -7• 8'•0' ��1 rrrr�111111 , 11111 l0• -0' 10• -0 r 111.1 . 113 µ1L7.1 1175.1 1373.1 (.1 137 NT141 1373 -3 IUIV. 1 3. 4006 4007 4008 1001 A°10 STORAGE ROOM W CM CXT 1 L) E DECK g BK M. / °0ND0U OY BAS �018 4 01) 4016 MRS 4014 4013 4011 ®8I9.1NCIMES 18' -4• FOLD TBL DISPLAY 46,74 \I1ILL�■ /SID 4111: D�<I'�IIL[5.��■[S:IIRRER41 II A4E,BOXES 00.1 531M 01 OIP.1 FILW LRRS SR A 1"NW IAiF°2 L PLASIII, IBM liMN° TYTAsf 310 IN 50'•0' 58 -0• MI ' wi g 6• 903 902 306120 S /RACK '' 1133.3 ENVELOPES S15-6 x3.6 1102 301020 S1URACK 4171 30 %120 SIR /RACK 70X120 (,CKE I CASTER 6• 70 %120 SIP/RACK 14• -4' EMPLOYEES LOUNGE C0 1 STU 44' 37'-0• 31' -11' UPS COIllTER LADDER TO FORK -LIFT ROOr HATCH BATTERY CHARGER 0 4%96 UPRIGIII COCK WS g10Ri CK {0' N 3 FAN•1 0 L 02 �'iTl / 1U'.E wE I6'S allffelNt 40' N CONO.10• LD 44' K 00.11. 131 302 00 i24 3 8120 STR /RAC 44%96 UPRIGHTS I2' -1' 107 /I 6 M ,e 14' -0' ENTRANCE Inn NO- 22' 54' H. • D -22' 0 4' It fool 001tr1I' L s ati n RI ` 111 -L •171 133. ifM-1 LIP 1iM1 5I3 •IK •II DA N Al 80411! LB Lo' H • ft' LL V• 't."LI,,��,1 III�{�„p,11{i�'I:1 ©f tt�[ral �LIl�::fl. IY H CANO- EC ILn 0444' 2 4 „8.-21./ f�l ' 54• K GONDOLA 13' BASE DECK 8, -0, folD11' �' 32' -2• 72 -0• • c Tc..11111M1111111,1111 � TI , ' ETCHER SERVI• . I FURIIITNRC DISPLAY 6111 - 1 631.1 32 -2' 11•-2Y 54• K GOND -22• B a I 6• -0• 015 54• H ' D -22• BD. 5 .0. 54• K GOND -22• B J l A SIR STORE J119.8.4 TUKWILA, WA. FURNITURE DISPLAY AREA PROPSSkO NEW TUAL D PLAY AREA 2644SF, STAIRWAY -. rURNIT RE STOCK SECTIONS DELI ERY CEIHER.NO . CARP T DASHED AREA Nf •1 60• IIe 22' 8.0. 60' , A • D- 22 8 RR��ORY3II��L� S�',I4�}�'� 1177��TT��CC��TTTT�I r,,: 1B��L4! 1n:�1�likilSfllll0193 1 1 13754 137. 3371 33. 37. IA. N. 60• K CND 22' B.D. SRTVML -.- COQ 11034 .0,1 11'vt4 m9 ;, U t WID5jJBII a - SOrTVARE SOFTVARE SOFTVARE 1210 1209 32' -2•. - 12 M OT E . GOND -13 BD d I)IRUG TO I/ = [ [F.R1•{TIIIIRIZO UiO7 11 % l Is 43' -11' 30XI20STR /RACK FLEX FIXTURES Y -10' EXISTING ELEV, EOUIP. DUMPSTER / RECYCLE D1 0339.1 4114•/ 30'-0' , . . . A. == I6 le A l T tn3 12.! 212M 111514�1JIt�flk�lll®[I 106 I = == 30X,6 6C N DDK0.1Y VIDE y�C,�, SPAN RC •'Y PAPER 1C WALL f8'D•tt• ® I N • iIRlwl li."ow°ei0.11 wi 1[ _� 34 -9' 008400 PLOW r =1P NEW STORE # 984 30' -0• ( EXISTING STOREFRONT SYSTEM TO REMAIIL RECONFIGURATION Or SYSTEM WILL BC REQUIRED UPON INSTALLATION Or OFFICE DEPOT VESTIBULE AND ENTRY SYSTEM AS NOTED. 30' 30 -0• 5 -0. 6 -0• ,3'- 0;7' -OL 6•-0• II 180' -0' 14• -0 180' -0 14' -0' I, 5' -o• 30' -0' 30 -0 ,. 30' -0' RJ ' RISTI ` IIO STOREFRON N HIT N 1077 VILL REWI UPON IN OE OFFICE DEPOT VESIIWA[ AND ENTRY SYSTEM AS /KITED 30••0• EYJDIIN0 68' -0 2• CONDUIT TQ UNDERSIDE OF OOF DECK TERMINATE M R 72 2 IN 11'X1' %1• souAPC J BIT% AT • A IN 30 I II III I II'I,' II I II I I 1 1111 L I I I I I II I I I I I I I I I .I II II �I I I II I I II I I' I I I I. I, II II I'II I II II' III/ II I' II I II II. II DINCH 1 ,r-. 1 3 . ......... r..4 5 5 • CHINA SI PI CI 01 1'111. -,, Ol... N. B ., L -:. 9'4 9 P C L !'X00 IIIIIIIIpIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII! IIIIII�IIIIIIIIIIIIIIh1U111iIlIllilmililli�Opliulll0lUlll (gnlnnlnUlOnlullblul , CURB FOR START OF - H/C PARKING 17 SPRINKLER RISER V/ 3' %3' FENCE L GATE TO 13'-0• AFF, EXISTING 218R FIRE VALL EXISTING SPRINKLER RISER ROON IUIIR 0/1 HILL 6' Y G.8R1'd° FIRST FLOOR SCALE: 3/32" = 1' -0" THIS RACKING PERMIT IS FOR CLOUDED AREAS ONLY STORAGE ROOM WALL ELEVATION QUAD ISOLATED GROUND SURGE SUPPRESSER OUTLETS CEILING LINE 2'. CONDUIT TO UNDERSIDE Or ROOF DECK DOUBLE DOOR OPENING OOR LINE • I I NOTICE ALL ARCHITECTURAL AND ENGINEER DRAWINGS ARE IN CON- FIDENCE AND DISSEMINATION MAY NOT BE MADE WITHOUT PRIOR WRITTEN CONSENT OF THE ARCHITECT. ALL COMMON LAW RIGHTS OF COPYRIGHT AND OTHERWISE, ARE HEREBY SPECIFICALLY RESERVED. Office DEPOT. tae. 2200 Old Germantown Road Delray Beach, FL 33445 OFFICE DEPOT 407/278 - 4800 THE OFFICE PLACE 407/265 -4402 (FAX) CAD FILE. VI \STORE \WA \TUKWILA \0984 - SP DWG. NO. 1 'RECEIVE CITYGPTIV L ' MAY 0 8 2001 PERMIT CFNI AR p • -EVISIONS DATE BY SYMBOL '.DESCR ? -:''{ 1 BUILDING 180 -0 X 180. H L K 1/10/98 SLH RCV .CHILES, SURGE 6/8/98 SLH - L REV: NERCO 1 0/11/98 AJD REV NERCO - - -t 3/16/99 DV REV. FILE FOLDERS PUG/ 5/12/99 SLV LEVEL A REMODEL 5/12/99 SLY REV. TO LEVEL A REMODEL 41R/PI SLV RCNQVCD A TROT 717 -ISAR* , 6/7 199 SLV GUI SCAM AMU LA$. 4 6/10/19 SLV 4k SIGNED STORE I Ctnlm 122 ) ,. 7171,9 7/12/99 ®.5111111 Wa-ill 13 BULK SALES AREA , E stoat CIWRS I ADDED POO 1801 -1 RADI. S. 10/01/99 DV t REV. POG 2012 TELEPHONES. 10/28/9 TNT INDERTED HP SHOWCASES 11/1/99 SLV SIGNED TECH AREA 12/22/99 LB +. PUG CHANGES TO P,C.PHOTO 421 -1 -2 TO 18 DOCK YES 423 -1 -2. L0E8401- 402.:, 3/3/00 SLV ADDED DATA LINE FOR PPRD, 6/11/00. SLV .. 20 SLAB THICK /PSI 11/I6/00 AV .. REV, MY MICR I. RUNNER P0G 7/11/00'" TNT INSERTED LIGNIING IN Fob. REFILL I NMNERS 8/1/00 - - TNT T M 30. 4X4 R /B' O7Y ®® . 8.19.00 M-® . 13 24'4' - .C/O OTY .• N/A.. o0/71/00 ®lWilli 25 8' C/O OTY " >' 9/1t/C0 SLV SIGNED CPC: LPS 10/27/00 Dv, ADDED SHOW B. GLASSES. BRIErCASES C /C. • .. A I-,1 • LAN,: Dull n ..14TS'.';.:1 - . FOG CHANGES TO CHECK - PEGS. I BATT. , . . 11'1,1111817 ... ® ®..• :. ..,_ • r,. I . wIw .TINT \AFNrOCH1 000 Ilr.ATil r. ® ■Tf■Y_!o1.1,I,.*E ®. ,. ,, llr:Iilne.wnlAaaiA • •AGILIIT ANALTSIS /SU 1'UUTAUC. • AREA BREAKDOWN %" d SO. FT. 1 BUILDING 180 -0 X 180. 28688 2 CASH OFFICE 8 -0 X 9 -8 • i 78 3 CHECKOUT AREA 42 X 8 -0 '•- ' 336 1 432 4 COPY CENTER 27 -0 X•16 -0 • 5 ELECTRICAL ROOM .7 -6 X 11-6 i 86 6 RECEMNO OFFICE t2 - X 15 -0 • 180 7' CORRIDORS , • . N/A .. ;. 676 B JANITOR'S CLOSET 8 -0 X 9 -8 I 78 9 LADIES RESTROOM 17 -1 X 9-6.`- 162 10 EMPLOYEE'S LOUNGE 20-2 X 30 -1 587 11 MANAGERS OFFICE 12 -8 X 9 -8, 122 12 MEN'S RESTROOM 17 -1 X 9 -6 `. I 208 13 BULK SALES AREA - N/A - .. `:' 4898 14 SALES AREA " N/A 20271 15 STORAGE 57 -5 X 10-0 • -: 574 18 SPRINKLER ROOM N/A N/A 17 BREAK BULK N/A ' • N/A 18 DOCK YES 28 304 BULK .: OTY N/A 19 TRUCKWELL YES 27 4X4 BULK OTY 15 20 SLAB THICK /PSI 4 "- 28 203 R/8 Ore 3 21 FLOOR-FINISH VCT 292X4 -R /B OTY N/A 22 CEILING HEIGHT VARIES ` 30. 4X4 R /B' O7Y N/A 23 CHECKOUT TYPE .:: U ' 31 WINO QUANTITY . 13 24'4' - .C/O OTY .• N/A.. 32= STEEL iE /C'OTY 14 25 8' C/O OTY " >' 3 33 OOND'E /C %OTY 26 SPECIAL NOTES: I. R/B • ROLLING BUILD-UPS 'I 2.. 0 • DIRECTORY 3, NUMBERED' BULK STACKS ARE BUILD -UPS • .. A I-,1 • LAN,: Dull n ..14TS'.';.:1 - . 2. TUIIED UP TO ABOVE DROPPED CEILING LINE � or R TS h f J 04 ' "' N RECEIVING OFFICE WALL ELEVATION EXISTING UOIETIOIT IYSTEN TO _. IKMIK RCO/IGIRATION O YSTEN WILL K QOAIED WON INST/LMIIIW OrrlCL DEPOT HACKIE AND ENTRY - f!L rM'!IL dII1 ":71,':1x 31 ` =111.'14 i `i RNt =>c:1lC•�!Y ! 't` f il::111.'!I L4ii1Ln ■® . If 'Ali 4l — .- 11 ?�:' 1 AF' �7 :11 =111 ro Ilf sr5 R l 1i OL 'I1111F 11 -1111 ?TIT d1L "jLI 'IL ?1G'!11 s. ^!4 V ,Lr4TT E NW MI OH t.'.: tir :'.51E- ss- ±liLI':�1A:•ii. A 4 `!■F�:1�Ifi''+51LL ?S:. "' �Gr' 1N.:51 W. N,%R- ',r ..Ld " ' 119110 SIM /RACK ST c -829114 TU VILA, WA, • !TU• DISPLAY AREA uL 0 AY MCA MSC:. S ORN11 STOCIT UCIION4 STAIN DELI ERT [ENTERIC T DASHED MEN f 1i �ol : asumir 1L3' LLS1r.."sh'.MIL111111 N2 ulr ,t �11EC5R r tt�� MIME GATING STIJErROIT SYSTEM TO III% UMII0101 Mt/ li : ririr ^rTr,-sl 1111■fr— WI' STORAGE P034 . . N' )L/ U M 11' DECK -. .SCu1- N-L1nl - us - En:ral - ,.,:t CrIIrTJuliIrti " COMA'. TO 1NOCRioE O• R� NECK.. T JMC .1 I CONDUIT W 1•K1711• SRAREJ � AT 7r Alf IMINIL[ RISER KIP STORAGE ROOM ./ALL ELEVATION - DOUBLE • " DOOR OPENING' • 91 I i 1 , 1'Ill i � l � l l l � l l'• 1 6 6 a II III' I_I ET- .';',1'I'III'1' ! �� ' �I'�1Ilf1I'i1i1iIi1i 01NCH 1 CHINA 1,1 EL ALL ARCHITECTURAL AND. ENGINEER' DRAWINGS ARE' IN CON - FIDENCE +AND. DISSEMINATION MAY NOT ;BE MADE, WITHOUT PRIOR WRITTEN. CONSENT OF THE 'ARCHITECT. ALL COMMON LAW: RIGHTS OF COPYRIGHT AND OTHERWISE, RE HEREBY SPECIFICALLY RESERVED • - I 2200 Old Germantown Road I , Delray Beach; FL 33445 OFFICE DEPOT 407/278 - 4800 THE .°„F. FICE PLACE 407/265 - 4402 (FAX) CHECK BY CAD' FILET. DESCRIPTION LOCATION SL B /'. CITY of TUNE WII A MAY 0 8 2001 PERMIT CENTER 1901• X39 s O ` ` 4 \ r u -41 ,�% 0 Igo ©© • . O .; %:% ,I I, I a � ,' © I SAFY CLIP • •�1 �` .. 1 I I " - � 0 J gig ( /1M 7/16 "0 RIVETS • j 1 j . :: or.-- % TYP. 1. I 1 1/2 II -� 1 1 /2 II II 6 3" APPROX. / X r11 /4" TYP. 14 GA. - - �� pi i ; h1 TYP. o ATTACH W/ (4) 9/16" 0 TO COLUMN 3/8 " -16 X 1" LONG BOLTS G- TYPICAL BRACING TO COLUMN CONNECTION 7 ROW SPACER ' ' GENERAL CONFIGURATION - B TYPICAL BEAM TO COLUMN CONNECTION TYP. FOR STORAGE RACK ELEVATIONS SEE DRAWING 1- 7478 I f NOTES: -4- - ` „ < TYP. 1/8 " V 4 3/8 1 3/4" 1" --t 1 5/8" ' 1/8" r 3 3/8" 1 3/4" 1" - 1 5/8" I 1. STORAGE RACK DESIGNED 2. STORAGE CAPACITY: TYPE 1A TYPE 1B TYPE 3 3. ASTM A570 FOR SHAPE 4. ALL BOS A307 (UNLES 6 SPECIAL LT INSPECTION INSTALLATION. 5. ANCHORS HILTI KWIK APPROVED 7. CONCRETE 4 THI CK ONCR TE EQUAL " THI 8. SOIL BEARING PRESSURE PER CHAPTER 22, DIVISION X 2,0001 PER LEVEL 2,000# PER LEVEL 3,000# LEVELS 1, 2 2,4001 LEVEL 3 Fy = 50, PSI GRADE 50 NO TED)) IS NOT REQUIRED FOR ANCHOR BOLT II ICB0 #4627 OR x 2000 PSI 1000 PSF ' - &44,4-`- `� 4 �. ,\ 4\- " , \ � ' � >~ \�` I - -- I NE N 1 .f 5/8" 1/2" ® I I I ® I I 211 1� , , 1 5/8" ® I I ' e I 14 G , I u _ . -- - - 4 14 G ' !; ` 31/2 , - -- I 1 1 I II `'' TYP 2 3 I 1 ti i I , I 0 In ' �� 0 , 0 1 11 I 1111111111•1111111 . , m 7 GA. GA. �� 31/8" SAFETY CLIP 31/8" USE ON SAFETY CLIP TYPE 3 LEVELS 1, 2, TYP. 1 3/4" 1 1/8" USE ON TYPE 3 LEVEL 3, TYPE 1A, & TYPE 1B 6A CONNECTOR . • 6A CONNECTOR 5A BEAM 1 5B J BEAM ' r 1 :: ,. STORAGE RACK ELEVATIONS 1" X 45 DEG CHAMFER (2 PL.) ` � 3 MB 1/8 " / 1 11 <TYP. DMNT MIN EMB 1 e> . 1/8" 1 1" TYP. 1l2" ` i O\ \ 3 11 I 0 ,11`1 4 3 11 1 REQ'D PER TYPE 2A BASE PLATE 2 REQ'D PER TYPE 2B BASE PLATE 1 /2" I '-.0 I 3 11 -� 0 2 1/2" 3/8" THK. , 0 5" • + ,fit' . l .� Z ■ v� . ; i l� / Ai . ` r L SEIZMIC EST, sElzMic MA ENGINEERING NG 181 Atlantic Street T el. 909 889 -0989 A 909 889.0981 ( ) 1' �' : � ANCHOR C;11 7�g • r ( g 14 GA. / 11 • 1" / 7/8 �� , 7/8 „� 11/16" 0 11 GA. /4" T n 7/8 �� 918 / " 0 1 11 11 TYP. 1/8 1/2 TYPE ROAN MARSH DRAWN BY: D.G,R, DATE: 511/01 1/8" V 1/2" TYP. USE ON TYPE iA &TYPE 1B 7 „ USE ON TYPE 3 CONTRACTORS CALIFORNIA LICENSENO. 885374 LAST REV. BY: T,C, DATE: 5/4/01 T • .. • 4 -12 -2002 I APRVD BY:BAI_ E. FATEEN SCALE: N.T.S. DESCRIPTION STORAGE RACK DETAILS 1 1l2 4" 2A BASE 1 \ J_ PLATE COLUMN 2 B i A r 1 I. . BASE PLATE COLUMN • A DDRESS OFFICE DEPOT DRAWING NUMBER F -_ jj. 01 -OT4T IM " •I 4 , • HORIZONTAL& DIAGONAL BRACING TUKWILA, WA, I I - `LIIIII' 0 INCH 1 2 CHINA I ,54 EI. Ll 'ill II 111ll11l• 1111 ,I111I11I111jiIIIIIHITIIIIIIIIl .c4 5 6 on- /3? ITERT V 0 PERP!,'r. - T. 3 II 96" 32" 32" TYPE 1.A 96" & 98" FRONT VIEW 96" 42" 4 I I 44" & 48" SIDE VIEW 48" 144" 48" 48" TYPE 1.B ------- 96" & 98" -- FRONT VIEW 144" 66" 66" ' 3 1 "" . 4 5 1 --- 44" & 48" --t SIDE VIEW • ''''' i I CHIN H Hp4 9L tI. EL El . ' •-• F 6 40" 120" 40" 40" • DESCRIPTION ADDRESS TYPE 3 96" & 98" FRONT VIEW 120" SEIZMIC EST, 1985 54" . 11•OR3AN MARSHALL 54" 1 ' 36", 44" & 48" SEIZMIC MATERIAL HANDUNG ENGINEERING 181 Atlantic Street Pomona, CA 91788 Tel. (909) 889-0989 • (909) 889-0981 SIDE VIEW DRAWN BY: D.O.R. LAST REV. BY: T.C, CALIFORNIA CONTRACTORS UCENSE NO. 665374 STORAGE RACK ELEVATIONS OFFICE DEPOT TUKVVILA, WA., APRVD WC SAL E. FATEEN DRAWING NUMBER DATE: 5/1 /pi DATE: 5/4/01 SCALE: N.T.S. 0141747B crrg /TrOr PERPm •