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HomeMy WebLinkAboutPermit D16-0058 - BUILD A BEAR - STORAGE RACKSBUILD A BEAR 1006 SOUTHCENTER MALL EXPIRED 0.9/07/16 D16-0058 CITY OF TUKiI 1 Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Pernue No. Project No. bt(p-Zsg Date Application Accepted: Date Application Expires: (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION 1006 Site Address: 2660 Southcenter mall Tenant Name: Build A Bear PROPERTY OWNER Name: John Ranous Name: Westfield City: los angeles State: ca Zip: 90034 Address: 225 E. Washington Street Email: john@nationwidepermits.com City: Indianapolis State: In Zip: 46204 CONTACT PERSON — person receiving all project communication Name: John Ranous Address: 3725 Vinton ave #8 City: los angeles State: ca Zip: 90034 Phone: (310) 876-1141 Fax: (310) 876-0149 Email: john@nationwidepermits.com GENERAL CONTRACTOR INFORMATION Company Name: TBD Address: Address: 1155 Olivette Executive Prkwy Ste 100 City: St. Louis State: Mo Zip: 63132 Phone: (314) 721-1340 Fax: (310) 876-0149 City: State: Cit': Cedarburg State: WI Zip: Phone: Fax: Email: john@nationwidepermits.com Contr Reg No.: Exp Date: Tukwila Business License No.: H:\Applications\Forms-Applications On Line\2011 Applications\Pe mmit Application Revised - 8-9-11.docx Revised: August 2011 bh King Co Assessor's Tax No.: Suite Number: 1210 Floor: New Tenant: l Yes ❑..No ARCHITECT OF RECORD Company Name: Epoch Design Architect Name: Kraig Rollins Address: 1155 Olivette Executive Prkwy Ste 100 City: St. Louis State: Mo Zip: 63132 Phone: (314) 721-1340 Fax: (310) 876-0149 Email: john@nationwidepermits.com ENGINEER OF RECORD Name: Build A Bear Company Name: Ambrose Engineering City: St. Louis State: MO Zip: 63114 Engineer Name: It II Address: W66 N215 Commerce Ct Cit': Cedarburg State: WI Zip: 53012 Phone: (262) 377-7602 Fax: (262) 377-4868 Email: john@nationwidepermits.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Build A Bear Address: 1954 Innerbelt bus ctr dr. City: St. Louis State: MO Zip: 63114 Page 1 of 4 BUILDING PERMIT INFORMATIOP 06-431-3670 Valuation of Project (contractor's bid price): $ 14,000 Describe the scope of work (please provide detailed information): Storage shelving Will there be new rack storage? 21 Yes Existing Building Valuation: $ ❑.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes Z No If"yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers m Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H: \Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1' Floor 2,550 300 tacks2b M 2nd Floor 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes Z No If"yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers m Automatic Fire Alarm 0 None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H: \Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PERMIT APPLICATION NOTES — 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 grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). 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 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature: Date: Cgibit20 16 Print Name: John Ranous Day Telephone: (310) 876-1141 Mailing Address: 3725 Vinton Ave #8 H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Los Angeles Ca 90034 City State Zip Page 4 of 4 Cash Register Receipt City of Tukwila Receipt Number R7848 DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK PAID $624.50 D16-0058 Address: 1006 SOUTHCENTER MALL Apn: 9202470010 $624.50 DEVELOPMENT $606.26 PERMIT FEE R000.322.100.00.00 0.00 $364.70 PLAN CHECK FEE R000.345.830.00.00 0.00 $237.06 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $18.24 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R7848 R000.322.900.04.00 0.00 $18.24 $624.50 Date Paid: Monday, March 07, 2016 Paid By: MARY ANN PERRY Pay Method: CHECK 3864 Printed: Monday, March 07, 2016 3:39 PM 1 of 1 CRWSYSTEMS ti �'1LG STRUCTURAL DESIGN CALCULATIONS For Seismic Shelving Analysis Build A Bear Tukwila, WA RECEIVED CITY OF TUKWILA MAR 0.7 2016 PERMIT CENTER BY AMBROSE ENGINES _ G--- REVIEWED FOR INCORPORATFW= COMPLIANCE APPROVED W66 N215 COMMERCE CT., CEDARBURG, WI 53012 PH. [262] 377-7602, FAX [262] 377-4868 MAR 2 5 2016 ambeng@ambeng.com Job # 016-075 February 25, 2016 Calculations prepared for MEG Merchaodk, nc Equ,pn ort Grp„O City of Tukwila BUILDING DIVISION Merchandising Equipment Group, LLC 502 South Green Street Cambridge City, IN 47327-0240 (765) 478-3141 www.megfixtures.com ppb0 0 5 8 Reference Data These calculations review the design and installation of storage racks for structural adequacy. The sealing of these drawings is for the structural review of the storage racks only. Other information is not reviewed or approved. Building Code • IBC 2012 • ASCE 7-10 • Rack Manufacturers Institute - Industrial Steel Storage Racks Manual (RMI) Loads Vertical (dead plus live) Mobile Shelving by Merchandising Equipment Group, LLC (MEG) Maximum permissible load per shelf < 50 lbs Maximum permissible load per unit < 250 lbs Component Design Procedure • Structural Analysis based on analytical model of one shelving unit only. • Posts/Spreaders designed for double loading to account for back to back or end to end shelf orientations. • Anchors/Tracks designed for double loading to account for back to back or end to end shelf orientations. • X-Brace(s) designed for (2) times the loading to account for (1) set of x -braces per (2) units, typical. Design Maps Summary Report User -Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.4579°N, 122.25656°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III B -ti, gOF, ELD,KING Vashor, Buren SEAritif TACOMA Nil A!RPc rr Des Moines. USGS-Provided Output SS = 1.454 g Si = 0.542 g SMS = 1.454 g SM1 = 0.813 g RENTON MUNJ Renton 4 Maple Valley Hob .10 Cool i tKent Covinaton SDS = 0.969 g SD1 = 0.542 g For information on how the SS and S1 values above have been calculated from probabilistic (risk - targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 1.65 1.50 1.35 1.20 1.05 Or 0.90 M 0.75 0.60 0.45 0.30 0.15 0.00 MCER Response Spectrum 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.20 Period, T (sec) 2.00 1.10 1.00 0.90 0.80 0.70 0.60 a 0.50 0.40 0.30 0.20 0.10 0.00 0.00 Design Response Spectrum 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.20 Period, T (sec) 2.00 Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. AMBROSE ENGINEERING INC. Job: Build A Bear - Tukwila, WA Page: W66 N216 COMMERCE CT. Job #: 016-075 By: JLM 0 CEDARBURG, WI 53012 Date: 2/15/2016 Checked: RMS Shelf Information Shelf Profile Length 48 in Width 24 in Height 96 in Bottom Shelf "height" 3 in Second Shelf "height" 24 in Typical Shelf "height" 24 in Number of Shelves 5 Units Laterally Supported 2 Importance Factor 1.0 RX (braced) 4 R, (unbraced) 6 Sm 0.542 Sips 0.969 Seismic Design Category D Ca (From RMI) 0.200 Above first floor No Seismic design procedures follow IBC 2012 ASCE 7-1012.8.3, 15.5.3, and RMI MH16.1 48" 2,718. J _2318 _. �; IC -2 O O 1 SS• /0:\ """e' -; Com; 24' SHEINNGPH0F0.E Q Seismic Base Shear, V V=CSxIrxWs RMI ASCE 7-10 (min) Cs (R) 0.24225 0.136 Cs 0.242 Cs (R=6) 0.1615 Product Load, PL 250 lbs (max load per unit) Dead Load, DL 1.5 psf Posts double loaded to account for side to side orientation Shelf k Load per Shelf [lbs] Load Per Post [lbs] Dead Load per Shelf [lbs] 1 50 25 12.00 2 50 25 12.00 3 50 25 12.00 4 50 25 12.00 5 50 25 12.00 Total Ws= (0.67 x PLRF 250 lbs 60 lbs x PL) + DL Ws 227.5 lbs V (R=4) 55 lbs V (R=6) 37 lbs AMBROSE ENGINEERING INC. Job: Build A Bear - Tukwila, WA Page: W66 N216 COMMERCE CT. Job #: 016-075 By: JLM CEDARBURG, WI 53012 Date: 2/15/2016 Checked: RMS Vertical Distribution of Forces Vwxhk From RMI MH16.1 Fx �^^++ For all levels k 1.0 Gr W,h1h/d 4.00 All shelves loaded to 67% capacity: Posts double loaded to account for side to side orientation Shelf # Load per Shelf [lbs] Height [in] Post Load Modified for # of Racks 1 34 3 16.8 2 34 24 16.8 3 34 48 16.8 4 34 72 16.8 5 34 96 16.8 Braced Direction (Longitudinal, X) R=4 Load Case 1: All shelves loaded at 67% ■,.� • T 111 Shelf # wxhxk [ib -in] Lateral Load at Shelf Level [lbs] Each Node [lbs] 1 101 0.7 0.34 2 804 5.4 2.72 3 1608 10.9 5.44 4 2412 16.3 8.16 5 3216 21.8 10.89FA Load Case 1 Total 8141 lb -in Load Case 2: Top shelf 100% loaded 75 lbs \ / XWs,top \ / V101, = Ftop 18 lbs Lateral load at top shelf r v /\ Load Case 2 AMBROSE ENGINEERING INC. Job: Build A Bear - Tukwila, WA Page: W66 N216 COMMERCE CT. Job #: 016-075 By: JLM CEDARBURG, WI 53012 Date: 2/15/2016 Checked: RMS Unbraced Direction (Transverse, Z) R=6 Load Case 1: All shelves loaded at 67% Lateral Load Each Node Shelf # wAk [lb-in] at Shelf Level [lbs] [lbs] ~ a 1 101 0.5 0.23 2 804 3.6 1.81 1=0, 3 1608 7.3 3.63 4 2412 10.9 5.44 a 5 3216 14.5 7.26 = ya Load Case 1 Total 8141 lb-in Load Case 2: Top Ws,top shelf 100% loaded 75 lbs Vlop = Flap 12 lbs Lateral load at top shelf Specific Load Combinations (per RMI MH16.1 §2.1) Load Factors DL LL (PL) EQ Combination #1 1.00 - - Combination #2 1.00 1.00 - Combination #3 0.75 0.75 -0.50 Combination #4 0.75 0.75 0.50 Combination #5 1.00 0.88 - Load Case 2 Member Design Spreader Beam Section Properties Mmax 141 in-lb (from RAM) Sx 0.12643 in3 fb 1115 psi FY 36000 psi Fb 21600 psi fb/Fb 0.052 OK V 70.5 lbs Spreader Beam Connection X-Brace - Shelf supports 2 units Rivet Spacing 2 in Axial Force 84 lbs Rivet Diameter 0.1875 in (for one shelf, spreadsheet multiplies by 2) Shear Capacity of Rivet Ft 14400 psi Vallow 591 lbs Area 0.0525 in2 Vapplied 71 lbs f, 3200 psi RIVET OK BRACE OK Farr- `, \ X-Brace Connection to Upright #10 Screw, 18 GA Upright Va 422 lbs Applied Force 168 lbs q• V., 591 lbs SCREW OK - AMBROSE ENGINEERING INC. Job: Build A Bear - Tukwila, WA Page: W66 N216 COMMERCE CT. Job #: 016-075 By: JLM CEDARBURG, WI 53012 Date: 2/15/2016 Checked: RMS Anchor Design ICC Expansion Anchor Diameter 0.375 in Expansion Anchor Powers Wedge Bolt+ ESR Upliftmax 45 lbs PE 3000 psi tun Vmax 49 lbs heff 2.5 in Tallow 1030 lbs Interaction 0.0117 Vallow 1030 lbs -ES -2526 r V ANCHORS OK Anti -Tip Track Check Track Properties Anchor Spacing 12 in I, 0.041 in4 Uplift 45 lbs SX 0.119 in3 Mmax 135 in -lb ' Fr 21000 psi Srequired 0.0107 M3 Rivet Strength TRACK OK Tension 815 lbs Shear 591 lbs RIVET OK 0 3/Er 0 • WM HOLES 0 \�\\�\� p�N 3WOHOLES lata i� ATTACH ATTACHMENT WI0to HEHr EX / WI /IOs all NIX ��� 6,HEAD S.M.S. / ' _ /Is 14. ,.., •1111.110 0...4 nm Slab Check Slab Information Base Plate Dimensions P 171 lbs12 b 2 in fc 3000 psi D— 2.0 for w 2.25 in anchorage tslab 4 in bD 34 in Fv 29796 lbs A 0.712 ft2 Soil Pressure Under Slab 240 psf < 1000 psf - OK FOR COLUMN ANALYSIS, SEE ATTACHED RAM ELEMENTS ANALYSIS COLUMNS ANALYZED IN BOTH DIRECTIONS Ambrose Engineering Inc. Current Date: 2/15/2016 2:52 PM Units system: English File name: S:\2016dwg\016-075 MEG - BABW - Tukwila, WA\Calcs\RAM\016-075 Build a Bear - Tukwila, WA.etz\ Structural Engineer: Ambrose Engineering 5 4S l6� alsit shelf suPP°R ......,G . 1.76,,, A512 Gr50 7?G�S ! 0 .l6#068 aisiCshelf suDP° N 7 A572 Gr50 alsiC shelf s°PP°R 8 p572 Gr50 a;s1C shelf suPP°R A572 Gr50 a1siC shelf suPP°R ,A572 S 26150 ars1C shelf support / ga/ G ti.\ 1ik8,uPP° � als;C s !(j __._._.._. ..,2 A572 GrSo alsiC sh elf sUPr,r, A522 Gr50 aisrC shelf suOP°rt 14 A522 Gr50 alsIC shell sOPP°R !p Y A X Ambrose Engineering Inc. Current Date: 2/15/2016 2:40 PM Units system: English File name: S:\2016dwg\016-075 MEG - BABW - Tukwila, WA\Calcs\RAM\016-075 Build a Bear - Tukwila, WA.etz\ Structural Engineer: Ambrose Engineering Steel Code Check Report: Summary - Group by member Load conditions to be included in design : c01=DL c02=DL+LLA c03=DL+LLT c04=0.75DL+0.75LLA+0.5EXPA c05=0.75DL+0.75LLA+0.5EXNA c06=0.75DL+0.75LLA+0.5EXPT c07=0.75DL+0.75LLA+0.5EXNT c08=0.75DL+0.75LLA+0.5EZPA c09=0.75DL+0.75LLA+0.5EZNA cl 0=0.75DL+0.75LLA+0.5EZPT cl 1=0.75DL+0.75LLA+0.5EZNT cl 2=0.75DL+0.75LLT+0.5EXPA el 3=0.75DL+0.75LLT+0.5EXNA Description c 14= 0.75 D L+0.75 L LT+0.5 EX PT el 5=0.75D L+0.75LLT+0.5EXNT el 6=0.75D L+0.75LLT+0.5EZPA cl 7=0.75D L+0.75LLT+0.5EZNA cl 8=0.75DL+0.75LLT+0.5EZPT cl 9=0.75DL+0.75LLT+0.5EZNT c20= 0.75 D L+0.75 L LA+0.5 EXPA c21=0.75DL+0.75LLA+0.5EXNA c22=0.75DL+0.75LLA+0.5EXPT c23=0.75DL+0.75LLA+0.5EXNT c24=0.75DL+0.75LLA+0.5EZPA c25=0.75 D L+0.75 L LA+0.5 EZ NA c26=0.75 D L+0.75 L LA+0.5 EZ PT Section c27=0.75DL+0.75LLA+0.5EZNT c28=0.75 D L+0.75 L LT+0.5 EXPA c29=0.75 D L+0.75 L LT+0.5 EXN A c30=0.75 D L+0.75 L LT+0.5 EXPT c31=0.75DL+0.75LLT+0.5EXNT c32=0.75DL+0.75LLT+0.5EZPA c33=0.75 D L+0.75 L LT+0.5 EZ NA c34=0.75 D L+0.75 L LT+0.5 EZ PT c35=0.75 D L+0.75 L LT+0.5 E Z N T c36=DL+0.88LLA c37=DL+0.88LLT Member Ctrl Eq. aisiC 0.75x1.5x0.0.043 aisiC shelf support LU 1x2 11_16x068 RectBar 070x.75 1 2 3 4 Ratio Status c13 at 50.00% 0.87 OK c04 at 71.88% 0.57 OK c12 at 50.00% 0.87 OK c05 at 71.88% 0.57 OK 5 c05 at 0.00% 0.01 OK 6 c12 at 0.00% 0.01 OK 7 c13 at 0.00% 0.01 OK 8 c12 at 0.00% 0.01 OK 9 c12at0.00% 0.13 OK 10 c13at0.00% 0.01 OK 11 c12at54.17% 0.18 OK 12 c13 at 0.00% 0.00 OK 13 c12 at 0.00% 0.19 OK 14 c13 at 0.00% 0.00 OK 15 c12 at 0.00% 16 c12at0.00% 17 c12at0.00% 18 c12at0.00% 19 c05 at 0.00% 20 c04 at 0.00% 0.80 0.80 0.85 0.84 0.85 0.84 OK OK OK OK OK OK Reference C5.2.1-3 C5.2.1-3 C5.2.1-3 C5.2.1-3 C5.2.1-3 C5.2.1-3 C5.2.1-3 C5.2.1-3 C5.2.1-3 C5.2.1-3 C5.2.1-1 C5.2.1-3 Eq. H3-8 Eq. H3-8 Eq. H3-8 Eq. H3-8 Eq. H3-8 Eq. H3-8 21 c04 at 47.92% 22 c05 at 47.92% 0.94 OK 0.94 OK Eq. H3-6 Eq. H3-6 Ambrose Engineering Inc. Current Date: 2/15/2016 2:44 PM Structural Engineer: Ambrose Engineering Units system: English File name: S:\2016dwg\016-075 MEG - BABW - Tukwila, WA\Calcs\RAM\016-075 Build a Bear - Tukwila, WA.etz\ Steel Code Check Report: Concise Members: Hot -rolled Design code: AISC 360-2010 ASD Member Design status . 22 . OK Section information Section name: RectBar 070x.75 (US) Dimensions ' a b a = 0.750 [in] Height b = 0.070 [in] Width Properties Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 0.053 Moment of Inertia (local axes) (I) [in4] 0.002 2.14E-05 Moment of Inertia (principal axes) (I') [in4] 0.002 2.14E-05 Bending constant for moments (principal axis) (J') [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 0.217 0.020 Radius of gyration (principal axes) (r) [in] 0.217 0.020 Saint-Venant torsion constant. (J) [in4] 8.07E-05 Section warping constant. (Cw) [in6] 0.000 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) [in3] 0.007 6.12E-04 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 0.007 6.12E-04 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 0.007 6.12E-04 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 0.007 6.12E-04 Plastic section modulus (local axis) (Z) [in3] 0.010 9.19E-04 Plastic section modulus (principal axis) (Z) [in3] 0.010 9.19E-04 Polar radius of gyration. (ro) [in] 0.217 Area for shear (Aw) [in2] 0.053 0.053 Torsional constant. (C) [in3] 0.011 Material : A572 Gr50 Properties Yield stress (Fy): Unit Value [Kip/in2] 50.00 Tensile strength (Fu): [Kip/int] 65.00 Elasticity Modulus (E): [Kip/in2] 29000.00 Shear modulus for steel (G): [Kip/in2] 11507.94 DESIGN CRITERIA Description Unit Value Length for tension slenderness ratio (L) [ft] 5.48 Distance between member lateral bracing points Length (Lb) [ft] Top Bottom 5.48 5.48 Laterally unbraced length Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 5.48 5.48 5.48 1.0 1.0 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio 0.05 Capacity 1.57 [Kip] Reference : Eq. Sec. D2 Demand 0.08 [Kip] Ctrl Eq. : c04 at 0.00% Intermediate results Unit Value Reference Factored axial tension capacity(Pn/S2) [Kip] 1.57 Eq. Sec. D2 AXIAL COMPRESSION DESIGN Compression in the major axis 33 Ratio 0.00 Capacity 0.09 [Kip] Reference : Sec. El Demand 0.00 [Kip] Ctrl Eq. : c01 at 54.17% Intermediate results Unit Value Reference Section classification Factored flexural buckling strength(Pn33/52) [Kip] 0.09 Sec. El Compression in the minor axis 22 Ratio 0.00 Capacity 0.00 [Kip] Reference : Sec. El Demand 0.00 [Kip] Ctrl Eq. : c01 at 54.17% Intermediate results Unit Value Reference Section classification Factored flexural buckling strength(Pn22/0) [Kip] 0.00 Sec. El FLEXURAL DESIGN Bending about major axis, M33 Ratio 0.13 Capacity 0.00 [Kip*ft] Reference : Sec. F1 Demand 0.00 [Kip*ft] Ctrl Eq. : c05 at 47.92% Intermediate results Unit Value Reference Section classification Factored lateral -torsional buckling strength(Mn/12) [Kip*ft] 0.00 Sec. F1 Bending about minor axis, M22 Ratio 0.49 Capacity 0.00 [Kip*ft] Reference : Sec. F1 Demand 0.00 [Kip*ft] Ctrl Eq. : c04 at 50.00% Intermediate results Unit Value Reference Section classification Factored yielding strength(Mn/S2) [Kip*ft] 0.00 DESIGN FOR SHEAR Shear in major axis 33 Sec. F1 Ratio 0.01 Capacity 0.94 [Kip] Demand -0.01 [Kip] Ctrl Eq. : c04 at 50.00% Intermediate results Unit Value Reference Factored shear caoacitv(Vn/S2) [Kip] 0.94 Shear in minor axis 22 Ratio 0.01 Capacity 0.94 [Kip] Demand 0.01 [Kip] Ctrl Eq. : c05 at 50.00% Intermediate results Unit Value Reference Factored shear capacity(Vn/S2) TORSION DESIGN Torsion [Kip] 0.94 Ratio 0.88 Capacity 0.00 [Kip*ft] Demand 0.00 [Kip*ft] Ctrl Eq. : c04 at 0.00% Intermediate results Unit Value Reference Factored torsion capacity(Tn/S2) [Kip*ft] 0.00 COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio 0.59 Ctrl Eq. c05 at 50.00% Reference : Eq. H1 -1b Intermediate results Unit Value Reference Interaction of flexure and axial force Combined flexure and axial tension 0.59 Eq. H1 -1b Ratio 0.59 Ctrl Eq. c05 at 50.00% Reference : Eq. H1 -1b Intermediate results Unit Value Reference Combined flexure and axial compression about local axis Ratio Ctrl Eq. N/A Reference Combined flexure and axial tension about local axis Ratio Ctrl Eq. N/A Reference Combined torsion, flexure, shear and axial compression Ratio 0.94 Ctrl Eq. c05 at 47.92% Reference : Eq. H3-6 Intermediate results Unit Value Reference Combined torsion, flexure, shear and axial tension Ratio 0.94 Ctrl Eq. c05 at 47.92% Reference : Eq. H3-6 Intermediate results Unit Value Reference Member Design status 19 OK Section information Section name: LU 1x2_11_16x.068 (US) Dimensions 4-t a a1 �� J a = 1.000 [in] Height b = 2.690 [in] Width k = 0.200 [in] Distance k = 0.068 [in] Thickness Properties Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 0.246 Moment of Inertia (local axes) (I) [in4] 0.016 0.191 Moment of Inertia (principal axes) (I') [in4] 0.011 0.196 Bending constant for moments (principal axis) (J') [in] 1.254 1.047 Radius of gyration (local axes) (r) [in] 0.258 0.881 Radius of gyration (principal axes) (r') [in] 0.212 0.893 Saint-Venant torsion constant. (J) [in4] 3.80E-04 Section warping constant. (Cw) [in6] 1.72E-04 Distance from centroid to shear center (principal axis) (xo,yo) [in] -0.933 -0.289 Top elastic section modulus of the section (local axis) (Ssup) [in3] 0.020 0.114 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 0.101 0.190 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 0.017 0.117 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 0.034 0.173 Plastic section modulus (local axis) (Z) [in3] 0.033 0.191 Plastic section modulus (principal axis) (Z') [in3] 0.040 0.194 Polar radius of gyration. (ro) [in] 1.340 Area for shear (Aw) [in2] 0.189 0.095 Torsional constant. (C) [in3] 0.006 Material : A572 Gr50 Properties Unit Value Yield stress (Fy): [Kip/in2] 50.00 Tensile strength (Fu): [Kip/in2] 65.00 Elasticity Modulus (E): [Kip/in2] 29000.00 Shear modulus for steel (G): [Kip/in2] 11507.94 DESIGN CRITERIA Description Length for tension slenderness ratio (L) Distance between member lateral bracing points Length (Lb) [ft] Top Bottom 2.00 2.00 Laterally unbraced length Unit Value [ft] 2.00 Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 2.00 2.00 2.00 1.0 1.0 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway Single angle connected through width No Planar element No Consider eccentricity No Shear load point of application Gravity center DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio 0.00 Capacity 7.37 [Kip] Reference : Eq. Sec. D2 Demand 0.00 [Kip] Ctrl Eq. : c01 at 0.00% Intermediate results Unit Value Reference Factored axial tension capacitv(Pn/52) [Kip] 7.37 Eq. Sec. D2 AXIAL COMPRESSION DESIGN Compression in the maior axis 33 1 Ratio 0.00 Capacity 1.21 [Kip] Reference : Sec. El Demand 0.00 [Kip] Ctrl Eq. : c01 at 0.00% Intermediate results Unit Value Reference Section classification Factored flexural bucklinq strength(Pn33/0) [Kip] 1.21 Sec. El Compression in the minor axis 22 Ratio 0.00 Capacity 0.94 [Kip] Reference : Sec. E4 Demand 0.00 [Kip] Ctrl Eq. : c01 at 0.00% Intermediate results Unit Value Reference Section classification Factored flexural buckling strenath(Pn22/S2) [Kip] Factored torsional or flexural -torsional buckling strength(Pn11/S2) [Kip] FLEXURAL DESIGN Bending about major axis, M33 1.43 0.94 Sec. El Sec. E4 Ratio 0.44 Capacity 0.02 [Kip*ft] Reference : Sec. Fl Demand -0.01 [Kip*ft] Ctrl Eq. : c08 at 100.00% Intermediate results Unit Value Reference Section classification Factored yielding strenath(Mn/S2) Factored lateral -torsional buckling strength(Mn/12) Factored compression flange local buckling strength(Mn/S2) Bending about minor axis, M22 [Kip*ft] [Kip*ft] [Kip*ft] 0.06 0.06 0.02 Sec. F1 Sec. F1 Sec. F1 Ratio 0.01 Capacity 0.44 [Kip*ft] Reference : Sec. F1 Demand 0.00 [Kip*ft] Ctrl Eq. : c04 at 100.00% Intermediate results Unit Value Reference Section classification Factored yielding strength(Mn/S2) [Kip*ft] 0.44 Sec. F1 DESIGN FOR SHEAR Shear in maior axis 33 Ratio 0.00 Capacity 3.40 [Kip] Demand 0.00 [Kip] Ctrl Eq. : c04 at 0.00% Intermediate results Unit Value Reference Factored shear capacity(Vn/S2) Shear in minor axis 22 Ratio Capacity 0.01 1.71 [Kip] [Kip] 3.40 Demand -0.01 [Kip] Ctrl Eq. : c08 at 0.00% Intermediate results Unit Value Reference Factored shear capacitv(Vn/S2) COMBINED ACTIONS DESIGN Combined flexure and axial compression [Kip] 1.71 Ratio 0.22 Ctrl Eq. c08 at 100.00% Reference : Eq. H2-1 Intermediate results Unit Value Reference Interaction of flexure and axial force — 0.22 Eq. H2-1 Combined flexure and axial tension Ratio 0.22 Ctrl Eq. c08 at 100.00% Reference : Eq. H2-1 Intermediate results Unit Value Reference Combined flexure and axial compression about local axis Ratio Ctrl Eq. N/A Reference Combined flexure and axial tension about local axis Ratio Ctrl Eq. . N/A Reference Combined torsion and shear stresses Ratio 0.85 Ctrl Eq. c05 at 0.00% Reference : Eq. 113-8 Intermediate results Available shear stress for shear vieldinq(Fnv/S2) Members: Cold -formed Design code: AISI 2001 Sup. 2004 ASD Member 1 Unit Value Reference [Kip/in2] 17.96 Eq. H3-8 Design status OK PROPERTIES Section information Section name: aisiC 0.75x1.5x0.0.043 (US) Dimensions a'4 1 1 a = 1.500 [in] Flange width b = 0.750 [in] Depth r = 0.050 [in] Inside bend radius t = 0.048 [in] Thickness Properties Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 0.171 Moment of Inertia (principal axes) (I') [in4] 0.039 0.018 Bending constant for moments (principal axis) (J') [in] -1.389 0.000 Radius of gyration (principal axes) (r) [in] 0.478 0.327 Saint-Venant torsion constant. (J) [in4] 1.33E-04 Section warping constant. (Cw) [in61 0.004 Distance from centroid to shear center (principal axis) (xo,yo) [in] -0.118 0.000 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 0.062 0.049 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 0.045 0.049 Polar radius of gyration. (ro) [in] 1.443 Material : A572 Gr50 Description Unit Value Yield stress (Fy): [Kip/in2] 50.00 Tensile strength (Fu): [Kip/in2] 65.00 Elasticity Modulus (E): [Kip/in2] 29000.00 Shear modulus for steel (G): [Kip/in2] 11507.94 DESIGN CRITERIA Description Unit Major axis Minor axis Effective length factor (K) 1.00 1.00 Effective length factor for torsion 1.00 Unbraced compression length (Lx, Ly) [ft] 2.00 2.00 Length for torsion and lateral -torsional buckling [ft] 2.00 Lateral bracing — No No Additional hypotheses Bearing length [in] 0.00 Positive flange fastened No Negative flange fastened No Continuous lateral torsional restraint No SERVICE CONDITIONS Verification Unit Value Ctrl EQ Reference Maximum geometric slenderness (Ur) 73.30 (Com. C4F) Geometric slenderness (KUr) 73.30 Deflection in compression and/or bending [in] 0.78 c04 at 0.00% DESIGN CHECKS DESIGN FOR FLEXURE Bending about major axis, M33 Ratio 0.17 Capacity 0.05 [Kip*ft] Reference : (Sec. C3) Demand 0.01 [Kip*ft] Ctrl Eq. : c17 at 96.43% Intermediate results Unit Value Reference Nominal flexural strength (Mnx) [Kip*ft] 0.09 (Sec. C3) Bending strength factor (0121 1.67 (Sec. C3.1.1) Bending about minor axis, M22 Ratio 0.73 Capacity 0.04 [Kip*ft] Reference : (Sec. C3) Demand 0.03 [Kip*ft] Ctrl Eq. : c05 at 50.00% Intermediate results Unit Value Reference Nominal flexural strength (Mnv) Bending strength factor (0th DESIGN FOR SHEAR Shear parallel to minor axis, V2 [Kip*ft] 0.07 (Sec. C3) 1.67 (Sec. C3.1.1) Ratio 0.00 Capacity 2.51 [Kip] Reference : (Sec. C3.2) Demand -0.01 [Kip] Ctrl Eq. : c16 at 47.32% Intermediate results Unit Value Reference Nominal shear strength (Vn) [Kip] 4.02 (Sec. C3.2) Shear strength factor ((1)v — 1.60 (Sec. C3.2.1) Shear parallel to major axis, V3 Ratio 0.08 Capacity 0.50 [Kip] Reference : (Sec. C3.2) Demand 0.04 [Kip] Ctrl Eq. : c12 at 93.75% Intermediate results Unit Value Reference Nominal shear strength (Vn) Shear strength factor (OKI [Kip] 0.80 (Sec. C3.2) — 1.60 (Sec. C3.2.1) DESIGN FOR TENSION Tension Ratio 0.00 Capacity 5.14 [Kip] Reference : (Eq. C2-1) Demand 0.01 [Kip] Ctrl Eq. : c12 at 93.75% Intermediate results Unit Value Reference Nominal tension strength (Tn) [Kip] Tension strength factor ($1 DESIGN FOR COMPRESSION Compression 8.59 (Sec. C2) 1.67 (Sec. C2) Ratio 0.19 Capacity -0.67 [Kip] Reference : (Sec. C4) Demand -0.13 [Kip] Ctrl Eq. : c05 at 97.32% Intermediate results Unit Value Reference Nominal compression strength (Pn) Compression strength factor (4J DESIGN FOR TORSION Torsion [Kip] -1.21 (Eq. C4.1) 1.80 (Sec. C4-1) Ratio 0.58 Capacity 0.00 [Kip*ft] Reference : (AISC, Sec. H) Demand 0.00 [Kip*ft] Ctrl Eq. : c04 at 50.00% Intermediate results Unit Value Reference Nominal torsion strength [Kip*ft] Torsion strength factor ON DESIGN FOR CRIPPLING Web crippling strength 0.01 1.67 Ratio 0.05 Capacity 0.47 [Kip] Reference Demand 0.02 [Kip] Ctrl Eq. : (Sec. C3.4) : c13 at 100.00% Intermediate results Unit Value Reference Nominal crippling strength (Pn) Crippling strength factor (4 Crippling strength factor (41 INTERACTION [Kip] 0.87 1.85 1.85 (Eq. C3.4.1-1) (Tables C3.4.1) (Tables C3.4.1) Combined bending and web crippling ratio Ratio 0.11 Ctrl Eq. : c17 at 96.43% Reference : C3.5.1-1 *The equation has been modified for a maximum ratio equal to 1.0 Combined bendina and shear ratio (x-xl Ratio 0.17 Ctrl Eq. : c17 at 96.43% Reference : C3.3.1-1 Combined bending and shear ratio (v -v) Ratio 0.73 Ctrl Eq. : c05 at 50.00% Reference : C3.3.1-1 Combined flexure and tension ratio Ratio 0.73 Ctrl Eq. : c05 at 50.00% Reference : C5.1.1-2 Combined flexure and compression ratio Ratio 0.87 Ctrl Eq. : c13 at 50.00% Reference : C5.2.1-3 CRITICAL STRENGTH RATIO Ratio 0.87 Ctrl Eq. c13 at 50.00% Reference : C5.2.1-3 �� r' Ai't" 'ice 0 THE CARRIAGE FRAME IS MADE ALL OF . 14 GAUGE GALVANIZED STEEL C-1095 BLUE TEMPERED SPRING STEEL C-1095 BLUE 6ULD(03 COD15i 2012 IEC MTH WASI4::3101151ATE Ar.0r:O+.•1: TS 20121K WENtvASl4A•310': STATE u:fNDAL TS 2012 UPC WITH wAS14:1310.1 STATE M'411005105 2211II:C'+ 100 LOCAL Ar:a1DA'EN15 2012 FC wart WASI41:G10:1 STATE Area:DAVT5 20121000'101 GEL GAS CODE 7(104 54;:00 LP 045 704 1 110114 410 Pr1000N,n GAS Con NEPA 501 2Di2IECC10112*::L BUIa01Ee 0r4Ctox S3LE aA BU1 x110 IC[441:51 AI I),I 49114 TEMPERED SPRING STEEL 1 SV I151*1 11:015 210 ADA W H',Ast: to:aATeA In+nAe .zD10 DA .r,naild N ,il�n, iP/n/,,,,llim,.. ' .,,,/ih �����/i//I /f///,,,,,,,,,h.. T 3•' I. , r RECEIVED OF TUKWILA 11 CITY 6061-T6 ALUMINUM 6061-T6 ALUMINUM (1) ANCHOR PER PLATE - MAR 07 2016 PERI��y'//�■OI4EP ER 'moi' , k • 1 p ^ ` '�Fl 2B ANTI -TIP TRACK DETAIL i2C, STANDARD TRACK DETAIL r33 STANDARD ANCHOR F•�' r) d° . ;r 47 LOCK NUT 41411.411111L111141- /i'/ / / -r, ` IIP♦ SPACER `. ANTI.TIP BASE ANTFTP HOOK is `,i HEX BOLT 111/2` IP `� � sir 'a 'its I. • ,.L-' LERS 14GA. w/OA ABOVE 1.- THE CARRIAGE SURFACE 0 000 O qtr Ft<w '-' Q'.4.,:,,T.7. ':' , '.li 'V i..• • t. am WHEEL ISD, nn - SEALED, RADIAL SINGLE ROW, SINGLE ROW, \ BALL BEARING.Alt ! p L 0 0 0, .,--, 23 ]/$n ! 12' ON CENTER MAX lit I. 23 7/8p .i— O� -1 C1 J CARRIAGE �4J ANTI TIP ASSEMBLY (2 PER) 4A� RA• r CUT VIEW A4k> d.INIIP. zz GA' ,• r Q 0.750L � p) (1‘) ��!! 0 (41 0 /`/" 1.500 O O U 18 GA 0 ,1110111), \\ I 9 I I \�,ATTACH ATTACH W/ (2) 3/16 (2) EACH SIDE. (4)PER ' *` 22 GA. \ 0 RIVETS SPREADERiM \ 41/2` z4 r r 11 t, 0 O(SSS W/ (2) (1) EACH O 3/16 RIVETS SIDE. UPRIGHT TO ATTACHMENT PLATE W/ #10 x 3/4' HEX HEAD S.M.S. 96 BRE 1% OF OPENHIESHELVEL B Ga ARE 51% OPEN PERF. SHELVES r r �.-. RE COD! �.-... 'IEWED FORAATTACH ', COMPLIANCE r5 '•_ UPRIGHT POST r6, `J UPRIGHT W/ SPREADER r71 �J UPRIGHT W/ ANCHOR BRACKET S, SHELF PP dOVED J 4711/1 o .I 36" 48• 0X �. 0 1 !' /�• /� /SNELVING`PROFILE" ► I/ ' ' /' � '' ', ,�1� 7,4 0 \ / 0 '�1 )IIS / i �I' ��� .I' 0 © WALL NOTES: 1. SLAB CONCRETE STRENGTH = 3000 PSI MINIMUM 2. SLAB THICKNESS = 4" MINIMUM 3. STEEL STORAGE RACKS DESIGNED IN ACCORDANCE WITH 2012 IBC 4. ANCHORS INDICATED ON DETAIL AND SHALL BE: r �R 2 5 kj 2016 246 �� \0..-..... IA O 0 pii4 \ b O • 1 0 0 I 0 I 1 0 O � 0 ATTACH W/#10x314' ( MIN.) S.M.S. (3) EACH PER BACK TO BACK POST LOCATION \ I'J ae• SEE ELEVATIONS or ` ` FOR CONFIGURATION /4' X 14 GA STRAP ATTACH W/ 10 x 314' HEX HEAD SCREW (4) REO'D PER -BRACE SET RIVET AT CENTER POWERS FASTENER WEDGE BOLT (ICC -ES ESR 2526) (' �y of Tukwila HILTI KWIK BOLT TZ (ICC -ES ESR 1917) OR ICC -ES APPROVED EQUAL 5. MINIMUM DISTANCE BETWEEN ANCHOR BOLT CENTER BUILDING D1VI61 TO ANY CONSTRUCTION JOINTS, CONTROL/EXPANSION JOINTS OR SLAB CRACKS IS 4" 6. PROVIDE PARTIAL INSPECTION FOR EXPANSION ANCHORS IN ACCORDANCE WITH IBC 1705.12.7 Ks"` 1 �S' 1 v;v14 M EG .4 05020405 ���q MerchandismgEquipment Group. LLC. ' " cALcutAnCers � ' ��eur_UfEse. �� 6A•wu,n. South Green Lc44maa.aP,na,4441anoza LOAD CAPACITY PER SHELF ,LOAD CAPACITY PER SECTION • AD°—Build - A -Bear TRU:502 MEG MOBILE DETAILS i 50 LBS i 250 Workshop � LBS AAIBROSE ENGINEERING INC. SHEET 1 OF 1 11'6BN:15(4460040Omit. Stile 100Cnd16mg.W171013 262 325.7603 nnlil awl*vgir wu 1 036 SOUTHCENTER MALL TUKWILA,WA. 06188 066400GBtdee0 CALC526 A `9) BACK TO BACK UPRIGHTS `0� BACK TO BACK UPRIGHTS i iJ SHELVING SECTION wA` Ilk..2 es"ane4annse4 # DESCRIPTION SUP. BY INST. BY REMARKS ST# DESCRIPTION SUP. BY INST. BY REMARKS SN# DESCRIPTION SUP. BY INST. BY REMARKS 01-775 IMAGINE OWNER G.0 ST01 8EAREMY MASCOT STORAGE HOOKS G.C. G.0 PROVIDE 3 HOOKS MOUNTED AT e'•0' AFF.- SEE DETAIL I2/A5.0 SNOT STOREFRONT SIGNAGE OWNER G.C. SEE STOREFRONT DETAILS 02-775 CHOOSE ME OWNER G.C. 5702 BOTTLED WATER COOLER OWNER G.C. SN02 BEAR DEN SIGN (BACK ROOM 090CE) OWNER G.0 MOUNT 4'-9' A.F.F. TO BOTTOM OF GRAPHIC 03-775 SLAT WALL OWNER G.C. STo3 MINI -FRIDGE & MICROWAVE OWNER G.C. 5403 STOREFRONT BLADE SKIN OWNER G.0 SEE STOREFRONT DETAILS 06-700 DRESS ME 8'•0' SECTION CENTER OWNER G.C. 570+ -0 1%0" WIDE STOCK SHELVING - 8'' ND./FREESTANDING METAL UNITS W/ 6 ADJUST. SHELVES. (STATIC AND ROLLING SYSTEM) OWNER G C STATIC AND ROLLING SHELVING A5 MANUFACTURED BY MEG • LATERAL BRACE _ ANCHOR TO WALLS PER MAMIE. STD. DETAILS W REQUIRED BY LOCAL CODE. - PROVIDE 'OPEN" TYPE SHELVES AND SPACERS TO MAINTAIN 6' MIN. SPACING BETWEEN UNITS 5404 5405 'SMILE FOR ME' WALL GRAPHIC TAKE -ME -HOME SOFFIT GRAPHICS OWNER OWNER G.0 G.0 06-770 DRESS ME 8'-0' SECTION FINISHED RIGHT OWNER G.C. NOT USED) 51406 TAKE -ME -HOME WALL LOGO OWNER G.0 06-771 06-772 DRESS ME 8'-0' SECTION FINISHED LEFT DRESS ME 8'-0' SECTION FINISHED ENDS OWNER OWNER G.C. G.C. NOT USED) STO4A ' WIDE STOCK SHELVING - -0' NO./FREESTANDING MAI 3'-0 E5 UNITS W/ 6 ADJUST. SHELVES. (STATIC AND 110111/40 SYSTEM) OWNER G C 5407 DISCOVER GRAPHIC OWNER G.0 07-720 DRESS ME 4'.0' SECTION ONIER OWNER G.C. (NOT USED) , 5705 METAL EMPLOYEE LOCKERS OWNER G.C. 51408 _ EXPLORE FIXTURE GRAPHIC OWNER G.0 07-770 DRESS ME 4'-0SECTION FINISHED RIGHT OWNER G.C. COMPUTER SERVER RACK OWNER G.C. G.C. COORDINATE INSTALLATION OF 35' HIE -TREATED PLYWOOD BACKER BOARD FOR MOUNTING TO WALL (SEE FLOOR PLAN, SHEET 61.0). 5409 51410 EXPLORE SOFFIT GRAPHICS IMAGINE GRAPHIC OWNER OWNER G.0 G.0 07.771 07-772 DRESS ME 4'-0' SECTION FINISHED LEFT DRESS ME 4'-0' SECTION FINISHED ENDS OWNER OWNER G.C. G.C. (NOT USED) 5706 51411 INSPIRE -ME FIXTURE GRAPHIC OWNER G.0 (NOT USED) 08-720 DRESS ME 7.0' SECTION CENTER OWNER G.C. NOT USED ST07 MANAGER'S DESK AND WALL UNIT OWNER G.0 SNI 2 SUSPENDED WINDOW GRAPHICS OWNER GC 08-770 DRESS ME 2'-0' SECTION FINISHED RIGHT OWNER G.C. NOT U5E6 5708 STUFFING BALE OWNER G.0 51413 'CHOOSE ASE' BLADE SIGN OWNER GC 08-771 DRESS ME 2'-17 SECTION FR4ISHE0 LEFT OWNER G.C. NOT USED 5709 2'0•z4'_D' BREAK TABLE OWNER G.C. (NOT SHOWN) 51414 'STUFF MP BLADE SIGN OWNER GC 08.772 DRESS ME 2'•0' SECTION FINISHED ENDS OWNER G.C. NOT USED) STI0 P. LAM -SHELVING ON MS.17-0% 4'-0', OR 17•0' WIDE) G.C. G.C. Sff DETAIL 13/A5.0 (NOT SHOWN) 51415 'DRESS ME' BLADE SIGN OWNER GC COORDINATE LOCATION OF BLADE SIGN WITH EABW 09.775 HEADER OWNER G.C. 5111 2'-0':3'-0' MARKERBOARD OWNER G.C. 51416 'NAME ME' STADE SIGN OWNER GC REPRESENTATIVE PRIOR TO INSTALLATION 10-775 FRAME OWNER G.C. 5012 7-0':7-0'TACKBOARD OWNER G.C. 51417 'SMILE FOR ME' BLADE SIGN OWNER GC 13-775 WORKHORSE OWNER G.C. 5T13 COAT HOOKS G.C. G.C. G.C. TO VERIFY WITH ARCHITECT PRIOR TO BID SN18 'TAKE ME ROMP RUDE SIGN OWNER GC 15-775 LOVE ME OWNER G.C. 16-775 IMPULSE FIXTURE OWNER G.C. 17-775 WINDOW PLATFORM OWNER G.C. 19.775 HEAR ME OWNER G.C. 20-710 FRONT CASHWRAP OWNER G.0 COORD. ELK. HOOKUP 21-775 BACKWRAP OWNER G.C. 24-775 NAME ME OWNER G.C. 25.775 FEATURE FIXTURE OWNER G.C. 28.770 CLEARANCE BIN OWNER G.0 ASSISTANCE CHAIR OWNER G.C. QUANTITY, 3 CHOOSE -ME MONITOR OWNER G.C. QUANTITY, 1 STOREFRONT LCD INTERACTIVE DISPLAY SCREEN OWNER G.C. QUANTITY, 1 5TUFFER OWNER G.C. QUANTITY, 1 WIRE GRI) OWNER G.C. QUANTITY. I SALES AREA FIXTURE SCHEDULE STOCK ROOM FIXTURE SCHEDULE SIGNAGE SCHEDULE • 1 �qE."i' - • t 1 NOTE SEE BJARGED DETAILS ON A4 SHEETS FOR STOREFRONT DIMENSIONS AND OTHER CRITICAL INFORMATION g / • / EO. .,EQ. ,. ' ////////////SNIO/////////// W/���4 II 777 '%//��/�����/���/�����/���/�I��/�I/////////////i�/�/.4 /i/////�/�///////����/��//�� iiiiiiiiiiiiiiiiiii i iiiiiiiiiii�iii // ����//��/����/��/��j///////////////////////////////////////////////%V/////////////////III////!!/// ,� sal... 513 ST11 STI2 1 �., • -• r — •• / / s4oz � �'� � 1•` SABLE FOR ME' DO.776 09776 ' 03-776 I �2, 4a ' Ol-77s (IMAGINE) H I f t 4 AV 74-775 ISN04) roI I + �-: j Fi ,. I- 3lji I - -- 1 i E i 1-1 H.. I ' STOREFRONT 1 \� _ a . _ �� I �j it N �yp -I ry I -. I �11j , I Iljj' jf I ` II' -ILEI �' ,' . ji . I - III.-1 F 1 Ilii I i -4, . 1'' I $ ', ' A lIIF1 I 1 L r: 1 1-1' I �y - (�, H-� _ _ _ 1; - I jI�. III' iI ACCESSIBLE PORTION Of ,r L- T .'.�TQp{L - �/. -iiiiiiiiiii/,o - _Lj I- I ''I-II -NIS I I - I F- ' i I- __ 5704t�-1 �I 20-710 IJI-H-K I _%D® ����IIIN \`s,4 'I( I'I -{I I I lI H� - .�' F-I� —��:��-{� W. ; - ETI II i FI I � I i I. -)•I- G 0 5 3�. ji p I ti Li 14 I'. 1 L' I1, ) I I I Y i : a t ...-� - / MI\�, - - - I �II•I� �T� I I I ISTUff�ER L�•ASSISTANCE . • 1. i• 1 ST03 --__� iXC 0 //i STO2 g - I III• A I . !--.--'--- IELPNL ST07 Al /-..«.2.:%-_____ ✓n c I I ' I I I ' I J I J / �:'. III 6• H I f- I - I - - 25-775 - • I��I ) L ` ' 4...4%r _ _ ..,... - i L; .. I I I I ii 11111'.11 —� ra _�� N I ; 1 WALL , ® ' I, I ' ' I I \`\\IJ. L :.■ P� REVIEWED FOF :,% P. BOTTOM Of SHELVING UNIT SHALL BE MOUNTED 28' ABOVE MANAGER'S DESK //jj �' N Ni 1^ �F , , ,- " I 1 1 I I ' I - -� II: NI 1 - Y II- I.\-•••••,..--..-:..2--�-- +'•I I ASSISTANT - I.•• fI / WORK SURFACE 4 e g - I I f I I- I' I -1 --�• Ij F� I I--I o II -� I CHAIR) I I. t� )DE COi1fiPLIAiV� I � g 25.775 1 I I L. ���f,CiWR B,., I I 'J - If (�•• APPROVED E@�. I O3'�. O 13-775 1I , ,I 25-775 I 'LII i .• I I"Y��V�f�O eee" s I \ � - i IH I 1 1'11 LV i r,1 I AN' , ,I- gill- 11hal I' I ;1- I I{. I• I- I 'L I 0 -4;I-1 I ` [41F I-+ I I� H I t h I �i r 1` •; sra � slo4 1 1_. � � 4 X11--�rl r I- �� ` /', , I I N RHI, � 1L 1-F •F' h jl I 11 a '1l I ` F t 2016 BAR 2 5 ..2. '� n\ ��� 771-- al 7 l _l I _ , . - I' i r 1- F 1 �., - 1 - � E r,1 � . - I-- i r -I -a �I ,11 1- -� r� - tia, II j 1,. I.s f"1 L: I i 07 770 06-700 I �1 I- ! 07-77 i I Fi -i _ �-I i 1--. �C •ity ~'•• ` ST04 S 94 ST04 .� . 06 772 (EXPLORE) c 0x:776 I i I ' of Tukwila ` .- d^09.775. T 09-77509-775, 09-775'--9 SNOB n 1_ di CHOOS MONITOR• �I I('jI L D i i� G ` • I / 91 D I VI S i C li4r A. ■ a A,y 4 RECEIVED .... y� r ' p� ' r . CITY OF TUKWILA MAR 01 2016 >..�s�F=.' ... 42 4 J. . PERMIT CENTER ®'lies e' 1.0 - -- 20 FIXTURE PLAN SCALE, I/4• = 1'-0• '4 .:_ :: O A - 0 E. .' LL • s1 x CA U rt a L 0 64 .11 �� W :w. MEP. Rmd•Il4. NelLoN P.E &,g86. 14817 Woo 956 Str«I L•m.•, 566215 uIn 913.311313.5 PROFESSIONAL SEAL ROIECT TRIES SEATTLE, WA SOUTHCENTER SPACE NO. 1210 FIXTURE PLAN AND SCHEDULES PROJECT HO. SHEET HUMBER. 15288 DRAWN SY, F 1 . 0 A$ ISSUE )MI6 01/29/18 , . • REVISIONS NoNo char. sh211 1-12 nide to the scope of viori< with: :: prior approval of Tuk7-fila Bui!ciing Divid:on NOTE: i'levnc,wif foquiro a n..7p!an submitta: and may irid-iudo additional plan re-viaw fees 70 1+,13z:hall/cal EPlumbing Gas Piping Cif" of Tu.kM!Li DiV1SION FILE COPY Per D.11.0 revies:. Approval c. the violate : - of approveJ: errors and ernission. autilojzo :.:c.;]nanco. Receipt acknodedgod: Thkwi;a BUILDING DIVISION PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0058 DATE: 03/07/16 PROJECT NAME: BUILD A BEAR SITE ADDRESS: 1006 SOUTHCENTER MALL X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: Pkv WO *111 Building Division Public Works n 40c Fire Prevention Planning Division Structural ❑ Permit Coordinator IV PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 03/08/16 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 04/05/16 n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials: 12/18/2013