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HomeMy WebLinkAboutPermit D13-223 - THE CONTAINER STORE - TENANT IMPROVEMENTCONTAINER STORE, THE 2437 SOUTHCENTER MALL D13-223 City of Oukwila lit Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-431-2451 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No.: 9202470010 Address: 2437 SOUTHCENTER MALL TUKW Suite No: Project Name: CONTAINER STORE, THE Permit Number: D13-223 Issue Date: 09/17/2013 Permit Expires On: 03/16/2014 Owner: Name: WESTFIELD PROPERTY TAX DEPT Address: PO BOX 130940 , CARLSBAD CA 92013 Contact Person: Name: SCOTT KANAGA Address: 2805 FAIRMOUNT ST, STE 300 , DALLAS TX 75201 Contractor: Name: WHITING TURNER CONTR CO. THE Address: 300 E JOPPA RD , BALTIMORE MD 21286-3048 Contractor License No: WHITITC099LG Lender: Name: SELF FUNDED - THE CONTAINER STORE • Address: Phone: 214 303-1500 Phone: (410) 821-1100 Expiration Date: 09/17/2015 DESCRIPTION OF WORK: INSTALLATION OF STORAGE AND DISPLAY RACKING THROUGHOUT SPACE. Value of Construction: $0.00 Fees Collected: $3,930.51 Type of Fire Protection: SPRINKLERS/AFA International Building Code Edition: 2009 Type of Construction: IIB Occupancy per IBC: 0019 Electrical Service Provided by: PUGET SOUND ENERGY **continued on next page** doc: IBC -7/10 D13-223 Printed: 09-17-2013 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N r Fire Loop Hydrant: N Number: 0 Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Start Time: N Start Time: Volumes: Cut 0 c.y. Size (Inches): 0 End Time: Fill 0 c.y. End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non -Profit: N Water Main Extension: Private: Public: Water Meter: Permit Center Authorized Signature: N Date: 097/7/13 I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the • - • • ance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: Date: CO %/( 3 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. PERMIT CONDITIONS: 1: ***BUILDING DEPARTMENT CONDITIONS*** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 5: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. doc: IBC -7/10 D13-223 Printed: 09-17-2013 6: All construction shall be done in conforman th the approved plans and the requirement 'he International Building Code or International Residential Cod ternational Mechanical Code, Washington .Energy Code. 7: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. B: ***FIRE DEPARTMENT CONDITIONS*** 9: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 10: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13-8.6.5.3.3) 11: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2327). 12: The total number of fire extinguishers required for an extra hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (4A 40 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3-2.1) 13: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand-held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 14: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 15: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 16: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4-3, 4-4) 17: Clearance between ignition sources, such as light fixtures, heaters and flame -producing devices, and combustible materials shall be maintained in an approved manner. (IFC 305.1) 18: Maintain minimum 6" longitudinal flue space between back-to-back racks. (NFPA 13-12.3.1.14.1) 19: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.2.1) 20: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 21: Arty overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 22: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. doc: IBC -7/10 D13-223 Printed: 09-17-2013 • CITY OF TUKWILA Conmrunity Development Deportment Public Works Deportment Permit Center 6300 Soulhcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Project No. °4-11/7! Date Application Accepted: qq Date Application Expires: t� v / (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 /V1 Pak Site Address: 2437 . Tenant Name: 7ffF. c J/ //V Sing PROPERTY OWNER Name: w .5C, , ,tom[ riiC Address:2b Sh077-facAlT4e i,%� City:71)kIA/1(i4 State: WA zrp.�l8lB$. CONTACT PERSON - person receiving all project communication Name: SnoI 11 4440164 Company Name:6 Address: i Architect Name: LAgey ,� �s� Zip?�� City:" State: Phone:, . /D Fax J4' 14 , %�Z Email: sc44. ea,/7 ,`ifti• am GENERAL CONTRACTOR INFORMATION Company Name: JV1 NC7 , Company Name:6 Address:. eD COM ROP—Ce:577 Architect Name: LAgey City: hve State: �-�`!c ^' I Zip:a . bt Phone444. e(03.0s60Fax: City:t)A`t. S State:. Contr Reg No.: Exp Date: Phone:Z14'243", w Fax: 214' Tukwila Business License No.: Email: H:UpplIcationAPorms-Applkelions On LIne'.20I2 Applicetlons%Permit Application Revised - 2-7.12.doco Revised: February 2012 bb King Co Assessor's Tax No.: (ore3104.' /2 Z3 Suite Number: 157'5' Floor: / 4 2 New Tenant: g" Yes No ARCHITECT OF RECORD Name: DIS. Company Name:6 Company Name: searitIA //UG. Architect Name: LAgey Address: Address:? f)m City:t)A`t. S State:. ZipIsw I Phone:Z14'243", w Fax: 214' 3'%l2. Email: ENGINEER OF RECORD Name: DIS. Company Name: searitIA //UG. s"A EPS Address: Engineer Name: G tt: City: Addressyla.7_ Zip: City: FbtioNA_ State: ZipLy/7 Phone: 9qeal �o�j . d fax:Qai. .evev Email: LENDER/BOND ISSUED (required for projects $5,000 or greater_per RCW 19.27.095) Name: DIS. s"A EPS Address: City: State: Zip: Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ ! /D/ Describe the scope of work (please provide detailed information): / Existing Building Valuation: $ Oa, -, f WI • rt.' Will there be new rack storage? . Yes ❑ ..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 13e/ No If "yes", expinin:. FIRE PROTECTION/HAZARDOUS�/'MATERIALS: El Sprinklers V Automatic Fire Alarm 0 None ❑....... Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 13'. 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 Icing County Health Department. H:Upplications\Forms-Applications On LInet20I2 Appllcations‘Fermit Application Revised - 2-7-12 dote Revised: February2012 66 Page 2 of 4 Existing_ Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1a" Floor / t,3 ?Z7 CL24'►/ /, 2 -✓ o a 26 21'd Floor &OS 1 f 1V7 v 0 26 H 3b Floor Floors thio 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 13e/ No If "yes", expinin:. FIRE PROTECTION/HAZARDOUS�/'MATERIALS: El Sprinklers V Automatic Fire Alarm 0 None ❑....... Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 13'. 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 Icing County Health Department. H:Upplications\Forms-Applications On LInet20I2 Appllcations‘Fermit Application Revised - 2-7-12 dote Revised: February2012 66 Page 2 of 4 • • PUBLIC WORKS PERMIT INFORMATION - 206-433-0179 Scope of Work (please provide detailed information):. Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District El _Tukwila 0 ...Water District #125 0 .. Water Availability Provided Sewer District t] .. Tukwila 0 .. Sewer Use Certificate ❑.,. Highline El ...Valley View 0...Renton 0 ...Sewer Availability Provided D. Renton 0... Seattle Septic System: ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (marls boxes which apply): ❑ .. Civil Plans (Maximum Paper Size — 22" x 34") E l „Technical Information Report (Storm Drainage) 0... Geotechnical Report ❑ .. Traffic Impact Analysis ❑ .. Bond 0... insurance ❑... Easement(s) 0...Maintenance Agreement(s) 0 „ Hold Harmless — (SAO) ❑ .. Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ,. Right-of-way Use -Nonprofit for less than 72 hours ❑ .. Right-of-way Use - No Disturbance ❑ .. Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 ❑ .. Total Cut cubic yards ❑ .. Total Fill cubic yards ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control El „ Backflow Prevention - Fire Protection - Irrigation Domestic Water 0...Right-of-way Use - Profit for less than 72 hours 0...Right-of-way Use — Potential Disturbance 0... Work in Flood Zone 0...Storm Drainage 0...Abandon Septic Tank 0...Grease Interceptor El...Curb Cut ❑... Channelization ❑... Pavement Cut ❑.,.Trench Excavation El...Looped Fire Line 0...Utility Undergrotlnding fl El ,. Permanent Water Meter Size (1) " WO # (2) " WO # (3) ❑ .. Temporary Water Meter Size (1) " WO # (2) " WO # (3) ❑ .. Water Only Meter Size " WO # ❑ ,. Deduct Water Meter Size ❑ .. Sewer Main Extension Public ❑ Private ❑ ❑ .. Water Main Extension Public ❑ Private ❑ " WO# " WO# FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 .. Water 0 .. Sewer El „ Sewage Treatment Monthly Service Billing to; Name: Day Telephone: Mailing Address: City Slate Zip Water Meter RefilndBilling: Name: Mailing Address: Day Telephone: City State Zip H:WpplleatlonslForms-Applleattons On Line \2012 Applientions\Permil Application Revised- 2-7-12,docx Revised: February 2012 bh Page 3 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 I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AI Ii RIZED A ENT: Signature: � Date: 6121113 ttt Print Nance:. Day Telephone: 2 4.3 - is Mailing Address* _ 2005 rfea jrtY -tstr ST. s V f ..sco rALLA6-t 7 22C) j city Stain zip Ii:Wpplicuions\Farn s -Applications On Undid 12 ApplicetlottzTermlt Application Revised - 2.7-12.docx Revised: February2012 bh Page 4 of 4 110 wq� City of Tukwila tiz Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov RECEIPT Parcel No.: 9202470010 Permit Number: D13-223 Address: 2437 SOUTHCENTER MALL TUKW Status: APPROVED Suite No: Applied Date: 06/28/2013 Applicant: CONTAINER STORE, THE Issue Date: Receipt No.: R13-02613 Initials: WER User ID: 1655 Payment Amount: $2,383.90 Payment Date: 09/12/2013 01:24 PM Balance: $0.00 Payee: WHITING -TURNER CONTRACTING COMPANY TRANSACTION LIST: Type Method Descriptio Amount Payment Check 0734942 2,383.90 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES STATE BUILDING SURCHARGE 000.322.100 640.237.114 Total: $2,383.90 2,379.40 4.50 ,lnr• Roraint-nS Printed: 09-12-2013 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov RECEIPT Parcel No.: 9202470010 Permit Number: D13-223 Address: 2437 SOUTHCENTER MALL TUKW Status: PENDING Suite No: Applied Date: 06/28/2013 Applicant: CONTAINER STORE, THE Issue Date: Receipt No.: R13-02024 Payment Amount: $1,546.61 Initials: JEM Payment Date: 06/28/2013 10:52 AM User ID: 1165 Balance: $2,383.90 Payee: PETE FITZGIBON, BY PHONE TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 040135 ACCOUNT ITEM LIST: Description 1,546.61 Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 1,546.61 Total: $1,546.61 Printed. 06-28-2013 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 .I�i 3—Z.z3 Permit Inspection Request Line (206) 431-2451 Project: Type oinspecttiior Address: LI37 Se M4k1 Date Called: Special Instructions: Date W Hied: Requester: Phone No: ®Approved per applicable codes. Corrections required prior to approval. COMMENTS: In : pect8 : Date: REINSECTION FEE REQ RED. Prior to n xt inspection, fee must be paid -t 6300 Southcenter.B d.. Suite 100. all to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING D 6300 5outhcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431-2451 PERMIT NO. !VISION. (206) 431-3670 Project: Type of I pection: c Address: Date Called: Special Instructions:. Date Wanted: -i1--14-1 a.m. er. Requester: Phone No: .. eApproved per applicable codes. 0Corrections required prior to approval. COMMENTS: V6 4 ,1%- 404 Date t., C EINSPECTION FEE REQU RED. Prior to next inspection. fee must be aid4t6300 Southcenter vd.. Suite_ 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 ..13-223 Projec,ti, 'c�J-Iq'..r,.1a•� 40 Type of Inspection: r ZAP (�— C, o.);aL j c-_--, r e , ,., A 1 - N 4. ke 4 Addss-7 n• A t Date Called: Special Instructions: Date Wanted:. Z. c, / % ,-/ a.m. p.m. Requester: Phone No: © Approved per applicable codes. Corrections required prior to approval. COMMENTS: 0 1b211n.11►C., `-.i)i)(iN)ec j c-_--, r e , ,., A 1 - N 4. ke 4 U\ 1Niiik Le-*-r°r tePLC. pCll 0 II ; C) L > SLAC e‹..GjiJl-��te ‘ 4c., c.-:; , e Date: / 4 r/ SPECTION FEE REQUI ED. Prior fo next inspection, fee must be p- id at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 1)13—ZZ1 bis - 13 - S - 2-,-/5 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: { Sprinklers: Type of Inspection: Address: Suite #: (.3- Sc MA -(1 Contact PerAson: '�` 1..- Special Instructions: Pre -Fire: Phone No.: )(Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: \ Fire Alarm: - Hood & Duct: Od Q Pre -Fire: /L. Permits: Occupancy Type: \ \ i ;� t << ,/;ul ' I i ti Needs Shift Inspection: Sprinklers: \ Fire Alarm: - Hood & Duct: `\ Monitor: Pre -Fire: \,� Permits: Occupancy Type: \ \ Inspector:? 33 Date: //b,/// Hrs.: j:, 0 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit X13- 3 1--5-- zLI9 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project:! 421,-- Sf-c-Ca2__. Type of Inspection: Address:Contact Suite #: (9.S5 SC- kj 1 Person: Special Instructions: Occupancy Type: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: o IL. ire) C.,ovA.kr- ) 2- 1* Oat . 71 Needs Shift Inspection: Sprinklers: Fire Alarm:-, Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: y Date: //,M// Hrs.: / 6 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 INS. ECTION NUMBER CITY OF TUKWILA FIRE DEPARTMENT INSPECTION RECORD Retain a copy with permit •vio3_22..3. z.Licr PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Pro' ct: G!�; i i� - „,‘"z1. --c_ p Type of Inspe Mid' ion: ./A -"see Address:4 Suite #: G/� ��{/ i�/ til./�2.�GGYRi 4 '.A Contact Person: ''.._" f CSS Special Instructio s: Occupancy Type: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: p Sprinklers: Fire Alarm: �� Hood & Duct: Monitor: til./�2.�GGYRi 4 '.A .--t-N. 7cc ''.._" f CSS Occupancy Type: i).;,l H._- --4.,„,6t."- ck Balls — (J ---A=-k.ss e r5 u -•-, (- As N e — --,9-4-- WAk 389 ,14..1 A . Needs Shift Inspection: p Sprinklers: Fire Alarm: �� Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspecto p Date: %/i/V/i 3 Hrs.: /, 0 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit Dia — ZZ3 /3-5 — z qc PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East;'\Tukwila. Wa. 98188 206-575-4407 Project• (/.�re� \ �'e Type of Inspect - n: t IJam' Address: Suite #: *6) 4 /Al Contact Person: `' it Special Instructions: Pre -Fire: Phone No.: ;' Approved per applicable codes. Corrections required prior to approval. COMMENTS: _ 0.1/..9"y Sprinklers: Fire Alarm: ,°' r Hood & Duct: Monitor: Pre -Fire: Permits: ...__ frO i7/ -G X 43.-,A-4,--- /0,,..F•-- r/- . -It'd%/'e ins"€ -.7, al oat /A e-74;7 ,././ 4;,„74 Cite_ , 7 c9 --,v5' ) Needs Shift Inspection: _ 0.1/..9"y Sprinklers: Fire Alarm: ,°' r Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspectora,� _ 0.1/..9"y Date: ///,///_5' Hrs.: 1: 0 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City 'of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 MITA- WOW INft 1,11 azar & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION March 6-2014 City Of Tukwila Attn: Bldg Dept 6200 Southcenter BLVD Tukwila, WA 98188 RE: Final Letter The Container Store 2800 Southcenter BLVD Tukwila, WA 98188 To Whom It May Concern: R CER/ED MAR 112014 COMMUNI I Y DEVELOPMENT KA No. 066-13314 Permit No. D ON LC S-[ .w\ OE (R3 /S In accordance with your request and authorization, we have performed special testing and inspection services for the above referenced project. The special inspections for this project were: • Proprietary Anchors • Cold Formed Steel • Fireproofmg • Structural Steel Welding To the best of our knowledge, all work which has been tested and/or inspected has been found to be in general accordance with the approved plans and specifications, engineering revisions, and Chapter 17 of the 2012 International Building Code. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939-2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC William B Throne Operations Manager Puyallup CC: Whiting Turner Contracting Inc. With Offices Serving The Western United States 922 - Valley Avenue NW Suite 101 • Puyallup, WA 98371 • (253) 939-2500 • Fax: (253) 939-2556 �v b� MI ATERVAL HANDL! EST. 198 RLNG BOOK STACKS CONVEYORS FOOTINGS CANTILEVER RACKS DRIVE-IN RACKS GONDOLAS CAROUSELS FIELD INSPECTION MEZZANINES CITY APPROVALS FLOW RACKS MODULAR OFFICES MOVABLE SHELVING PERMITTING SERVICES PRODUCT TESTING PUSHBACK RACKS LICENSED IN ALL SO STATES RACK BUILDINGS SEISMIC ANALYSIS SPECIAL FABRICATION STATE APPROVALS STEEL SHELVING STORAGE RACKS STORAGE TANKS STRUCTURAL DESIGN SEISMIC ANALYSIS OF STEEL STORAGE FIXTURES FOR THE CONTAINER STORE 633 SOUTHCENTER BLVD TUKWILA, WA 98188 JOB #:13-0664 REVIE CODE COMPLIA APPROVED AUG 21 2013 City of T BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 28 2013 PERMIT CENTER 161 ATLANTIC STREET • POMONA, CA • TEL : (909) 869-0989 • FAX : (909) 869-0981 Pt23 MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE THE CONTAINER STORE THE CONTAINER STORE 2 AM 6/5/2013 «rn TABLE OF CONTENTS TABLE OF CONTENTS & SCOPE 2 PARAMETERS 3 ENTS & SPECIFICATIONS 4 LOADS & DISTRIBUTION 5 LONGITUDINAL ANALYSIS 6 COLUMN 7 BEAM 8 BEAM TO COLUMN 12 BRACING 13 ANCHOR ANALYSIS 14 - 16 BASIC LOAD COMBINATIONS 17 OVERTURNING 18 BASE PLATE 19 SLAB & SOIL 20 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 PROJECT THE CONTAINER STORE FOR THE CONTAINER STORE SHEET NO. 3 CALCULATED BY AM DATE 6/5/2013 THE STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS, WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN AND ADJACENT BAYS. THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYSED IN BOTH THE LONGITUDINAL AND TRANSVERSE DIRECTION. STABILITY IN THE LONGITUDINAL DIRECTION IS MAINTAINED BY THE BEAM TO COLUMN MOMENT RESISTING CONNECTIONS, WHILE BRACING ACTS IN THE TRANSVERSE DIRECTION. CONCEPTUAL DRAWING Some components may not be used or may vary. LEGEND 1. COLUMN 2. BEAM 3. BEAM TO COLUMN 4. BASE PLATE 5. HORIZONTAL BRACING 6. DIAGONAL BRACING 7. BACK TO BACK CONNECTOR TRANSVERSE TRIBUTARY AREA 1 LONGITUDINAL NOTE: ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT THE CONTAINER STORE FOR THE CONTAINER STORE SHEET NO. 4 CALCULATED BY AM DATE 6/5/2013 COMPONENTS & SPECIFICATIONS : STORAGE RACK ProductLoad/Lvl Panel Heights ANALYSIS PER SECTION 2208 OF THE 2009 IBC Beam Elevation SITE CLASS = D W 3 LEVELS = 3 H1 =40 in. H2 =40 in. PANELS = 3 H3 =40 in. PRODUCT LOAD / LVL = 1000 lbs. FRAME HEIGHT = 120 in. FRAME DEPTH = 36 in. H BEAM LENGTH= 96 in. W I =1000 lbs. H - Y1 = 42 in. Y2 = 42 in. Y3 = 24 in. H3 _ W2 . W2 =1000 lbs. W3 =1000 lbs. Y3 H2 W t Y2 SEISMIC CATEGORY = D (Fa = 1, Ss =1.46) H1 Y1 2 COLUMN BEAM @ Level 1 CONNECTOR @ Level 1 OK 3 X 1 5/8 X 14GA (IC1514) Steel = 55000 psi Stress =60% OK 2 1/2 X 2 3/4 X 16GA (24160) Steel = 55000 psi Max Static Capacity = 1707 lb. Stress = 59% OK Three Pin Connector Stress = 49% COLUMN BACKER BEAM @ Level 2+ CONNECTOR @ Level 2+ None Stress = OK 2 1/2 X 2 3/4 X 16GA (24160) Max Static Capacity = 1707 lb. Stress = 59% OK Three Pin Connector Stress = 28% BRACING BASE PLATE OK HORIZONTAL 1 1/2 X 1 1/2 X 16GA C Stress = 9% OK DIAGONAL 1 1/2 X 1 1/2 X 16GA C Stress = 20% OK 8 in X 5 in X 0.375 in Steel = 36000 psi MBase = 0 in. lb. Stress = 15% SLAB & SOIL OK ANCHORS OK Slab = 3" X 3000 psi Soil Bearing Pressure = 1000 psf Slab Puncture Stress = 47% Slab Bending Stress = 82% Hilti Kwik Bolt TZ (KB -TZ) ESR -1917 Pullout Capacity = 866 lbs. Shear Capacity = 988 lbs. 0.375" X 2.5" Min Embed. No. Of Anchors = 2 per Base Plate Anchor Stress = 62% SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 / FAX: (909) 869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE THE CONTAINER STORE THE CONTAINER STORE 5 AM 6/5/2013 LOADS & DISTRIBUTION: STORAGE RACK IN ACCORDANCE WITH SECTION 15.5 AND 13.3 OF THE ASCE 7-05: SITE CLASS = D Fp = 0.4 ap * SDs * Wp * (1 + 2*z/h) / (Rp / Ip) Fp, max = 1.6 SDs * Ip * Wp Fp, min= 0.3 SDs*Ip*WP WHERE Wp = (0.67wPL + wDL) SDS = Ip = ap = Rp = Rp = working stress reduction = NO. OF LEVELS = PRODUCT LOAD, wPL = PRODUCT LOAD, wPL = PRODUCT LOAD, wPL = DEAD LOAD, wDL = DEPTH= HEIGHT= 2/3*Fa*Ss 0.973 1.00 2.5 6 4 1.4 3 LVL 1000 LB 1000 LB 1000 LB 100 LB 36 IN 96 IN WHERE Fa = 1 & Ss = 1.46 <=== NO PUBLIC ACCESS longitudinal direction transverse direction at Level 3 at Level 2 at Level 1 per level LONGITUDINAL DIRECTION Fp = 0.4 ap * SDs * Wp * (1 + 2*z/h) / (Rp / Ip) Fp, max = 1.6 SDs * Ip * Wp Fp, min = 0.3 SDs * Ip * Wp Fp/1.4 = [0.32*(0.67*3000 LB + 300 LB)]/1.4 = 379 LB TRANSVERSE DIRECTION Fp = 0.4 ap * SDs * Wp * (1 + 2*z/h) / (Rp / Ip) Fp, max = 1.6 SDs * Ip * Wp Fp, min = 0.3 SDs * Ip * Wp Fp/1.4 = [0.49*(0.67*2000 LB + 300 LB)]/1.4 = 568 LB (13.3-1) (13.3-2) (13.3-3) 2ND FLOOR z = 0.5 h=1 0.32 Wp 1.56 Wp 0.29 Wp 0.49 Wp 1.56 Wp 0.29 Wp LONGITUDINAL TRANSVERSE LEVELS HEIGHT (IN) WEIGHT (LB) W * H (IN -LB) Fi (LB) Fi (LB) 1 2 3 40 80 120 1100 1100 1100 44000 88000 132000 63 126 189 95 189 284 3300 264000 379 LB 568 LB <=== GOVERNS <=== GOVERNS MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE THE CONTAINER STORE THE CONTAINER STORE 6 AM 6/5/2013 LONGITUDINAL ANALYSIS: STORAGE RACK THE ANALYSTS 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). MUpper + MLower = MConn'R' + MC onnZ' MConn'R' = 11/1 Conn.!: MC:onn • 2 = MUpper + MLower _ MUpper + MLower MC:onn — 2 Ends VLong Vco( — 2 MBose = 0 in/lb = 190 lbs FRONT ELEVATION LEVELS hi f i AXIAL LOAD MOMENT MEnds Mconn 1 38 32 1,650 7,220 1,021 6,211 2 40 63 1,100 3,160 1,021 3,551 3 40 95 550 1,900 1,021 1,971 SAMPLE CALC. M1-1 = (VCo1 • hi) — MBase _ (190 lbs X 38 in) - 0 in/lb = 7,220 in/lb MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE THE CONTAINER STORE THE CONTAINER STORE 7 AM 6/5/2013 COLUMN ANALYSIS : STORAGE RACK ANALYZED PER AISI AND THE 2009 IBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. Axial P = 1650 lbs M = 7220 in/lb Kx • Lx Rx Ky • Ly - 1.7 X 38in / 1.2in = 51.8 - 1 X 42in / 0.6in Ry = 67.7 112E F= ° �k ./ rMax Fy 2 = 63.6 KSI = 28 KSI Since : Fe > Fy12 • F = F,,=Fy 1 y • 4•Fe = 43.1KSI KL Max = 67.7 R 55 KSI X [1 - 55 KSI / (4 X 63.61007KSI)] Pn=Aeff •F,, P° S2c P Pa Flexure = 0.4328 in^2 X 43.1 KSI = 18659 lbs = 18659 lbs / 1.8 = 0.16 10366 lbs Since:P > 0.15 Check : P + Cmx• Mx 1 P° Max • ,-ix Myield = My = Sx • Fy = 0.4485 In^3 X 55000 PSI = 24668 in/lb M Max = y = 24668 / 1.67 = 14771 in/lb Sy 1-12EI Pcr = l (Kx • Lx /2 1 = (3.14159)^2 X 29500 KSI X 0.67289 / (64.6in.)^2 46946 lbs 1= (1 / (1 - (1.8 X 1650 lb / 46946 1b)))^-1 = 0.94 1 -(S2c• P Pcr (1650 lb / 10366 Ib) + (0.85 X 7220 in/lb / 14771 in/lb X 0.94) = 0.6 < 1 (60%) pi er B SECTION PROPERTIES A : 3 in B : 1.625 in t : 0.0747 in Aeff : 0.4328 in^2 Ix : 0.67289 in^4 Sx : 0.4485 in^3 Rx : 1.24693 in Iy : 0.1668 in^4 Sy : 0.2019 in^3 Ry : 0.6208 in Kx :1.7 Lx :38 in Ky :1 Ly : 42 in Fy : 55 KSI E : 29500 KSI SZc : 1.80 Qf 1.67 Cmx : 0.85 Cb : 1 SEIZMIC 1- MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT THE CONTAINER STORE FOR THE CONTAINER STORE SHEET NO. 8 CALCULATED BY AM DATE 6/5/2013 DETERMIINE ALLOWABLE MOMENT CAPACITY Determine allowable bending moment per AIS1 Check Compression Flange for Local Buckling (B2.1) w=c-2•t-2•r= 1.75 -(2 * 0.06)-(2 * 0.15) w/t = 1.33 / 0.06 = (1.052/J)• (w/t)• ,.j(Fy /E) = (1.052 / (4)^0.5) * 22.17 * (55 / 29000) A 0.5 = 0.51 = 1.33 in = 22.17 <= 0.673 Flange is fully effective : 0.89 Check Web for Local Buckling per Section (B2.3) Y2: 1.4 f (comp) = Fy • (y3 / y2) = 55 * (1.19 / 1.4) = 46.75 KSI Y3 : 1.19 ycg : 1.096 f2(tension)=Fy • (y, / y2) = 55 * (0.89 / 1.4) = 34.96 KSI I X : 0.515 SX : 0.366 t' = Al f= 1.19 / 0.89 = -0.748 t : 0.06 r : 0.15 k=4+2•(1-03+2•(1-0= Fy: 55 4 + (2 * (1 + -0.748)^3) + 2 * (1 + -0.748) = 18.18 fu: : 65 E : 29000 FlatDepth = w = y, + y3 = 0.89 + 1.19 = 2.08 in. TopFlange : 1.75 wit = 2.08/0.06 = 34.67 <200 OK BottomFlange : 2.75 WebDepth: 2.5 = (1.052/J). (w/t). J(F, /E) = (1.052 / (18.18)^0.5) * 34.67 * (46.75 / 29000)^0.5 = 0.34 be =w= 2.08 b,=be(3-tu)= 2.08 * (3 - -0.748) = 7.8 b2 = 2.08 / 2 = 1.04 b,+b2= 7.8+1.04 = 8.84 Web is fully effective MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE THE CONTAINER STORE THE CONTAINER STORE 9 AM 6/5/2013 DETERMIINE ALLOWABLE MOMENT CAPACITY (cont..) Determine allowable bending moment per AISI Determine Effect of Cold Working on Steel Yield Point (Fya) per Section A7.2 Fva=c•Fyc+(l-c)•Fy "'corner= Lc _ (7r/2). (r + t/2) = 3.14159 * (2 * 0.15 + 0.06) / 4 = 0.28 C=2.4/Lf+2•Lc= 2 * 0.28 / (1.33 + 2 * 0.28) = 0.3 LJlange-top = L f = = 1.33 in. m=0.192•(Fu/Fy)-0.068= 0.192 * (65 / 55) - 0.068 = 0.16 bc=3.69•(fu/fy)-0.819•(fu/fy)2 -1.79 = 3.69 * (65 / 55) - 0.819 * (65 / 55)^2 - 1.79 = 1.43 fu /f = (65 / 55) r/t = (0.15 / 0.06) Fye. = be • Fy /(r/t)m = 1.43 * 55 / (0.15 / 0.06)^0.16 = 0.3 * 67.92 + (1 - 0.3) * 55 fya_t„p ✓ ya-bottom = J ya • ycg /depth- ycg) _ 58.88 * 1.096 / (2.5 - 1.096) Check Allowable Tension Stress for Bottom Flange Lnange-bol = Lib = Lbotlom - 2 • r - 2 • t = 2.75 - (2 * 0.15) - (2 * 0.06) colon, =Cb = 2 • LALib + 2 • Lc)= 2 * 0.28 / (2.33 + 2 * 0.28) Fy-bnllom = Fyh = Ch • Fyc + (1- Cb) • Fyf = 0.19*67.92+(1 -0.19)*55 Fya = Fya-top = 58.88 = 2.33 = 0.19 = 57.45 = 58.88 = 1.181 < 1.2 = 2.5 < 7 OK = 67.92 = 58.88 = 45.96 y, 0.89 Y2: 1.4 y3: 1.19 ycg : 1.096 Ix : 0.515 S0.366 t: 0.06 r : 0.15 Fy : 55 fn: 65 E : 29000 TopFlange:: 1.75 BottomFlange : 2.75 WebDepth: 2.5 MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE THE CONTAINER STORE THE CONTAINER STORE 10 AM 6/5/2013 DETERMINE ALLOWABLE CAPACITY FOR BEAM PAIR PER SECTION 5.2 OF THE RMI, PT II Check Bending Capacity M(:en,er =O.M =W •L•S2•Rn,/8 S2=LRFDLoadFactor=1.2•DL+1.4•PL+1.4.0.125•PL forDL = 2%ofPL Q= l.2*0.02+1.4+1.4*0.125 Rn,=1-[(2•F•L)/(6•E•Ib+3•F•L)] = 1 - ((2 * 100 * 96) / ((6 * 29000 * 0.515) + (3 * 100 * 96))) IfO = 0.95 0•Mn=0•Fya•SX= 0.95 * 58.88 * 0.366 Mend =W •L•(1-R,n)/8= 2540 * 0.5 * 96 * (1 - 0.84) / 8 W =0• M, •8•(#ofBeams)/(L•R,, •Q)= 20.47 * 8 * 2 / (96 * 0.84 * 1.599) * 1000 Check Deflection Canacity Amax - Ass • Rd Rd=1-(4•F•L)/(5•F•L+10.E•Ij= 1 - (4 * 100 * 96) / ((5 * 100 * 96) + (10 * 29000 * 0.515)) Amax = L/180 0,., =(5•W •L3)/(384•E•In) L/180 = (5. W • L3 • Rd )/(384 • E • Ib.# ofBeams) ((5 * 2540 / 2000 * 96^3) / (384 * 29000 * 0.515)) * 0.81 W=(384•E•I.2)/(180.5•L2 •Rd)= 384 * 29000 * 0.515 *2/(180 * 5 * (96^2) * 0.81) * 1000 Allowable Load = 1707 lb/pair • 1.599 = 0.84 • 20.47 in • 2438 in/lb 2540 lb/pair = 0.81 = 0.79 • 1707 lb/pair y� y2 y3: Ycg Ix SX t: rr: Ju' E: TopFlange: BottomFlange : WebDepth: 2.5 0.89 1.4 1.19 1.096 0.515 0.366 0.06 0.15 55 65 29000 1.75 2.75 MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE THE CONTAINER STORE THE CONTAINER STORE 11 AM 6/5/2013 ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL MConn MAllow,Seismic = S * Fh Ms/ark= J l z/8 MAl/ow,Slaric = Allow *1 18 Mseismic = Level MStatic MAIIow,Static MSeismic MAllow,Seismic Result 1 2 3 12768 12768 12768 20484 20484 20484 6211 3551 1971 12078 12078 12078 . GOOD GOOD GOOD MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR THE CONTAINER STORE THE CONTAINER STORE SHEET NO. 12 CALCULATED BY AM DATE 6/5/2013 BEAM TO COLUMN ANALYSIS : STORAGE RACK CONNECTION CAPACITY DEPENDS ON THE FOLLOWING PARAMETERS: I SHEAR CAPACITY OF PIN PinDiameter = 0.4381n. Fy = 55000 PSI Ash.,= Diameter2. 4 = 0.1507 inA2 PShear = 0.4. Fy • AShear = 0.4 X 55000 X 0.1507 inA2 = 3315 lbs 2. BEARING CAPACITY OF PIN Column Thickness = 0.0747 0 0 P1 P2 : AT LEVEL 1 2- '411F C 12^ Fu = 65000PSI S). 2.22 a = 2.22 PHearing = a • Fn • Dia. • Col.Thickness/SZ = 2.22 X 65000 X 0.438 X 0.0747 / 2.22 2127 lbs 3. MOMENT CAPACITY OF BRACKET EdgeDist . = 1.0In. PinSpacing = 2 In Fy = 55000 PSI C= P,+P2+P3 = P+P1(2.5/4.5)+i(.5/4.5) = PI X 1.667 Tap = 0.1791n. Sa1p = 0.127In3 MCapacity = SClip • FHending = 0.127 In^3 X .66 X Fy = 4610 in -lb C • d = MCapacity = 1.667 P • d d = EdgeDist 12 = 0.5 Pair = Mcapacity A 1.667 • d) = 4610 / (1.667 X 0.5) = 5531 lbs MINIMUM VALUE OF PI GOVERNS = 2127 lbs Moonn-Allow = [PI *4.5]+[P, *0.5/ 4.04.0.51 = 12644in-lb > 6211 in -lb OK 3,, MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT THE CONTAINER STORE FOR THE CONTAINER STORE SHEET NO. 13 CALCULATED BY AM DATE 6/5/2013 TRANSVERSE ANALYSIS: BRACING: STORAGE RACK 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 Ldiag = \J(L —6)2 +(D —(2- BCo1))2 = 50.7,t Vdiag = Vtrans • LDiag D k•1 rMin FL —(k )2 rMin = 880 lbs (I X 50.7358) / (0.52) = 97.6 In II -I e Fy 2 FF,> 2 FY Fn = Fy 1 4F, Pn = Area • Fn S2c =1.92 P° oc Brace Stress = VDiag Po = 30065.9 PSI = 27500 = 55000 X (1 - (55000 / (4 X 30065.89) = 29.8 KSI =8447 lbs =4399 lbs =0.20 <I (20%) 1 1 D V.4 Pmasy SIDE ELEVATION Panel Height (L) = 42 In Panel Depth (D) = 36 In Column Depth (B) = 1.625 In Clear Depth (D - 2*B) = 32.75 MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT THE CONTAINER STORE FOR THE CONTAINER STORE SHEET NO. 14 CALCULATED BY AM DATE 6/5/2013 POST -INSTALLED ANCHOR ANALYSIS PER ACI 318-11 APPENDIX D Assumed cracked concrete application Anchor Type = Hilti Kwik Bolt TZ (KB -TZ) 3/8" dia, 2" hef, 4" min slab ICC Report Number = ESR -1917 Slab Thickness (ha) = 3 in. Min. Slab Thickness (hmin) = 4 in. Concrete Strength (f 'e) = 3000 in. Diameter (da) 0.375 Nominal Embedment (hnom) = 2.5 in. Effective Embedment (hef) = 2 in. Number of Anchors (n) = 2 e' N = 6in. e' V = 0 in. From ICC ESR Report Ase uta Smin Cmin Cac Np.er Tension Capacity 808 lbs Shear Capacity = 0.052 in.sq. = 125000 psi 2.5 in. = 2.5 in. = 4.375 in. = 2270 lbs Oseismic 0.75 1844 lbs 0.75 Cal =6 Cat = 12 1.5 • he,- = 3 in. useCaj adj = 3 in. useCa2 ad; = 3 in. 3 • hef = 6in. Si = 6 in. useS, adj = 6in. S2 = 0 in. useS2 adj = 0 in. Adj. Strength 606 lbs 1383 lbs t .k •l 1.5cal s1 1.&cal ASD Value Conversion Factor 1.4 866 lbs 988 lbs MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT THE CONTAINER STORE FOR THE CONTAINER STORE SHEET NO. 15 CALCULATED BY AM DATE 6/5/2013 ANCHOR ANALYSIS TENSION STRENGTH Steel Strength 0 = 0.75 ON.,.a = 0nAsefula (0.75 * 2 * 0.052 * 125000) = 4875 lbs Concrete Breakout Strength ONehg 0 = 0.65 AN, =( atadj + Sl adi + 1.5hef ). `Ca2,adj + S2 ad; + 1.5hef ) = 72 in.sq. 2 ANco = 9her = 36 in.sq. Check if ANe < nAnco ANc /ANco = 2 T ec,N = 1 ed ,N = 1 c, N = 1 ke = 17 = 1 Nh = kc2a if 1e>o.5 (kJ) 5 = 2634 lbs �cp,N = 1 ONcbg = 00Nc /ANco l\liec.N X /Iedcp,N XNb ) (0.65 * (72/36) * 1 * 1 * 1 * l * 2634) = 3424 lbs Pullout Stength 0Npn 0 = 0.65 D.5.1 D.4.3. a) i) D-2 D.5.2 D.4.3 c) ii) Condition B Category 1 D.5.2.4 D.5.2.5 D.5.2.6 D.5.2.2 D-6 D.5.2.7 D.5.2.1 D.5.3 D.4.4 c) ii) Condition BCategory 1 Vc,p = 1 D.5.3.6 ONpn = Oy/c pNp cr(fc/2500)05 (0.65 * 1 * 2 * 2270 (3000/2500) ^0.5) = 1616.5 lbs Steel Strength (0N,.a) 4875 lbs Embedment Strength - Concrete breakout strength (0Ncbg) 3424 lbs Embedment Strength - Pullout strength (ON pn) 1616.5 lbs D.5.3.1 MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE THE CONTAINER STORE THE CONTAINER STORE 16 AM 6/5/2013 ANCHOR ANALYSIS SHEAR STRENGTH Steel Strength 01iSa 0 = 0.65 OV,.0 = On • 0.6A5.efuta (0.65 * 2 * 0.6 * 0.052 * 12 = 5070 lbs Concrete Breakout Strength gVcbg 0 = 0.7 AVe = (1.5ca, + S, adj + 1.5ca, )17c, = 72 in.so. Avco = 3ca,ha = 54 in.so. Check if Avc < nAvca Wec,V = I Wed,V = 1 Wc,V = I 1Vh,V = 1.73 da le = �a = 0.375 in. 0.75 in. 1 Avc /AVca = 1.33 Vb = the smaller of 7t r Id )0 2 (d )0 5 2 (f, )0 5 _ail 5 92 ! f, )os _ail .5 ,/ ,,// t Y e a a a c a� and a c = 3964 lbs Y'Vebg = Y'\Avc /AVc0 XWec,V XWed,V X c,V XWh,V XVb ) (0.7 * 1.33 * 1 * 1 * 1 * 1.73 * 3964) * 1 = 6385 lbs Concrete Pryout Stength 0 = 0.7 KAP = 1 A cbg= 5268 lbs o cpg OV ng = OKcrNcbg (0.7 * 1 * 5268) = 3688 lbs Steel Strength (ovsa) Embedment Strength - Concrete breakout strength Embedment Strength - Pryout strength (0Vcng (OVcbg 5070 lbs 6385 lbs 3688 lbs D.6.1 D.4.3 a) ii) D-28 D.6.2 D.4.3 c) i) condition B D.6.2.5 D.6.2.6 D.6.2.7 D.6.2.8 D.6.2.2 D.3.6 D-33, D-34 D.6.2.1 D.6.3 D.4.3 c) i) Condition B D.6.3.1 D.6.3.1 MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT THE CONTAINER STORE FOR THE CONTAINER STORE SHEET NO. 17 CALCULATED BY AM DATE 6/5/2013 BASIC LOAD COMBINATIONS 2009 IBC SECTION 2208 RMI / ANSI MH 16.1 Virana = 568 1b Product Load/2 (PL) = 1500 lb BASIC LOAD COMBINATION 1: DL 1.0 * 150 = 150 lb 2: DL + PL + LL + (Lr or SL or RL) 150+1500+0+0=16501b Vi ng = 379 lb Sd = 0.973 Dead Load/2 (DL) = 150 lb Seismic Load (EL) = 2920 lb 3: (0.6 * DL) + (0.75 * 0.6 * PLapp) - (0.75 * WL) (0.6 * 150) + (0.75 * 0.6 * 1005) + (0.75 * 0) = 542 lb 3: ((0.6 - (0.11 * Sds)) * DL) + (0.75 * (0,6 - (0.14 * Sds)) * PLapp) - (0.75 * 0.67 * EL) (0.6 - (0.11 * 0.973)) * 150 + (0.75 * (0.6 - (0.14 * 0.973))) * 1005 - (0.75 * 0.67 * 2920) =-1044 lb 4: DL + (0.75 * PL) + LL + (Lr or SL or RL) + (0.75 * WL) 150 + (0.75 * 1500) + 0 + 0 + (0.75 * 0) = 1650 lb 4: (1 + (0.11 * Sds)) * DL + (0.75 * (1 + (0.14 * Sds) * PLapp) + (0.75 * 0.67 * EL) (1 + (0.11 * 0.973)) * 150 + (0.75 * (I + (0.14 * 0.973))) * 1500 + (0.75 * 0.67 * 2920) = 2912 lb 5: DL + LL + (0.5 * (SL or RL)) + (0.88 * PL) + IL 150 + 1500 + (0.5 * 0) + (0.88 * 1500) + 375 = 1845 lb MATERIAL HANULINU ENU1NEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE THE CONTAINER STORE THE CONTAINER STORE 18 AM 6/5/2013 OVERTURNING ANALYSIS : STORAGE RACK ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2208 & 1613.1 OF THE 2009 IBC FULLY LOADED Total Shear = 568 lbs M„v, = Virans • Ht M„v, = 568 X 93 M„ _ E(w +.85wDL)•d/2 Ms, = (3000+(.85 X 300)) X 36/2 1 (Mov, — Ms, ) _ 10 „v, + M„ ) PMaxDown d TOP SHELF LOADED = 52824 in/lb 58590 in/lb (52824 - 58590) / 36 _ -160 lbs. Puplift <= 0 No Up Lift = (52824 + 58590) / 36 = 3095 lbs. Shear = 320 lbs Mav, = V,ap • Ht Mav, = 320 X (120 + ((40 - 10) / 2)) Ms,=E(wp+wDL)•d/2 (1000 +t.85 X 300)) X 36 /2 1(Mnv, — Ms, ) Upl,f — d ANCHORS No. of Anchors : 2 Pull Out Capacity : 866 Lbs. Shear Capacity : 988 Lbs. COMBINED STRESS = 43134 in/lb = 22590 in/lb = (43134 - 22590) / 36 = 571 lbs. Fully Loaded = (0 / 866 X 2))+ ((568 /2)/(988 X 2)) = 0.14 Toy Shelf Loaded = (571 / (866 X 2))+ ((320 /2)/(988 X 2)) = 0.41 P uplift CROSS AISLE ELEVATION Seismic Uplift Critical (LC#3) = ((1044 / 866 X 2))+ ((568 /2)/(988 X 2))) / 1.2 = USE 2 Hilti Kwik Bolt TZ (KB -TZ) 3/8” dia, 2” hef, 4" min slab Anchors per BasePlate. (or approved equal) 0.62 Sec 4.22 ESR -1917 V MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT THE CONTAINER STORE FOR THE CONTAINER STORE SHEET NO. 19 CALCULATED BY AM DATE 6/5/2013 BASE PLATE ANALYSIS : STORAGE RACK THE 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. Vcol*h/2 (FULL FIXITY). Mb IS THAT SMALLEST VALUE OBTAINED FROM THE 3 CRITERIA ABOVE. PcOf = 1650 lbs = 0 in/lb MBQ�.�, P _ Pc:,,, A D•B _ Mn fh Base Plate Width (B) Base Plate Depth (D) Base Plate Thickness (t) 41.3 PSI 0 PSI D • B2/6 2• b1 fn2 = B ib = 0 PSI fhl=fb—fn2 = OPSI Wb12b12 Mb— 2 = 2 •WQ+fh1+.67fn2] Mn = 128.91 in/lb 1 t2 SBQ.re FBuse = .75Fy L. Mn Fh SBase • FBase = 0.02 in/cb = 36000 PSI = 0.15 <= 1 OK = 8 i b = 3 i 5in bi = 2.5 in 0.375 in Fy (base) = 36000 PSI fa i b1 b B b1 — 1b2 — fb 1 MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT THE CONTAINER STORE FOR THE CONTAINER STORE SHEET NO. 20 CALCULATED BY AM DATE 6/5/2013 SLAB AND SOIL : STORAGE RACK 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. PUNCTURE Prow = 1650 lbs Pseixmic = 1467 lbs max = (1.2+0.2Sds)•DL+0.85+0.2Sds)•PL+1.0EL {_4+ 8j . � J f.c_ Fpnnc, = 3 3 2.66.2•Vf.c Apunc,=[(B+t)+(W +t)].2.t fv _ Pmax FV `4 punct • Fpunc, SLAB TENSION P •144 A. — max sai, 1.33•{' J ,caii L = `4snii B =-JB•W +t b_L — B 2 wb21.33•fsai, •b2 Mconc = _ 2 — 144.2 I. scone = 6 Fcanc =501,17 fb _ Mc. Fh 'scant • Fcanc OK = 87.42 PSI = 114 sq. in. = 0.47 = 508 sq. in. M01 = 52824 in -lb = 4696 lbs (Gray. - seis. critical) P ,M1111111111•M\ 7'L B BASE PLATE B = 8 in = 22.55 in W = 5 in = 9.32 in = 6.61 in = 202 in -lb = 1.5 cb. in. = 164.32 PSI = 0.82 Frame Depth d = 36 in CONCRETE fb= t= 3000 PSI 3 in 0.6 = 0.6 SOIL (soil = 1000 PSF SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 / FAX: (909) 869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE THE CONTAINER STORE THE CONTAINER STORE 21 AM 5/20/2013 SCOPE: LIGHT DUTY STORAGE FIXTURE ANALYSIS THE ANALYSIS OF THE LIGHT DUTY STORAGE FIXTURES IS TO DETERMINE ITS COMPLIANCE WITH REGULATIONS SET BY SECTION 1613 OF THE 2009 IBC. SPECIFICATIONS: - MAIN STEEL Fy = 36000 PSI MIN. YIELD STEEL (WHEN USED) - BOLTS A307 (UNLESS NOTED) - ANCHORS 3/8" 0 x 2-1/2" MIN. EMBED. HILTI KWIK BOLT TZ (I.C.C. #ESR -1917) - SLAB 3 IN x 3000 PSI CONFIGURATIONS: SKADIA TYPE: STATIONARY FLOOR FIXTURES WALL TIED FIXTURES PRODUCT LOADS PER LEVEL 60 LB 60 LB ELFA TYPE: PRODUCT LOADS PER SHELF LEVEL WALL TIED FIXTURES 60 LB r SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 / FAX: (909) 869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE THE CONTAINER STORE THE CONTAINER STORE 22 AM 5/20/2013 LOADS & DISTRIBUTION: SKANDIA TYPE SEISMIC SHEAR BASED ON SECTION 1613 OF THE 2009 IBC. WHERE Fp EQUALS: 0.4 x ap x Sps x Wp/ [Rp/ Ip] x [1+2z/h] 0.334 x Wp 1.6xSDSx1pxWp 1.669xWp 0.3 x Sps x Ip x Wp 0.313 x Wp Fp (GOVERNS) = 0.334 Wp WHERE: ap = 1.0 z= 0.5 Ip= 1.5 h= 1.0 Rp = 2.5 (1+2z/h)= 2.0 Fa= 1.00 Ss= 1.46 SDS= (2/3) x Fa x Ss = 0.973 wPL= 60 LB wDL = 10 LB NUMBER OF LEVELS = 5 LVL Wp = (wLL + wDL) = 350 LB LONGITUDINAL DIRECTION & TRANSVERSE DIRECTION Fp = 0.4 x ap x SDS x Wp/ [Rp/ Ip] x [1+2z/h] = 0.4 x 1 x 0.973 x 1.5 x Wp/(1.4 x 2.5) x 2 = 23 LB Vtotal = Fp *NO. OF LEVELS = 23 LB/LEVEL*5 LEVELS = 117 LB FULLY LOADED SHALL NOT BE GREATER THAN SHALL NOT BE LESS THAN 1.4 <=== WORKING STRESS REDUCTION h LEVEL WEIGHT HEIGHT Fp Mot 4.0 IN 1 70 LB 4.0 IN 23.4 LB 27.5 IN 2 70 LB 31.5 IN 23.4 LB 27.5 IN 3 70 LB 59.0 IN 23.4 LB 27.5 IN 4 70 LB 86.5 IN 23.4 LB 27.5 IN 5 70 LB 114.0 IN 23.4 LB 93.4 IN -LB 735.8 IN -LB 1378.2 IN -LB 2020.6 IN -LB 2663.0 IN -LB TOP SHELF LOADED ONLY 117 LB 6891 IN -LB h LEVEL WEIGHT HEIGHT Fp Mot 4.0 IN 1 10 LB 4.0 IN 3.3 LB 27.5 IN 2 10 LB 31.5 IN 3.3 LB 27.5 IN 3 10 LB 59.0 IN 3.3 LB 27.5 IN 4 10 LB 86.5 IN 3.3 LB 27.5 IN 5 70 LB 114.0 IN 23.4 LB 13.3 IN -LB 105.1 IN -LB 196.9 IN -LB 288.7 IN -LB 2663.0 IN -LB 37 LB 3267 IN -LB r SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 / FAX: (909) 869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT THE CONTAINER STORE FOR THE CONTAINER STORE SHEET NO. 23 CALCULATED BY AM DATE 5/20/2013 OVERTURNING ANALYSIS: SKANDIA TYPE: TYPE STATIONARY FLOOR FIXTURES TOTAL DEPTH = 40.0 IN (UNITS ARE TIED BACK TO BACK) (A) FULLY LOADED: Vtotal = 233.6 LB Mot = 2(Fp*h*2 UNITS) = 13,782 IN -LB Mst = F[(wPL + wDL)*(D/2)] _ [5 LEVELS * (60 LB + 10 LB) * 2 * 40 IN/2] = 14,000 IN -LB Puplift = (Mot - Mst)/D = (13782.4 IN -LB - 14000 IN-LB)/40 IN = 0 LB <= NO UPLIFT (B) TOP SHELF LOADED Vtop = 73.4 LB Mot= l(Fp*h*2 UNITS) = 6,534 IN -LB Mst = 2[(wPL + wDL)*(D/2)] = [(SO LB + 60 LB) * 2 * 40 IN/2] = 4,400 IN -LB Puplift = (Mot - Mst)/D = (6534.1 IN -LB - 4400 IN-LB)/40 IN = 53 LB <= UPLIFT ANCHORS QUANTITY= 1 TYPE STATIONARY FLOOR FIXTURES 1_40' R 48'—! 1' Co, 60, 1 k 20 20' I a.24'1 & 24'1 zre --- ED. Ea. FRONT VIEW 29,16' /SID VIEW" ANCHOR HERE PULLOUT = 790 LB SHEAR = 900 LB COMBINED STRESS(A) _ (0 LB/(1*790 LB)) + (116.8 LB/(1*900 LB)) = 0.13 < 1.0 OK COMBINED STRESS(B) = (53 LB/(1*790 LB)) + (36.7 LB/(1*900 LB)) = 0.04 < 1.0 OK USE (1) 3/8" 0 x 2-1/2" MIN. EMBED. HILT! KWIK BOLT TZ (I.C.C. #ESR -1917) PER ANCHOR PLATE AT PERIMETER COLUMN ONLY r SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 / FAX: (909) 869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE THE CONTAINER STORE THE CONTAINER STORE 24 AM 5/20/2013 OVERTURNING ANALYSIS: SKANDIA TYPE: TYPE WALL TIED FIXTURES Tcap1 REPRESENTS THE WITHDRAWAL FORCE ON THE #10 TEK SCREW DEPTH OF UNIT = 24.0 IN (FOR SINGLE ROW UNIT) (A) FULLY LOADED: Vtotal = 116.8 LB Mot = 2(Fp*h) = 6,891 IN -LB Mst = 1[(wPL + wDL)*(D/2)] + Tcapl*H2 = [5 LEVELS * (60 LB + 10 LB ) * 24 IN/2] + (40 LB * 96 IN) = 8,072 IN -LB Puplift = (Mot - Mst)/D = (6891.2 IN -LB - 8072 IN-LB)/24 IN = 0 LB <= NO UPLIFT (B) TOP SHELF LOADED Vtop = 23.4 LB Mot = 2(Fp*h) = 3,267 IN -LB Mst = 2[(wPL + wDL)*(D/2)] + Tcap1*H2 = [60 LB + 10 LB] * (24 IN/2) + (40 LB * 96 IN) = 4,712 IN -LB Puplift = (Mot - Mst)/D = (3267.1 IN -LB - 4712 IN-LB)/24 IN = 0 LB <= NO UPLIFT ANCHORS QUANTITY= 1 TYPE WALL TIED FIXTURES 4" 27 1,2' 27 1/2' 27 1/r 27 1/2' 6513772' 59 sir 4P. FRONT VIEW 2916; f SIDE VIEW ANCHOR HERE. CONNECTION HEIGHT (H2) = 96. IN SCREW TYPE = #10 TEK SCREW Tcap1 = 40 LB PULLOUT = 790 LB SHEAR = 900 LB COMBINED STRESS(A) = (0 LB/(1*790 LB)) + (58.4 LB/(1*900 LB)) = 0.06 < 1.0 OK COMBINED STRESS(B) = (0 LB/(1*790 LB)) + (11.7 LB/(1*900 LB)) = 0.01 < 1.0 OK USE (1) 3/8" 0 x 2-1/2" MIN. EMBED. HILTI KWIK BOLT TZ (I.C.C. #ESR -1917) PER ANCHOR PLATE AT FRONT COLUMN ONLY r SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 / FAX: (909) 869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE THE CONTAINER STORE THE CONTAINER STORE 25 AM 5/20/2013 WALL ADEQUACY ANLAYSIS: SKANDIA TYPE: TYPE WALL TIED FIXTURES WALL DESIGNED LOAD = 5 PSF WALL AREA/UNIT = (114 IN) * (48IN) = 5472. INA2 = 38. FTA2 WALL CAPACITY = WALL DESIGNED LOAD * (WALL AREA/UNIT) = 5 PSF * 38 FTA2 = 190 LB Vwall = Vtrans = 117 LB < 190 LB THEREFORE WALL IS ADEQUATE TO RESIST SEISMIC LOADS. CONNECTION TO WALL ANLAYSIS: WITHDRAWAL FORCE ON WALL CONNECTION = T CONNECTION HEIGHT = 96 IN Mot = 1(Fi * Hi) = 6891.2 IN -LB Mst = 2[(wPL + wDL)*(D/2)] = 5 LEVELS * (60 LB + 10 LB) * 24 IN/2 = 4200.0 IN -LB T = (Mot - Mst)/(HEIGHT OF CONNECTION) = 28 LB <= WITHDRAWAL CHECK TENSION CAPACITY OF #10 TEK SCREW SCREW TYPE = #10 TEK SCREW P(allow) = 40 LB PER ITW BUILDEX WITH SAFETY FACTOR OF 3 SINCE 28 LB < 40 LB THEN WALL ATTACHMENT IS SUFFICIENT TO RESIST SEISMIC FORCES. r SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 / FAX: (909) 869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT THE CONTAINER STORE FOR THE CONTAINER STORE SHEET NO. 26 CALCULATED BY AM DATE 5/20/2013 LOADS & DISTRIBUTION: ELFA TYPE SEISMIC SHEAR BASED ON SECTION 1613 OF THE 2009 IBC. WHERE Fp EQUALS: 0.4 x ap x Sps x Wp/ [Rp/ Ip] x 0.+2z/h] 0.334 x Wp 1.6 x Sps x Ip x Wp 1.669 x Wp SHALL NOT BE GREATER THAN 0.3 x SOS x Ip x Wp 0.313 x Wp SHALL NOT BE LESS THAN Fp (GOVERNS) = 0.334 Wp WHERE: ap = 1.0 z= 0.5 Ip= 1.5 h= 1.0 Rp = 2.5 (1+2z/h)= 2.0 Fa= 1.00 Ss= 1.46 Sps= (2/3) x Fa x Ss = 0.973 wPL = 60 LB/LEVEL <=== LOADS DISTRIBUTED OVER 4 ARMS wDL = 20 LB/LEVEL NUMBER OF LEVELS = 4 LVL Wp = (wPL + wDL) = 320 LB Fp = 0.4 x ap x SDS x Wp/ [Rp/ Ip] x [1+2z/h] = 0.4 x 1 x 0.973 x 1.5 x Wp/(1.4 x 2.5) x 2 = 27 LB LOAD DISTRIBUTION 1.4 <=== WORKING STRESS REDUCTION h . LEVEL WEIGHT HEIGHT Fp Mot 18.0 IN 1 80 LB 18.0 IN 26.7 LB 24.0 IN 2 80 LB 42.0 IN 26.7 LB 24.0 IN 3 80 LB 66.0 IN 26.7 LB 24.0 IN 4 80 LB 90.0 IN 26.7 LB 480.5 IN -LB 1121.3 IN -LB 1762.0 IN -LB 2402.7 IN -LB 320 LB J LI I! ti 4 -4FIEID VERIFY.'L --'e4 -- -24. -.4 107 LB 5767 IN -LB . 4_F EXISTING WALL 79 !4' y 24' 24. J FRONT VIEW SIDE VIEW SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 / FAX: (909) 869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE THE CONTAINER STORE THE CONTAINER STORE 27 AM 5/20/2013 UPRIGHT ANALYSIS: ELFA TYPE ANALYZED PER AISI AND THE 2009 IBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. P= 107 LB M= 267 IN -LB KxLx/rx = 1*24 IN/0.308 IN = 77.9 <=== (KI/r)max KyLy/ry = 1*24 IN/0.402 IN = 59.7 AXIAL Fe= n^2E/(KL/r)max^2 = 48.0 KSI Fy/2= 18.0 KSI SINCE, Fe > Fy/2 THEN, Fn= Fy(1-Fy/4Fe) = 36 KSI*[1-36 KSI/(4*48 KSI)] = 29.2 KSI Pn= Aeff*Fn = 5,878 LB Oc= 1.92 SECTION PROPERTIES = 1.87 Pa= Pn/Oc Aeff = 0.201 IN^2 = 5878 LB/1.8 Ix = 0.019 IN^4 = 3,265 LB Sx = 0.031 INA3 P/Pa= 0.03 < 0.15 rx = 0.308 IN FLEXURE ly = 0.033 IN^4 CHECK: P/Pa + Mx/Max 5 1.0 Sy = 0.065 INA3 ry = 0.402 IN Pno= Ae*Fy Kx = 1.0 = 0.201 IN^2 *36000 PSI Lx = 24.0 IN = 7,236 LB Ky = 1.00 Pao= Pno/Oc Ly = 24.0 IN = 7236 LB/1.8 Fy= 36 KSI = 4,020 LB E= 29500 Myield=My= Sx*Fy = 0.031 INA3 * 36000 PSI Of= 1.67 = 1,116 IN -LB Cmx= 0.85 Max= My/Of Cb= 1.0 = 1116 IN-LB/1.67 = 668 IN -LB Pcr= n^2E1/(KL)max^2 µx= {1/[1-(Oc*P/Pcr)]}^-1 = n^2*29500000 PSI/(1*24 IN)^2 = {1/[1-(1.8*107 LB/9604 LB)]}^ -1 = 9,604 LB = 0.98 THUS, (107 LB/3265 LB) + (267 IN-LB/668 IN -LB) = 0.43 < 1.0, OK SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 / FAX: (909) 869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT THE CONTAINER STORE FOR THE CONTAINER STORE SHEET NO. 28 CALCULATED BY AM DATE 5/20/2013 ARM ANALYSIS: ELFA TYPE CHECK TENSION CAPACITY: ARM SPAN = 20.0 IN LOAD = 26.7 LB/LEVEL M = LOAD x (ARM SPAN/2) = 27 LB/LEVEL x 20 IN/2 = 267 IN -LB ASSUME ONLY THE TOP CLIP IN TENSION TENSION CAPACITY = T= 0.6Fy x A = 0.6 x 36000 PSI x 0.05 INA2 = 1,080 LB MOMENT CAPACITY = T x d = 1080 LB x 2 IN = 2,160 IN -LB CHECK FOR SHEAR CAPACITY: > 267 IN -LB OK SHEAR CAPACITY = 0.4Fy * A = 0.4 x 36000 PSI x 0.05 INA2 = 720 LB > 26.7 LB OK A = 0.050 INA2 Fy = 36,000.0 PSI d = 2.000 IN 1 SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 / FAX: (909) 869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE THE CONTAINER STORE THE CONTAINER STORE 29 AM 5/20/2013 TRACK ANALYSIS: ELFA TYPE CHECK BENDING OF TRACK Fy = 36,000 PSI Fb = 0.6 Fy = 0.6 * 36000 PSI = 21,600 PSI Track, Sx = .028 INA3 M= PL/4 = 214 IN -LB WHERE P = 107 LB AND L = 8 IN fb = M/S = 214 IN -LB / 0.028 IN^3 = 7,643 PSI < 21600 PSI , OK. CHECK BENDING OF LIP b= 8.0 IN h= 0.075 IN Lip, Sx= bh^2/6 = .0074 IN^3 Fb= 0.6*Fy = 21,600 PSI M= PL = 54 IN -LB fb= M/S = 7,191 PSI WHERE P = 107 LB AND L = 0.5 IN <21600PSI ,OK r SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 / FAX: (909) 869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY DATE THE CONTAINER STORE THE CONTAINER STORE 30 AM 5/20/2013 CHECK FOR WALL ADEQUACY: ELFA TYPE ANALYZED TO COMPLY TO SECTION 1607.13 OF THE 2009 IBC Height = 6.6 FT Width = 6.0 FT Area = 39.5 FTA2 V = EFp/Area = 2.7 PSF < 5 PSF, OK PER SECTION 1607.13 INTERIOR/PARTITION WALLS > THAN 6 FT IN HEIGHT MUST BE DESIGNED FOR A MINIMUM OF 5 PSF LATERAL LOADING. Good Fulton & Farrell Arc ects 2808 Fairmount Street Suite 300 Dallas, Texas 75201 August 2, 2013 214.303.1500/Tel 214.303.1512/Fax www.gff.com City of Tukwila Department of Community Development 6300 Southcenter Boulevard - Suite 100 Tukwila, WA 98188 RE: R Lawrence Good FAIA LEED AP Duncan T Fulton FAIA LEED AP David Michael Farrell AIA Bryce A Weigand FAIA Karen K Quick MBA Jeffrey L Good AIA Tamara K Cham bless AIA LEED AP Lawrence Cosby AIA Brian William Kuper AIA Richard L Myers AIA Jonathan P Rollins AIA Scott A Sower AIA CCCA Correction Letter #1 Development Permit Application Number D13-223 The Container Store - 2437 Southcenter Mall To Alan Metzler, Fire Project Coordinator, Evan L Beattie AIA LEED Al' Lance Braht AIA Maria A Gomez AIA LEED AP Scott A Kanaga AIA Donald R Kubala AIA Allison E Laros MBA Brian E Moore AICP David H Swaim AIA Traci Webster ADA Of Counsel: Joseph J Patti AIA CSI We have prepared a written response to your comments for the above referenced project. We have included four (4) signed sealed copies of the revised drawing sets. Please let me know if you have any questions or need anything further. 1. Per NFPA 13, 2013 edition, table 13.2.1, the fire sprinkler density in the sales and storage areas must be a minimum of extra hazard group 2 (EH2) for group A plastics. Response: The general notes on FP2 indicate the densities that are required per NFPA 13. All group A plastics are contained on the sales floor. The back of house area is not used to store group A plastics; all group A plastics will be placed on the sales floor upon arrival at the store. Here is derivation of the required densities for the sales floor and stock room areas: Sales floor The Container Store retail sales area includes Group A plastics commodities on retail shelf (most nearly resembling shelf storage per NFPA 13) and wall -shelf fixtures to maximum 10=6' storage height. Using Figure 15.2.2 the display arrangement is Group A plastics, non -expanded, stable, exposed with a ceiling height of 15 ft to 20 ft; although we have varying ceiling heights in the store, this arrangement is the most conservative. From Table 15.2.6(a), Column E specifies an EH2 design density. Using Figure 13.2.1, the density is 0.40 gpm/2500 SF. Reducing the area with the use of high temperature K11.2 sprinklers per section 15.2.8(2)(b), the required sprinkler density is 0.40 gpm/2000 SF. The stockroom and retail sales areas were evaluated separately. The Container Store stockroom storage area is classified as Class l -1V commodities, cartoned, non -encapsulated, on fixed single- and double -row rack up to 12'-0' storage height. Much of the product is cartoned metal shelving and ready -to -assemble shelves and storage containers; less than 5% of commodities stored are Group A plastics. Stock Room: The Container Store stockroom storage area is classified as Class l -IV commodities, cartoned, non -encapsulated, on fixed single- and double -row rack up to 17-0" storage height. Section 16.21.21 specifies the protection of Class IV commodities stored up to and including 12 ft shall be the same as for miscellaneous storage selected from Chapter 13. We have determined the required design curve to be EH1 from Table 13.2.1; class IV; rack, back-to-back shelf storage; 12 ft storage. Figure 13.2.1 gives a design density of 0.30gpm/2500SF. Reducing the area per 13.2.2 and 11.23.2.6 with the use of high temperature sprinklers the required sprinkler density is 0.30gpm/2000SF. 2. Please state on the drawings that EH2 fire sprinkler protection will be provided. Response: Design densities are specified in Fire Protection General Notes numbers 8 and 9 on sheet FP -1. 3. A floor plan of the racking must be part of the rack permit submittal. Response: Four copies of the fixture plan have been included with the rack permit resubmittal (Sheet REvE IV E D CITY OF TUKWILA CORRECTION bklft-213 P:\2013\13007 - TCS South Center • Seattle \g -jurisdictional agencies \080213 GFF Response Racking.doc AUG 082013 PERMIT CENTER The Container Store Tena provements - 2437 Southcenter Mall August 2, 2013 Page 2 of 2 • Please let me know if you have any questions or need anything further. Thank you. Good Fulton & Farrell Architects, Inc. Scott A. Kanaga, AIA Associate Principal CI, I July 10, 2013 s City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Scott Kanaga 2808 Fairmount St, Ste 300 Dallas, TX 75201 RE: Correction Letter #1 Development Permit Application Number D13-223 The Container Store — 2437 Southcenter Mall Dear Mr. Kanaga, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Fire Department. At this time the Building Department has no comments. Fire Department: Alan Metzler at 206 971-8718 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 431-3670. Sincerely, AAAA Mat`shall echrlician WAPermit Center\Correction Letters\2013\D13-223 Correction Letter #I.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Tukwila Fire Prevention Bureau Al Metzler, Fire Project Coordinator Fire Prevention Bureau Review Memo Date: July 9, 2013 Project Name: The Container Store - Racks Address: 2437 Southcenter Mall Permit #: D13-223 Plan Reviewer: Al Metzler, Fire Project Coordinator The Fire Prevention Bureau conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. 1. Per NFPA 13, 2013 edition, table 13.2.1, the fire sprinkler density in the sales and storage areas must be a minimum of extra hazard group 2 (EH2) for group A plastics. 2. Please state on the drawings that EH2 fire sprinkler protection will be provided. 3. A floor plan of the racking must be part of the rack permit submittal. Should there be questions concerning the above requirements, contact the Fire Prevention Bureau at 206- 971-8718. No further comments at this time. !ERMITCOORD COPY • PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D13-223 DATE: 08-08-13 PROJECT NAME: THE CONTAINER STORE - RACKS SITE ADDRESS: 2437 SOUTHCENTER MALL Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: Building Division Public Works A Awgi -)011 ❑ Fire Prevention Structural Planning Division n Permit Coordinator 1111 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 08-13-13 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg LI Fire 0 Ping 0 PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES/THURS ROUTING: Please Route Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 09-10-13 Approved ❑ Approved with ConditionsFIX' Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2-28-02 rPERMIT COORD COPY PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D13-223 DATE: 06/28/13 PROJECT NAME: THE CONTAINER STORE - RACKS SITE ADDRESS: 2437 SOUTHCENTER MALL X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: �P0Ait, � �3. i? Building Division Public Works citAA-id 01.061, 3 Fire Prevention Structural Planning Division ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete n DUE DATE: 07/02/13 Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route N REVIEWER'S INITIALS: DATE: Structural Review Required ❑ No further Review Required n APPROVALS OR CORRECTIONS: DUE DATE: 07/30/13 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) 'yj Notation: REVIEWER'S INITIALS: DATE: Permit Center' Use Only, CORRECTION LETTER MAILED: Departments issued corrections: A t&: al Bldg 0 Fire' Ping ❑ PW 0 Staff Initials: / �v City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 9 -2- Plan Check/Permit Number: DR- 22 O Response to Incomplete Letter # Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: ` Co1J7 J e.. -5/YJ/ Project Address: 2437 7//- MALL. Contact Person: 67 -)rt kikip46,4 Phone Number: 214.30.' /SZZD Summary of Revision: ,s}lcx� 70 l'isjzivir HW1 td,t) S.4401.45 P f/TJ,l,�r A AI li — • �SUj�U�7� {Eve. ce/cc-S OPME LA y zir ,U r0,2izg1/�--,U hi/171 mr-L- 107'eFilr Lo' it P ReCeitto MG 08 2013 PERMIT C_.a: 1,E Sheet Number(s): Al.i f — i /f./J EX Fi=c . X7� "Cloud" or highlight all aieas'o revision includiii to -o <re "i O g f f Received at the City of Tukwila Permit Center by: Entered in Permits Plus on g V 5 H:\Applicadons\Fonns-Applications On Lme\2010 Applications\7-2010 - Revision Submittal.doc Created: 8-13-2004 Revised: 7-2010 Contractors or Tradespeople PriS Friendly Page General/Specialty Contractor A business registered as a construction contractor with Lal to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name WHITING TURNER CONTR CO, THE UBI No. 600594886 Phone 4108211100 Status Active Address 300 E Joppa Rd License No. WHITITC099LG Suite/Apt. License Type Construction Contractor City Baltimore Effective Date 6/7/1991 State MD Expiration Date 9/17/2015 Zip 212863048 Suspend Date County Out Of State Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status WHITITC1456TWHITINGTURNER CNTRNG CO, THE Construction Contractor General Unused 1/30/1986 12/31/1986 Archived Business Owner Information Name Role Effective Date Expiration Date C T CORPORATION SYSTEM Agent 01/01/1980 Bond Amount HACKERMAN, WILLARD President 06/07/1991 9057791 IRISH, CHARLES A Vice President 06/07/1991 Bond Information Page 1 of 2 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 4 Fidelity a Deposit Ins Co of Maryland 9057791 06/03/2011 Until Cancelled $12,000.00 09/17/2013 3 TRAVELERS CAS & STY CO OF AMER 400KM9671 06/03/2006 Until Cancelled 08/23/2011 $12,000.0010/05/2006 07/20/2010 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 19 Travelers Indemnity Company Th VTC2JC057881320ATIL13 08/01/2013 08/01/2014 $2,000,000.00 09/17/2013 18 ZURICH AMERICAN INS CO GL0386588107 08/01/2010 08/01/2011 $2,000,000.00 07/20/2010 17 ZURICH AMERICAN INS CO GL0386588106 08/01/2008 08/01/2010 $2,000,000.00 07/31/2009 16 ZURICH AMERICAN INS CO GL03865888104 08/01/2008 08/01/2009 $2,000,000.00 07/23/2008 15 AMERICAN STATES INS CO 01CH55062910 08/01/2007 08/01/2008 $500,000.0007/16/2007 Summons/Complaint Information No unsatisfied complaints on file within prior 6 year period httbs://fortress.wa.gov/lni/bbip/Print.aspx 09/17/2013 CUSTOM CASHWRAP BY TENANT G.C. TO INSTALL ELFA UTILITY WALL BY G.C. REFER DETAIL 1/A1.41 0 RELp;E.6,+.1E it t -OR'. CODE COMPLIANCE APPROVED AUG 21.2013 -NJ /11\-r City of u Bila BUILDING I ISION ' I - CDC CABINET PROVIDED BY TENANT FOR GC INSTALL - REF: CUT SHEETS IN PROJECT MANUAL r T —yam 1 CDC CABINET --. PROVIDED BY TENANT FOR GC ' 1 I INSTALL - REF: \' __I ) CUT SHEETS IN ._.J PROJECT MANUAL TUBULAR HANGER FIXTURE PROVIDED AND INSTALLED BY TENANT CUSTOM CASHWRAPS BY TENANT G.C. TO INSTALL FIXTURE NOTES: NOT ALL OPTIONS ARE USED. AA RACKING LAYOUT SHOWN IS FOR INFORMATION ONLY. LAYOUT IS SUBJECT TO CHANGE. CONFIRM LAYOUT WITH TENANT PRIOR TO INSTALLATION. REFER TO MATERIAL AND EQUIPMENT SCHEDULE ON SHEET A0.04. O8'-2" TALL SALES RACK PROVIDED AND INSTALLED BY TENANT OPLINTH PROVIDED AND INSTALLED BY TENANT. D 6'-10" TALL SALES RACK PROVIDED AND INSTALLED BY TENANT. O4'-0" TALL MOBILE FIXTURES PROVIDED & INSTALLED BY TENANT. FO SHOPPING CARTS PROVIDED AND INSTALLED BY TENANT. OELFA EASY -HANG WIRE SHELVING SYSTEM - WALL OR CEILING MOUNTED PROVIDED AND INSTALLED BY TENANT. O3'-6" TALL SALES RACK PROVIDED AND INSTALLED BY TENANT. O9'-6"TALL SALES RACK PROVIDED AND INSTALLED BY TENANT. Good Fulton & Farrell 2006 CASH WRAP FIXTURES PROVIDED BY TENANT & INSTALLED BY GC. REFER TO CUT SHEETS IN PROJECT MANUAL. CI 10'-0"TALL STOCK RACKS PROVIDED BY TENANT & INSTALLED BY G.C.- REF. CUT SHEETS IN PROJ. MANUEL OWALLS BY G.C. OSTEEL MEGAWALL - PROVIDED AND INSTALLED BY TENANT O BUBBLE PEANUT RACK BY TENANT OLOCKERS PROVIDED AND INSTALLED BY TENANT CI SAFE PROVIDED & INSTALLED BY TENANT OR VENDING MACHINES AND REFRIGERATOR PROVIDED AND INSTALLED BY TENANT. O FIRE EXTINGUISHER - CONFIRM LAYOUT AND QUANTITY WITH LOCAL AUTHORITY. NOT USED U 6'-0" TALL MOBILE FIXTURE PROVIDED & INSTALLED BY TENANT FILE COPY Permit No. Plan review approval is subject to errors and omissions. A pro ,al of construction documents does not authorize tic;. ',oration of any adopted code or ordnance. Receipt of approved Field Copy and condlions is ackroviedged. BY City Of BUILDING DIVISION ALL SPECIFIED FINISHES ARE EITHER CLASS A OR CLASS B PER TABLE 803.5 NOTE: ALL CHECKOUT AND SERVICE COUNTERS ARE 36" A.F.F. MAX. - REFER TO CUTSHEETS AT THE END OF THE PROJECT MANUAL . REF A1.46 AND A1.47 FOR ADDITIONAL INFORMATION ON STOCKROOM RACKING AND LAYOUT REFER TO THE APPENDIX AT THE. END OF THE PROJECT MANUAL FOR CUT SHEETS ON THE STOCK ROOM RACKING AND THE SPECIALTY MILLWORK ITEMS ON THE SALES. FLOOR (CDC COUNTER AND CASH WRAPS) II -lull II II II . II II II II II I 11 II- -111-14-11 1SEPARATE PERMIT REQUIRED FOR: 174 w Mechanical Electrical Plumbing Gas Piping City of Tukwila BUILDING DIVISION NO PRODUCT ON THE SALES FLOOR IS STACKED ABOVE 10'-6" AFF NO PRODUCT IN THE STOCK ROOM IS STACKED ABOVE 12'-0" AFF g•2•/5 0 .J 1-- J 00 z cor >W0 < Czi- 2UW� ZOOp1- M F - Co A 0 0 0 0 0 0 0 0 0 0 0 0 0 ADDENDUM 01 No. Date REF: CUT SHEETS IN ROJECT MANUAL FOR STOCK ROOM. RACKING & # • SHELVES PER BAY PRODUCTS ON THE SALES FLOOR ARE UN -NESTED AND UNWRAPPED INDIVIDUAL UNITS ON SHELVES (LOW DENSITY) Drawn RECEIVED CITY OF TUKWILA AUG 0 0 2013 PERMIT CENTER REVISIONS Nochanges shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submitt and may include additional plan review fees. CORRECiTION LTR#. G.C. IS RESPONSIBLE FOR VERIFYING ALL DIMENSIONS, LOCATIONS, &CONDITIONS INDICATED OR IMPLIED ON THE DRAWINGS, DURING THE BID PHASE. DIMENSIONS SHOWN ON DRAWINGS SHOULD BE CONSIDERED APPROXIMATE AND MUST BE FIELD VERIFIED. G.C. QUANTITIES, SIZES, AND SCOPE OF WORK SHALL BE BASED ON CONTRACTOR'S CAREFUL REVIEW OF SITE AND BUILDING DURING BID PHASE. FIXTURE PLAN SCALE: yr =1'-0" 01 FIXTURE PLAN Project No. 13007.00 Date 06.24.13 Last Revision A1.11 TYP. TYPICAL BRACE TO COLUMN CONNECTION TYPICAL BEAM TO COLUMN CONNECTION 2 BASE PLATE `1J COLUMN 11 11 /16'i 2 1/2" MIN. EMBEDMENT Illlllll' IIII��IIIIII (2) REQ'D PER BASE PLATE CONCRETE 3" DEEP METAL DECK 2 1/2" MIN. EMBMNT. 16 GA 1 1/2" .( 1/4" 1 1;/2" 7 GA.1 6 , CONNECTOR 5'BEAM TYPE STORAGE RACK t 40" 120" 40" 40" 120" 36" FRONT VIEW SIDE VIEW ANCHOR GENERAL CONFIGURATION F E iIEWED FOR CODE COMPLIANCE APPROVED AUG 2 2013 City of Tukwila BUILDING DIVISION STORAGE RACK ELEVATIONS 4� DIAGONAL BRACE NOTES: 1. DESIGNED PER SECTION 1613 OF THE 2009 IBC. Fa = 1.0 & Ss = 1.46 2. STORAGE CAPACITY: 1,000# PER LEVEL. 3. ASTM A1011 FOR SHAPE Fy = 55,000 PSI GRADE 55. 4. ALL BOLTS: A307 (UNLESS OTHERWISE NOTED). 5. ANCHORS: HILTI KWIK BOLT TZ, ICC #ESR -1917. 6. WHEN REQUIRED BY THE ICC ESR REPORT, A DEPUTY INSPECTOR MUST OBSERVE THE INSTALLATION OF THE FIRST SEVERAL ANCHORS TO ENSURE COMPLIANCE. INTERMEDIATE INSPECTION SHOULD BE DONE ON PROJECTS WITH OVER 1000 ANCHORS. FINAL INSPECTION AND REPORT IS REQUIRED UPON COMPLETION OF INSTALLATION 7. SECOND FLOOR: 3" THICK 3,000 PSI LIGHTWEIGHT CONCRETE OVER 3" DEEP GALVANIZED STEEL DECK. RECEIVED CITY OF TUKWILA JUN 282013 PERMIT CENTER DIS- 223 DESCRIPTION 3EVISED COMPONENTS TO H.M.HI Fax (909)869-0981 DRAWN BY: M.V. / A.M. DATE: 05/16/13 Im REV. DATE: TYPE: H.M.H. SCALE: N.T.S. APRV'D BY: SAL E. FATEEN DATE 06/05/13 CCCC SEIZMIC EST. 1985 SEIZMIC ENGINEERING, INC. 161 Atlantic Street Pomona, California 91768 Tel. (909)869-0989 Fax (909)869-0981 DRAWN BY: M.V. / A.M. DATE: 05/16/13 LAST REV. BY: REV. DATE: TYPE: H.M.H. SCALE: N.T.S. APRV'D BY: SAL E. FATEEN EXPIRES 04-12-2014 DESCRIPTION: STORAGE RACK DETAILS DRAWING NUMBER: 13-0664-A cc J Om -Jco Q CO CC2rn Lu Z�� a~_ zg W z = 01D 0 01— W c = co w DESCRIPTION I _^�_ ° ° ° ° ° ° ° ° ° DATE: 05/16/13 0 4114 © �\� 0 ATTACH BACK TO BACK W/ #10 SCREWS THRU X -BRACING, PANEL, OR SLATWALL 1 1 /4" CTRS �� 0 0 O 2 3/4' 3/16"0 HOLE INSERT STEELSHEL SUPPORT PEGS '� ,.21/2" 1 1/4" ,'♦ ` 2 3/4" 1 ` ©I ��T Y�3,(8" MIN. EMBEDMENT I - O-�y o �`. . TO CENTER TO OF UPRIGHT I ,li �,� \`\\�.� �� r�\`.�TEK I I ,2" i i \��`� 1/8" 0 3,( �� �`� (1) \\\\\ �BRACE \` 11/16 \ K 1117=1 . 1 1/2" ER \�. �T ��\ 1 1/2" %IIIIIIIIIII.�IIIIII ANCHOR PLATE ATTACH W/ SCREW�� `. •.�� i j y. 1 3/16" x PINE TO 1/4 �� 1 11/16" WOOD QJ�I o F. R- I I ��i ,�� 1, O , GLUED AND if 1-3/16"X1-11/16" PINE NAILED WOOD 3 mve.•�av ;117 FOR ANCHOR 1• f� ; -� TYPICAL SHELF TO POST CONNECTION �1� VERTICAL POST .2� ANCHOR� � I� PLATE ��},� '� 4� HORIZONTAL BRACE 3/4" THK. PINE 41e1/11:8, 20" & 24" 1/8" THK. ii 48"48° 41-1/2" lai 212013 1/4" & 1/2" THK. MASONITE POST VARIES Tukvvll l ATTACH TO POST W/ #10 TEK SCREWS - 11 GA. .40/1111111/10 ' & 49-1/2" ;1;\:\Z W/ #1O SCREWS of I Ellll,ll�+ DIVISION I 4/ �.,�, `•W ATTACH W/ #10 ' J TEK ,� TO WALL SCREWS 11 GA. kill rip° *NOTE: IF APPLICABLE, FOR WALL USE PER SECOND UNITS 2 CLIPS/SCREWS CONNECTION FLOOR ONLY, �'' ` at , ¢ ', 3/4"X1/8" THK. STRAP ATTACH W/ (1) #10 SCREW AT EACH END RIVET AT CENTER X -BRACING REQUIRED ON EVERY UNIT IN A RUN ©. 9/16" �— SHELF BRACKET IS PUNCHED WITH A SLOTTED HOLE, THEN GLUED WHICH 3/4"THK. SLATWALL ATTACH• � #10 SCREWS . IS THEN PUNCHED FROM THE BOTTOM I O 9/16 OF THE SHELF FORMING TABS, KEEPING BRACKET IN PLACE. 6� SHELF BRACKET SHELF % 7� - X -BRACE E8) PANEL & SLATWALL %� �9� WALL ANCHORING CLIP 0 �,;;q 0 �`� r,I �55 0 <i I!i �'j 14 I �II 111441,.� = `. / J ® NOTE: BRACED BACK TO BACK W/ X -BRACING, PANEL, OR SLATWALL ATTACHED BY #1 O SCREWS TIED TYPE WALL FIXTURES + NOTES: 1. DESIGNED PER SECTION 1613 OF THE 2009 IBC. Fa = 1.0 & Ss = 1.46 2. STORAGE CAPACITY: 60# PER SHELF. 3. ASTM A1011 FOR SHAPE Fy = 36,000 PSI GRADE 36. 4. ALL BOLTS: A307 (UNLESS OTHERWISE NOTED). 5. ANCHORS: HILT! KWIK BOLT TZ, ICC #ESR -1917. 6. WHEN REQUIRED BY THE ICC ESR REPORT, A DEPUTY INSPECTOR MUST OBSERVE THE INSTALLATION OF THE FIRST SEVERAL TO ENSURE COMPLIANCE. INTERMEDIATE INSPECTION SHOULD BE DONE ON PROJECTS WITH OVER 1000 ANCHORS. FINAL INSPECTION AND REPORT IS REQUIRED UPON COMPLETION OF INSTALLATION SECOND FLOOR: 3" THICK 3000 PSI LIGHTWEIGHT CONCRETE OVER '`/". 3" DEEP GALVANIZED STEEL DECK. �� 2,,,,),..3 3 RECEIVED CITY OF TUKWILA JUN 2 8 2013 PERMIT CENTER TYPE STATIONARY FLOOR FIXTURES 40" & 48" / 48 / —24" 20 20 &24&24 271/2 7/8 7/8"ANCHORS 9/32" EQ 27 1/2 48., NOTE: ATTACH POST TO WALL O 00 II 11!I��4iip ),!! Iii\ II\\� - 1 �I �� �.111I ' l'1 1M .� ' 32", 98" & 114 I, m I W/ #10 TEK SCREW7. 114" (1) THRU ANCHORING CLIP, 27 27 1/2" ~ f ' 5/8" DRYWALL, 18GA. x 8" WIDE SHEET CONTINUOUS 55 9/32" METAL STRIP EQ. 27 1/2' �— 48" (METAL STRIP SITS BEHIND GYPSUM BOARD) . — ,,� 2 9/16' SIDE VIEW \ 4" 2 9/16" FRONT VIEW FRONT VIEW SIDE VIEW ANCHOR HERE (1 PER UPRIGHT FRAME) ANCHOR HERE GENERAL CONFIGURATIONS LIGHT DUTY STORAGE FIXTURE ELEVATIONS cc J Om -Jco Q CO CC2rn Lu Z�� a~_ zg W z = 01D 0 01— W c = co w DESCRIPTION I Tel.(909)869-0989 Fax (909)869-0981 DRAWN BY: M.V. / A.M. DATE: 05/16/13 LAST REV. BY: m TYPE: SKAN SCALE: N.T.S. APRVD BY: SAL E. FATEEN DATE k «« a SEIZMIC EST. 1985 SEIZMIC ENGINEERING, INC. 161 Atlantic Street Pomona, California 91768 Tel.(909)869-0989 Fax (909)869-0981 DRAWN BY: M.V. / A.M. DATE: 05/16/13 LAST REV. BY: REV. DATE: TYPE: SKAN SCALE: N.T.S. APRVD BY: SAL E. FATEEN EXPIRES 04-12-2014 DESCRIPTION: LIGHT DUTY STORAGE FIXTURE DETAILS DRAWING NUMBER: 13-0664-B ADDRESS: CC > Om I— J co CO J co CC2rn Zo¢c� LU F-- _ E Z= O> 01— W ~W Woo co F DESCRIPTION Tel.(909)869-0989 Fax (909)869-0981 DRAWN BY: M.V. / A.M. DATE: 05/16/13 1 1/2" MIN. REV. DATE: TYPE: ELFA 20 5/16" APRV'D BY: SAL E. FATEEN DATE 1" •I' 14 GA. i CCCC 4 1/32" 4 1 31/32" 8 8"8" 8 8MUM 8. /32 mom *4. ) 13/32" 0 ECM CI _ � ,-6 1/2" 1/2" 1/2" / 15/32" I T ' (HEX I ` ` 1 1 `1 Ilhlhll�ll`IhIV��hII�IhI{i1hlhlhl0- 600010100- #10 TEK SCREWS HEAD OR BUGLE HEAD) / • • 1 1/4" 1/8" 1 1/4" 7/16 — / / ` N 2 27/32" \ 18 GA. / , / A~ \ 1 [i. [i f 3/16" 3/32"4' 4'3/16" I 1 3/32" 14 GAI 1 1 /16" 1 29/32" I 05/16" \ \ / 25/32" [-] [ii 9/1.T A SECTION "A -A" 1/8" C UPRIGHT C2J TRACK C3C WALL ANCHOR C4J ARM NOTES: 1. DESIGNED PER SECTION 1613 OF THE 2009 IBC. Fa = 1.0 & Ss = 1.46 2. STORAGE CAPACITY: 60# PER SHELF. 3. ASTM A1011 FOR SHAPE Fy = 36,000 PSI GRADE 36. 4. ALL BOLTS: A307 (UNLESS OTHERWISE NOTED). REVIE EO V;CIICE 014 CODE* C,®�pL.IA -r„��l►ia C`'Y vo t0 suitoSO ... i b k 411111.14504111.1111.1. 40).....)...00,3 RECEIVED CITY OF TUKWILA JUN 2 8 201 PERMIT CENTER .. .. .. .. .. .. . 01/4"8„ TYP 0 i I TOP WIRE SHELF .10 EXISTING WALL i 7A 6-13/32" 01M" STUDS @ 16” O.C.) 4 00(METAL REMOVED FOR CLARITY I U • II PI U 6-13/32" 19-7/16" 8" x 18" GA. METAL STRAP 11 o I U I I •••i`ce, �• p0 • � 6-13/32" II II .GI. 72" 5) WIRE SHELF CD GENERAL CONFIGURATION 8" TYP 1,7 EXISTING WALL t t t 20" l' U U u U 24"®f U U U u 79 d 1 /4” 1-U J I_ U O 24" 24" A Li U L -'FIELD 4' VERIFY' 24" 24" FRONT VIEW SIDE VIEW LIGHT DUTY STORAGE FIXTURE ELEVATIONS ADDRESS: CC > Om I— J co CO J co CC2rn Zo¢c� LU F-- _ E Z= O> 01— W ~W Woo co F DESCRIPTION Tel.(909)869-0989 Fax (909)869-0981 DRAWN BY: M.V. / A.M. DATE: 05/16/13 m REV. DATE: TYPE: ELFA SCALE: N.T.S. APRV'D BY: SAL E. FATEEN DATE CCCC SEIZMIC EST. 1985 SEIZMIC ENGINEERING, INC. 161 Atlantic Street Pomona, California 91768 Tel.(909)869-0989 Fax (909)869-0981 DRAWN BY: M.V. / A.M. DATE: 05/16/13 LAST REV. BY: REV. DATE: TYPE: ELFA SCALE: N.T.S. APRV'D BY: SAL E. FATEEN EPIKES 04-12-2014 DESCRIPTION: LIGHT DUTY STORAGE FIXTURE DETAILS DRAWING NUMBER: 13-0664-C L1J CC J O m I— J 00 Cn 00 Cern Z cc I—▪ Wg Zi O 15 0 O ~' LIJ = c) Co a) cc w 0 0 0 DESCRIPTION I 2 3/4" Fax (909)869-0981 DRAWN BY: M.V. / A.M. DATE: 05/16/13 SOFFIT BY OTHERS �'� / 0 0 © ` REV. DATE: --.- -- I. II�,:::'#10 0) .\;``�� g`�.:``� � O -. .-, �' lilibt: ---J - I *r .'J TOP WIRE SHELF -REMOVED FOR cLARIrY �; `�� DATE cc <<<< 14 GA / �' r ` J25/32" 31 32" 3 5/32" 41/8"t 13/32"11--%9/16��1/2M12\0 ce 1 1/4" 4*.11'N'illIS 2 3/4"`/ tOP 31/32" x 2" FLATHEADM12 [I M12 u w. 7/16"QJ ..,.;,-..,- u HOLES TYP. � _u 13/32"PHILLIPS 1/2" WOOD SCREWS (4) REQ'D PER TOP PLATE 25 32" -'� 1/2" 4 1/8" 3 5/32" ' L_ 1/8" Ci) UPRIGHT r2 FOOT PLATE 3) TOP PLATE C 2 GENERAL CONFIGURATION NOTES: 1. DESIGNED PER SECTION 1613 OF THE 2009 IBC. Fa=1.0&Ss=1.46 2. STORAGE CAPACITY: 60# PER SHELF. 3. ASTM A1011 FOR SHAPE Fy = 50,000 PSI GRADE 4. ALL BOLTS: A307 (UNLESS OTHERWISE NOTED). 5. ANCHORS: HILT! KWIK BOLT TZ, ICC #ESR -1917. 6. WHEN REQUIRED BY THE ICC ESR REPORT, A MUST OBSERVE THE INSTALLATION OF THE FIRST ANCHORS TO ENSURE COMPLIANCE. INTERMEDIATE INSPECTION SHOULD BE DONE OVER 1000 ANCHORS. FINAL INSPECTION AND REPORT IS REQUIRED OF INSTALLATION 7. SECOND FLOOR: 3" THICK 3,000 PSI LIGHTWEIGHT 3" DEEP GALVANIZED STEEL EVVED FOR ���' MMPI-I�� E CODE C APPROVED AUG 2 2013 City ®f TSI i a BUILDING CIOEN )....„ t) i CITY JUN PERMIT 50. DEPUTY INSPECTOR SEVERAL ON PROJECTS WITH UPON COMPLETION CONCRETE OVER DECK. / 4ligig;, RECEIVED OF TUKWILA 2 8 2013 CENTER { ,1/4" •,, 2 1/2" 6-1 /32" ,1/8" MIN. EMBEDMENT " • 1.01 20 5/16"145/32 ``I 6 1/2" • 1/2" • 1/2" 37 ) IIIV \\\1�Ih•I� 1 — _ i OP 2 2 /32" ' - 18 GA. 6-1 /32" 19-7/16" 1 (2) REQ'D PER BASE PLATE ...•• PLACED AT OPPOSITE, DIAGONAL CORNERS 6-13/32" • 48" 4) FLOOR ANCHOR �5� SHELF BRACKET �6� WIRE SHELF -%----EXISTING t24"O.C.--24" O.C. WALL1 � SOFFIT BY OTHERS J / 20"1 I . 12 1/2" 12/2 11 -6" 12 1/2" 11'-6" TO 12'-6" 12 1 /2" TO „ 121-6" A.F.F. 12/2" A.F.F. 121/2" 4 . 121/2" 12 1/2" 12/2 FRONT VIEW SIDE VIEW 2" CD LIGHT DUTY STORAGE FIXTURE ELEVATIONS L1J CC J O m I— J 00 Cn 00 Cern Z cc I—▪ Wg Zi O 15 0 O ~' LIJ = c) Co a) cc w 0 0 0 DESCRIPTION I Tel. (909)869-0989 Fax (909)869-0981 DRAWN BY: M.V. / A.M. DATE: 05/16/13 m REV. DATE: TYPE: ELF SCALE: N.T.S. APRV'D BY: SAL E. FATEEN DATE cc <<<< SEIZMIC EST. 1985 SEIZMIC ENGINEERING, INC. 161 Atlantic Street Pomona, California 91768 Tel. (909)869-0989 Fax (909)869-0981 DRAWN BY: M.V. / A.M. DATE: 05/16/13 LAST REV. BY: REV. DATE: TYPE: ELF SCALE: N.T.S. APRV'D BY: SAL E. FATEEN EXPIRES 04-12-2014 DESCRIPTION: LIGHT DUTY STORAGE FIXTURE DETAILS DRAWING NUMBER: 13-0664-D FIXTURE NOTES: NOTALLOPRONSNEUSW. O RACIONOLAYOUTSNONNISFOS INFORMATION CILY.LAYOUTS SUBJECT TOCIMNOE COtFERILAYOUTWITH TElYWT WtlORTO NBTALLATION. REFER TO WTERIALNOEOUINSENTNN®ILE ONSI�TNI.O{. O P'TTNLSAIISRACKPROVCEDND NSTALLEDSYT9WR pMTHPR04DEDADOODNI®@Y pD I4o•TNLSNESRAOKPROVDEDND N STNIFDIYT®IAIiT. p 44FTNLMOIIEFORUPESPROUCIDa NSTN=SYmw(r. 0 SNMINOCARiSPROWD®MD WALLED BYTOWIL • SFAEN ANSIWNESHS.HNO SYSTEM -WALL OR OELIN MOUTTED- PROMO NO NSTNIED IYTBWR pNOM SMESWICKPRONOEDHID NSTALLEDIYT®IANL ODOTAL SAES RNXPROYCEDND NSTALLEDIYTBIANT. OK CASHWRAPFCG REDPR04DEDIr TOMNTSWALLED WOO. REFERTO arts EEEDNPRDUEOTMAIUN- OL INFTALLSTOOKRPOO PRONDEDIY lEtWJTi/MAU OSYaC.REF.DUT SNERTSNPRDLMANUB. OMDIrac. JSTEELIEa4VNIL-PTwvCEDAD NSTNIED IYTTLNNT 0 NESLEPEANUTRACKIYTENNiT OP LCOSERSPROYC®NOpawn NI, 7e1ANT 0 SN?EPROVCEDSNSTAlEDSrT@MNT OVTSCIONAC}EISSNO FROERATOR -PRF C®NONSTNIEDIYT®W4T. O FIRE E7RNOUNHR-COHiiILAYOUT ND oUNimY YATH LOC& AUDCTITY. OT NOTUSEB OI-0' TNI MOSLE PCOTRE PRONG® S N STNIEDIYTEN{NT AA • ti REVIEWED FOR CODE COMPLIANCE APPROVED AUG 21 2013 City of Tukwila BUILDING DIVISION 1 0 m ow 5,1 ALL SPECIFIED FINISHES ARE EITHER CLASS A OR CLASS B PER TABLE 803.5 NOTE: ALL CHECKOUT AND SERVICE COUNTERS ARE 36" A.F.F. MAX. - REFER TO CUTSHEETS AT THE END OF THE PROJECT MANUAL . REFER TO THE APPENDIX AT THE END OF THE PROJECT MANUAL FOR CUT SHEETS ON THE STOCK ROOM RACKING AND THE SPECIALTY MILLWORK ITEMS ON THE SALES FLOOR (CDC COUNTER AND CASH WRAPS) w cc O DESCRIPTION I L...SEIZMIC -I EST. 1985 SEIZMIC ENGINEERING, INC. 161 Atlantic Street Pomona, California 91768 Tel. (909)869-0989 Fax (909)869-0981 ›. m DATE: 05/16/13 LAST REV. BY: REV. DATE: TYPE: S.K. DATE APRV'D BY: SAL E. FATEEN k « NO PRODUCT ON THE SALES FLOOR IS STACKED ABOVE 10'-6" AFF NO PRODUCT IN THE STOCK ROOM IS STACKED ABOVE 12'-0" AFF PRODUCTS ON THE SALES FLOOR ARE UN -NESTED AND UNWRAPPED INDIVIDUAL UNITS ON SHELVES (LOW DENSITY) acNR€SPONPILEFCRVONYNOALL OIEIMIONS. OCATIONS,SCOM CNSNDMA/® OR SINEDONTIECRAWNOS. OURN ITHEED PRUE DIMENSK NSHOWNCNOPAWNOS EDULD SE COIECHI®NRRO%SIATE NO MOST NEFEDVERFED. aC.OU NNI ERIMIS.ND SCOPE OF WCRK SIMLL LE BASED OI CONRRACTORBCARE LIEVEWOPSNEI D SLIMING DURI ONDR ABE O FIXTURE PLAN acme Ur.ro 01 DIM Chided Approsid FIXTURE PLAN Project No. Dote Last Revtdon 13007.00 05.08.13 A1.11 EXPIRES 04-12-2014 DESCRIPTION: LAYOUT DRAWING NUMBER: 13-0664-E L...SEIZMIC -I EST. 1985 SEIZMIC ENGINEERING, INC. 161 Atlantic Street Pomona, California 91768 Tel. (909)869-0989 Fax (909)869-0981 DRAWN BY: M.V. / A.M. DATE: 05/16/13 LAST REV. BY: REV. DATE: TYPE: S.K. SCALE: N.T.S. APRV'D BY: SAL E. FATEEN NO PRODUCT ON THE SALES FLOOR IS STACKED ABOVE 10'-6" AFF NO PRODUCT IN THE STOCK ROOM IS STACKED ABOVE 12'-0" AFF PRODUCTS ON THE SALES FLOOR ARE UN -NESTED AND UNWRAPPED INDIVIDUAL UNITS ON SHELVES (LOW DENSITY) acNR€SPONPILEFCRVONYNOALL OIEIMIONS. OCATIONS,SCOM CNSNDMA/® OR SINEDONTIECRAWNOS. OURN ITHEED PRUE DIMENSK NSHOWNCNOPAWNOS EDULD SE COIECHI®NRRO%SIATE NO MOST NEFEDVERFED. aC.OU NNI ERIMIS.ND SCOPE OF WCRK SIMLL LE BASED OI CONRRACTORBCARE LIEVEWOPSNEI D SLIMING DURI ONDR ABE O FIXTURE PLAN acme Ur.ro 01 DIM Chided Approsid FIXTURE PLAN Project No. Dote Last Revtdon 13007.00 05.08.13 A1.11 EXPIRES 04-12-2014 DESCRIPTION: LAYOUT DRAWING NUMBER: 13-0664-E