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Permit D11-326 - COSTCO - STORAGE RACKS
COSTCO 400 COSTCO DR Dl 1 -326 City oftukwila at 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 Parcel No.: 2523049063 Address: 400 COSTCO DR TUKW Suite No: Project Name: COSTCO DEVELOPMENT PERMIT Permit Number: D11 -326 Issue Date: 10/28/2011 Permit Expires On: 04/25/2012 Owner: Name: COSTCO WHOLESALE CORPORATIO Address: PROPERTY TAX DEPT 006 , 999 LAKE DR 98027 Contact Person: Name: BILL ZORNES Address: 19430 68 AV S , KENT WA 98032 Contractor: Name: KEY MECH CO OF WASHINGTON Address: 19430 68 AV S, SUITE B , KENT WA 98032 Contractor License No: KEYMEW *240NZ Phone: 253 872 -7392 Phone: 253 - 872 -7392 Expiration Date: 04/01/2013 DESCRIPTION OF WORK: PRODUCT RACKING INSIDE COOLER/FREEZER Value of Construction: $0.00 Fees Collected: $527.55 Type of Fire Protection: SPRINKLERS /AFA International Building Code Edition: 2009 Type of Construction: Occupancy per IBC: 0019 Electrical Service Provided by: PUGET SOUND ENERGY * *continued on next page ** doc: IBC -7/10 D11 -326 Printed: 10 -28 -2011 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land .Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: N N Water Main Extension: Water Meter: N Permit Center Authorized Signature: I hereby certify that I have read and governing this work will be complie Number: 0 Size (Inches): 0 Start Time: Volumes: Cut 0 c.y. End Time: Fill 0 c.y. Start Time: End Time: Private: Profit: N Private: Public: Non - Profit: N Public: Date: 0 VV ned this permit and know the same to be true and correct. All provisions of law and ordinances whether specified herein or not. The granting of this permit does not p construction or the performance of work. to this permit. Signature: e to give authority to violate or cancel the provisions of any other state or local laws regulating I am authorized to sign and obtain this development permit and agree to the conditions attached Print Name: s,1 Date: k..0 This permit shall become null and void if the work is n. ommenced 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 D11 -326 Printed: 10 -28 -2011 6: All construction shall be done in confor a with the approved plans and the require of the International Building Code or International Residential International Mechanical Code, Washingt ate Energy Code. 7: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 8: Manufacturers installation instructions shall be available on the job site at the time of inspection. 9: 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. 10: ** *FIRE DEPARTMENT CONDITIONS * ** 11: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 12: 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) 13: All new sprinlder systems and all modifications to existing sprinlder systems shall have fire department review and approval of drawings prior to installation or modification. New sprinlder 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 sprinlder work shall commence without approved drawings. (City Ordinance No. 2050). 14: 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) 15: Storage shall be maintained 2 feet or more below the ceiling in nonsprinldered areas of buildings or a minimum of 18 inches below sprinkler head deflectors in sprinldered areas of buildings. (IFC 315.2.1) 16: Flue spaces shall be provided in accordance with International Fire Code Table 2308.3. Required flue spaces shall be maintained. 17: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) 18: 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) 19: 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) 20: 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) 21: 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) 22: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) doc: IBC -7/10 D11 -326 Printed: 10 -28 -2011 23: Any overlooked hazardous condition al violation of the adopted Fire or Building Co does not imply approval of such condition or violation. 24: 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 D11 -326 Printed: 10 -28 -2011 CITY OF TUKA Community Det;i ent Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.qov Building Pet No. Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. Project No. OL1) (For office use only) 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 Site Address: ¥f 0 Cq C a Tenant Name: C r7 s1C0 l ,217 Property Owners Name: Cc3$4 -C n Mailing Address: /99 L(L )12_ King Co Assessor's Tax No.: /A2--d.1 Suite Number: SW Floor: f New Tenant: ❑ Yes , .. No City 1 — ?,27 State Zip CONTACT PERSON — who do we contact when your permit is ready to be issued Name: r—gi 1W 2-0`Nel5 Mailing Address: 19 (4-3ZJ 6 c 73 Zo2N&547/?7y nfre viti,,c-/,coisk GENERAL CONTRACTOR INFORMATION — E -Mail Address: Day Telephone: f- City Fax Number: 2s-7 877— 7397- - 95312 S ' 72— tate7757 Ztp (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) 0,4 w6a Company Name: Mailing Address: (4- --"•/' ( A 4 9 Contact Person: •g i i,' 7-- rtNe -5 E -Mail Address: City Day Telephone: Fax Number: Contractor Registration Number: Expiration Date: 9 State Zip 177- 735'8' ARCHITECT OF RECORD — All plans must be stamped by Architect of Record Company Name: Mailing Address: rut 0..e City Contact Person: Day Telephone: Fax Number: E -Mail Address: tate Zip ENGINEER OF RECORD — All plans must be stamped by Engineer of Record Company Name: {` /-G�( fir Mailing Address: 30`7 Contact Person: P-e S, lT i kt.,,y teuttoki310 City 5�� S Day Telephone: gVz«— 310 ta 529 rig/ E -Mail Address: Fax Number: H:\Applications\Forms- Applications On Line\2010 Applications \7 -2010 - Permit Application.doc Revised: May 2011 bh Page 1 of 6 BUILDING PERMIT INFORMATION – 206 - 431 -3670 Valuation of Project (contractor's bid prW: $ / Z BZa (� ( Existing ,Ading Valuation: $ Scope of Work (please provide detailed information): Proc`Oe ` C 00 le-a_ Fee rz 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? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 14 Sprinklers Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If `yes', attach list of materials and storage locations on a separate 8 -1 /2 "x 11" paper including quantities and Material Safe Data Sheets. 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. H,1Applications\Fonns- Applications On Line12010 Applications17 -2010 - Permit Application.doc Revised: May 2011 bh Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1" Floor 2ad Floor 3`d 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? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 14 Sprinklers Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If `yes', attach list of materials and storage locations on a separate 8 -1 /2 "x 11" paper including quantities and Material Safe Data Sheets. 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. H,1Applications\Fonns- Applications On Line12010 Applications17 -2010 - Permit Application.doc Revised: May 2011 bh Page 2 of 6 PERMIT APPLICATION NOTES — 41Picable to all permits in this application 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. Building and Mechanical Permit 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). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing 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 0 Signature: Print Name: Mailing Address: Date Application Accepted: Day Telephone: City Date: t b — Lt- _ l State Zip Date Application Expires: H: Applications\Fonns- Applications On Line \2010 Applications \7 -2010 - Permit Application.doc Revised: May 2011 bh Staff Initials: Page 6 of 6 011 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 Parcel No.: 2523049063 Address: 400 COSTCO DR TUKW Suite No: Applicant: COSTCO RECEIPT Permit Number: D11 -326 Status: PENDING Applied Date: 10/04/2011 Issue Date: Receipt No.: R11 -02165 Initials: User ID: Payee: JEM 1165 Payment Amount: $527.55 Payment Date: 10/04/2011 12:32 PM Balance: $0.00 KEY MECHANICAL CO. OF WASHINGTON TRANSACTION LIST: Type Method Descriptio Amount Payment Check 2360 527.55 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE 000.322.100 000.345.830 640.237.114 Total: $527.55 317.00 206.05 4.50 doc: Receipt-06 Printed: 10 -04 -2011 IN ON NO. SPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 9, (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: Oos-�� Type oclnspecti n: , �4 �(1 A Qom • ( 1, A 6 Address: .406 ;) –c1, Date Called: Special Instructions: /4'1 /I* d 61 1//4 5.A1/1/ . Date Wanted: a.m. 1 —lc.)— 11 tp. Requester: Phone No: 2�(D -airs -3063 ,Approved per applicable codes. Corrections required prior to approval. COMMENTS: L 7i' 1.a't r 'f Oerm,„p i --1r /c-i-ki..0/ • `j0Pe '4 I .f1i5 peaH,'"Ai ,r )ti.r-/ /4'1 /I* d 61 1//4 5.A1/1/ ■ r . i Inspect Date: /1- $9 -1/ PECTION FEE REQU.RED. Prior to /ext inspection, fee must be at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 1 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit tin 3z� I/ -- s --2 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project: [. 0-25--r/ c) Spr lers Fire Alarm: ood & Duct: Type of Inspection: g4 - c'r'c&/ Address: c./p2 Suite #: c.. ' f c v ,06Q • Contact Person: 17c-t` "' Special Instructions: Phone No.: , 71G 3° 3 2-626- Approved per applicable codes. Corrections required prior to approval. COMMENTS: /4c,G S, l frt. 5 I Pc. • <C 042 Needs Shift Inspection: ' Spr lers Fire Alarm: ood & Duct: Monitor: Pre -Fire: Permits: , Occupancy Type: Inspector: , 3 Date: / / //is/61 Hrs.: / r $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 __ an 10\ FIELD & ASSOCIATE c2J Sy . REPORT NO.: 11226DFR110811 -JB �a Ali GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEEI Pi? CONSTRUCTION TESTING AND INSPECTION DATE: 11/08/2011 PROJECT #: 066-11226 PROJECT: Costco - Tukwila LOCATION: 400 Costco Drive KRAZAN P.M.: Bill Throne CONTRACTOR: Key Mechanical PERMIT #: D11 -326 INSPECTOR: Joe Bistryski JURISDICTION: City of Tukwila WEATHER: N/A TEMP: 0 ° Krazan and Associates on site as requested for racking seismic wedge anchor bolt installation and torque testing at the following locations: - Freezer(New) & Shop In Dairy Wedge anchors installation was observed at the above noted locations. Anchors used were wedge type from Powers Fasteners- Power- Stud +SD1 #7424SD1, 5 Y2" x 16 ". Embed depth was verified to be 41/2". Torque testing was performed on anchor bolts placed and all anchors tested on this date were found to be at the required 40ft /Ib as designated by wedge anchor manufacturer. Reviewed By: ASTM Test #: Equipment/Asset Number(s): To the best of my knowledge, the above WAS performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent/Representative: 1501 Field Report Technician: Joe Bistryski Offices Serving the Western United States Revision 5 Bothell (425) 485 -5519 • Poulsbo (360) 598 -2126 • Puyallup (253) 939 -2500 Effective Date: 7 -29 -11 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associatcc. This report indicates our inspectors observation and testing results based on site conditions and contractor activities. This inf seism is subject to review prior to final submittal. By siimmg this report, our inspector does not accept responsibility for validity of results. The same information has been provided by others on site. Page 1 of 1 r --e'daskraz & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION November 10, 2011 KA No. 066 -11226 Permit No. Dl 1 -302 Di t -3za City of Tukwila Bullding Department 6200 Southcenter Blvd. Tukwila, WA 98188 RE: Final Letter Tukwila Costco #6 400 Costco Drive Tukwila, WA To Whom It May Concern: 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: • Reinforced Concrete • Proprietary Anchors 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 2009 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 ASS CIA S, INC William Throne Operations Manager Puyallup CC: J. Hughes Construction With Offices Serving The Western United States 922 - Valley Avenue NW Suite 101 • Puyallup, WA 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 GENERAL NOTES 1. This drawing shows typical unit material and geometry. See Costco fixture plan for location within store. See Higgins Drawing HB -3 for details of the rack components. 2. ARRANGEMENT Not all configurations may be installed. A unit may have any number of beam levels if the loads per bay and the maximum spacings shown are not exceeded. 3. MATERIAL Components shown are minimum sizes. Largeriheavier components may be substituted. 4. ANCHORAGE Use anchors per HB -3 UNO Ss > 1.2: Use min. embedment of 4.5" for 3 Level Racks 105" I L r' 34-42" CO r v v 7 v 7 7 v FRONT SIDE MERCHANDISE DISPLAY RACKS L Upright: Min. IC3011 Seismic Footplate (7.5 "x5 "x3/8 ") Beams: 50140 Maximum Loads: 5,000 lbs per Level 10,000 lbs per Bay 0 co X ('3 FILE COPY Permit No., 105" , 34-42" FRONT 2 LEVEL RACKS r Upright: Min. IC3011 Seismic Footplate (7.5 "x5 "x3/8 ") Beams: 50140 Maximum Loads: 5,000 lbs per Level 10,000 lbs per Bay SIDE REVIEWED FOR CODE COMPLIANCE APPROVED OCT 242011 City of Tukwila BUILDING DIVISION [ER S. H GINS T I Q L 105" l J j 34-42" . 7 7 7 7 v. '7 FRONT 3 LEVEL RACKS SIDE Upright: Min. IC3011 Seismic Footplate (7.5 "x5 "x3/8 ") Beams: 50140 Maximum Loads: 5,000 lbs per Level 15,000 lbs per Bay v r 1. 7.50" RECEIV CIIYOFTU LA OCT 0 y 2011 PERMIT CENTER t=3 /8" ANCHORAGE Anchor Locations ® Preferred 0 Alternate Alternate holes shall only be used when anchor cannot be set in preferred hole. There shall be at least one anchor on the left and right side of the post as viewed from the front. SUPERCEDES HB -3 FOR 180" RACKS 17 1 L 32b Issue Date: September 17, 2011 Job # 9821 AND AS•�pA�S UCT 'r1'. ENGINEER: P 'IFI •AST HIGHWAY USA 9026 Q :9-178 Ca *bt�'oan��rv�c E SWnEO n R�O55 1Ni5 BL9Cx. AND AS' •CIATES UCT 'P1'. ENGINEERS P ' IFI •AST HIGHWAY USA 9026 0- :9-178 . D -•IGN COPYRIGHT. G . WR EN _RAMISS;ON ONLY ED CO- E" •NLY ARE VALID FOR GPERM - 'PLICATION.DRAWING E SIGNED ACROSS THIS BLOCK. DATE 11 -13 -10 DRAWN CHECKED APPROVED P. H. COSTCO #006 400 COSTCO DRIVE TUKWILA, WA HANNIBAL RACKS TYPICAL CONFIGURATIONS Drawing # CW -12 Type All C e 1 1.50 1.50 CONN. -r Min. 3/8" Anchor (1 per post) • u8 V STANDARD T =11 ga C BRACE DIMENSIONS t=0.071" 0 co m,„1.- LO cc Min. 1/2" Anchor (2 per post) 1/8 0 r 1 BASE PLATES 8" SEISMIC TYPE t=3/8" UNO = 112 "68C4 COMMON SIZES ONLY SEE INSTALLATION DRAWINGS FCR CUSTOM SIZES AND ANCHORAGE 0 POS Type A B d t Sx Ix * P3 IC1514 3.00 1.63 14 ga 1.04 1.57 • P4 0.69 1C1513 3.00 1.63 1.83 3.65 * P5 1.17 0.63 1C3014 3.00 3.00 7.49 * P6 0.66 1.33 1.12 IC3013 4.35 13.1 24160 3.00 2.75 1.63 16 ga 0.33 0.49 24140 3.00 2.75 1.63 14 ga 0.42 0.59 24130 3.00 2.75 1.63 13 ga 0.49 0.60 30160 3.00 2.75 1.63 16 ga 0.46 0.76 30140 3.00 2.75 1.63 14 ga 0.55 0.90 33160 3.38 2.75 1.63 16 ga 0.55 1.00 33140 3.38 2.75 1.63 16 ga 0.66 1.20 36160 3.75 2.75 1.63 16 ga 0.65 1.30 36140 3.75 2.75 1.63 14 ga 0.77 1.57 41160 4.13 2.75 1.63 16 ga 0.75 1.64 41140 4.13 2.75 1.63 14 ga 0.90 1.97 44160 4.50 2.75 1.63 16 ga 0.86 2.04 44140 4.50 2.75 1.63 14 ga 1.03 2.45 50160 5.00 2.75 1.63 16 ga 1.02 2.66 50140 5.00 2.75 1.63 14 ga 1.22 3.20 50130 5.00 2.75 1.63 13 ga 1.44 3.76 55160 5.50 2.75 1.63 16 ga 1.23 3.59 55140 5.50 2.75 1.63 14 ga 1.48 4.33 55130 5.50 2.75 1.63 13 ga 1.74 5.09 60160 6.00 2.75 1 1.63 16 ga 1.36 4.24 60140 6.00 2.75 1.63 14 ga 1.64 5.01 60130 6.00 2.75 1.63 13 ga 1.93 6.08 63160 6.38 2.75 1.63 16 ga 1.51 4.95 63140 6.38 2.75 1.63 14 ga 1.81 5.97 7.03, 63130 6.38 2.75 1.63 13 ga 2.13 * PX = Hot rolled channel X inches deep by mnimum standard zize. All channel beams (hot rolled or cold formed) are welded toes in UNO. 1.00 e Series W D t As Sx rx N ry IC1514 3.00 1.63 14 ga 0.34 0.33 1.21 0.69 1C1513 3.00 1.63 13 ga 0.45 0.42 1.17 0.63 1C3014 3.00 3.00 14 ga 0.63 0.66 1.33 1.12 IC3013 3.00 3.00 13 ga 0.73 0.75 1.29 1.10 IC3012 3.00 3.00 12 ga 0.85 0.87 1.25 1.10 )C3011 3.00 3.00 11 ga 0.95 0.96 1.24 1.09., D COLUMNS M U 0 DIMENSIONS AND PROPERTIES NET SECTION - UNITS: INCHES UNO S. REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2011 City of Tukwila BUILDING DIVISION [ BEAMS X '\ BEAM® DIMENSIONS AND PROPERTIES UNITS: INCHES UNO 0- NAL 201t RIVET -typ 3116" CONNECTOR PLATE ON BEAM al 0 PET s 307 BEAM - COLUMN CONN. 7/16" (Nom.) ASTM A502 -3 Rivets RIVET PATTERN • 2 Rivet Clip Standard 3 Rivet Clip Optional R S HIGGINS AND SSOCIATES L ENGINEERS C OAST HIGHWAY U, •• USA 90265 310- -c9 -17 NG AND •E - ARE COPYRIG ING BY EN PERMISSION ONL. SIGNED 'PIES ONLY ARE VALID FCR B .ICING PERMIT APPLICATION. DRAWING UST BE SIGNED ACROSS THIS BLOCK. DATE 5 -3 -11 DRAWN CHECKED APPROVED P. H. ti v � rf�ti i GENERAL NOTES FRONT TYPICAL ELEVATIONS SIDE SEE INSTALLATION DRAWINGS FOR SITE SPECIFIC INFORMATION 1. This drawing shows standard details of the rack product line only. See engineer approved installation drawings by Hannibal industries for components used, special details, arrangement, and site specific information. 2. The installation drawings govern over this drawing. 3. MATERIAL Steel - ASTM A1008 Grade 55 UNO Hot rolled beam Shapes ASTM A992 Other hot rolled shapes and plate - ASTM A36 Welding Electrodes - AWS E70 -XX (all welds single pass fillet welds designed at 50% stress levels) Fabrication at approved facility (Hannibal Industries COLA #1464) 4. Concrete Anchors shall be ICC approved types. e.g. Simpson Strong Tie Strong Bolt ( #1771. 3037), Titen ( #2713) ITW Ramset/Red Head Trubolt ( #2427) Powers /Rawl Power Stud + ( #2818), Wedge Bolt ( #2526) Power Stud ( #2502) Hilti Kwik Bolt HSL 3 ( #1545), HDA #1546), TZ ( #1917) Embedment shall be minimum 6X Bolt Diameter. Special inspections are not required unless demanded by the building authority. Contractor shall determine any inspection requirements prior to anchor installation. aTVOF�ivau OCT 0 4 2011 PERMIT CENTER Issue Date: September 17. 2011 COSTCO #006 400 COSTCO DRIVE T U KW I LA, WA HANNIBAL INDUSTRIES "I" TYPE STORAGE RACKS Job # 9821 Drawing # HB -3 FILE COPY Pent No. Costco #006 Hannibal Racks Location: 1160 Saxon Drive (400 Costco Drive) Tukwila, WA Prepared For: Costco Wholesale Incorporated Issaquah, WA Prepared By: Peter S. Higgins And Associates Consulting Structural Engineers 30765 Pacific Coast Highway Malibu, CA USA 90265 (310) 589-1781 Peter S. Higgins, S.E. Job Number 9821 September 17, 2011 This Document and the design it contains is copyright by Peter S. Higgins and is provided as an instrument of service, and shall not be reproduced in any written permission. Notice to Building Departments If this calculation is submitted for building permit approval, it shall c calculations as listed in the table of contents on the next page(s), and s by all drawings listed in Section 1. All documents shall bear appropriate in ink of a contrasting color with the same Job Number Reference. The signed across this block. ciates. It on without of Hied tures all be REPRODUCTIONS OF SIGNED COPIES ARE'ILALID REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 4 2011 City of Tukwila BUILDING DIVISION cmr�oFn�ieECBwiA OCT 0 � 2011 PERMIT CENTER PU--3Zo THIS PAGE INTENTIONALLY LEFT BLANK Project: Costco #006 September 17, 2011 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Job No. 9821 Sheet iii Table of Contents 1 Reference Data 1 1.1 Scope of Work and Codes 1 1.2 Project History 1 1.3 Drawings 1 1.3.1 By Peter S. Higgins and Associates 1 1.3.2 By Others 1 1.4 Loads 1 1.4.1 Vertical (Dead plus Live) 1 1.4.2 Impact Loads of Machine Loaded (Pallet /Selective) Racks 1 1.4.3 Seismic 3 2 3 Level Racks (Main Merchandise Area) 3 2.1 Components and Geometry 4 2.2 Check Beams 4 2.2.1 Design Forces 4 2.2.2 Beam Properties 4 2.3 Check Posts (Dead plus Live Loads) 5 2.3.1 Vertical Load 5 2.3.2 Second Order Effects 5 2.3.3 Post Properties (net section) 6 2.3.4 Post Demand, Capacity and Combined Stress Check 6 2.4 Longitudinal Seismic 6 2.4.1 Base Shear 6 2.4.2 Design Forces 8 2.4.3 Post - Combined Stresses 8 2.4.4 Beam Connections 9 2.4.4.1 Design Forces 9 2.4.4.2 Connection Capacity 9 2.4.5 Displacement Checks 9 2.4.5.1 Code Discussion 9 2.4.5.2 Displacement Demand 9 2.4.5.3 Connection Rotational Demand 9 2.4.5.4 Connection Rotational Capacity 9 2.5 Transverse Seismic 10 2.5.1 Base Shear 10 2.5.2 Design Forces 10 2.5.3 Post Capacity 10 2.5.4 Stability 10 2.5.5 Anchorage 11 2.5.6 Brace 11 2.5.6.1 Design Force 11 2.5.6.2 Brace Capacity 11 3 Merchandise Display 2 Level Racks 12 3.1 Components and Geometry 12 3.2 Check Beams 12 3.3 Check Posts (Dead plus Live Loads) 12 3.3.1 Vertical Load 12 3.3.2 Second Order Effects 12 3.3.3 Post Properties (net section) 13 3.3.4 Second Order Effects 13 3.3.5 Post Demand, Capacity and Combined Stress Check 13 CCopyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Costco 006 September 17, 2011 Job No. 9821 Sheet iv 3.4 Longitudinal Seismic 13 3.4.1 Base Shear 13 3.4.2 Design Forces 14 3.4.3 Post - Combined Stresses 14 3.4.4 Beam Connections 15 3.4.4.1 Design Forces 15 3.4.4.2 Connection Capacity 15 3.4.5 Displacement Checks 15 3.4.5.1 Code Discussion 15 3.4.5.2 Displacement Demand 15 3.4.5.3 Connection Rotational Demand 15 3.4.5.4 Connection Rotational Capacity 15 3.5 Transverse Seismic 16 3.5.1 Base Shear 16 3.5.2 Design Forces 16 3.5.3 Post Capacity 16 3.5.4 Stability 16 3.5.5 Anchorage 16 3.5.6 Brace 16 3.5.6.1 Design Force 16 3.5.6.2 Brace Capacity 16 'Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Costco #006 September 17, 2011 Job No. 9821 Sheet 1 1 Reference Data 1.1 Scope of Work and Codes This calculation reviews the installation of storage racks for structural adequacy. The sealing of drawings is for the structural review of the storage racks only. Other information is not reviewed, nor approved. Note: the single level rack is exempt from building permit (although it easily satis- fies seismic criteria). IBC, ASCE 7, AISI, ANSI MH16.1, FEMA 460 are used for design. 1.2 Project History This is a remodel of an existing store reviewed by this office per the following history: Original review: March 1994 (Job No. 1427, as Price /Costco, this store has been relocated) Relocated /converted to Costco racks: September 1999 (Job No. 3855) Remodeled: December 2000 (Job No. 4731) Remodeled: August 2005 (Job No. 7272) Freezer /Cooler Addition: March 2008 (Job No. 8427) Deli Area Reconfiguration: January 2009, (Job No. 8767) General Remodel: September 2011, (Job No. 9821 this work) All racks were installed under permit, and remain qualified under the reviews and permits. Only new material is reviewed here. 1.3 Drawings 1.3.1 By Peter S. Higgins and Associates CW -12, HB -3 1.3.2 By Others Costco Wholesale High -Piled Storage Plan Sheet 1 of 1 (rack arrangement) 1.4 Loads 1.4.1 Vertical (Dead plus Live) Load per pallet = 2.5 kips Design beams for 25 % impact 1.4.2 Impact Loads of Machine Loaded (Pallet /Selective) Racks Conservatively assume beams are simply supported UNO. Note: rack nomenclature is some- what different than standard structural notation. Here L = Load on the beam (usually expressed in terms of a unit or pallet load), W = Width of the bay (or span of beam). Take 25 % impact of a single pallet as a UDL on th of span. There are two beams supporting each level (one front, one rear). Accordingly, each two pallet wide beam supports one pallet load on the full span, plus 1/8 of a pallet load on half of the span. ©Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Costco #006 September 17, 2011 Job No. 9821 Sheet 2 `vJ W/2 W/2 L/8 7. Impact Load Full Ver cal. (pod 19L/32 1914/40 rl Mriax React ons 17L/32 wiff Shear Moment 361 WL MriflX - 2560 'Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Project: Costco #006 September 17, 2011 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Job No. 9821 Sheet 3 1.4.3 Seismic ASCE 7 15.5.3 (Ref RMI /ANSI MH16.1) Zone 5 Ss < 1.50, Si < 0.80 V =CSW; CS= SDS V —IES °S 1,1/ R /IE R Within the constraints 0.044S Ds' F <_ CS= SDt < (R /I F)T Yielding: SDS R/IE 0.O44SDSI EW <_ V — SDI W < SDS W (R /IE)T (R /IE) Given: SOS = (2 /3)SMS SDI = (2 /3)SMI SAM= FaSs SM1= FvS1 For default soils: Fa= 1.0; Ss> 1.80 Fv= 1.5; S15 0.80 R = 4 Braced Frame = 6 Moment Frame T = Structure Period (sec) W = Rack +(2 /3)Contents per 1622.3.4.2 Here, for IE = 1.5 (essential facility or open to the general public) Results in: < 0.200 0.079W — V moment — T W <_ 0.3001,/ < V O. BOO 0.079W 14/0.450W braced T may be determined by any rational method. 2 3 Level Racks (Main Merchandise Area) ©Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Costco #006 September 17, 2011 Job No. 9821 Sheet 4 2.1 Components and Geometry W C b a W = 105" a = 60" b = 60" c = 60" Beam Type 50140 2.2 Check Beams 2.2.1 Design Forces D a H = 180" D = 34" ly= 42 Id= 48" Upright Type IC3011 ly d 361WL � M S 2560 min OFye = 51.8 inch kips = 0.96 in3 2.2.2 Beam Properties 50140 t = 14 ga Sr= 1.22 in3 1,= 3.20 in4 O.K. 6Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Project: Costco #006 September 17, 2011 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Job No. 9821 Sheet 5 2.3 Check Posts (Dead plus Live Loads) 2.3.1 Vertical Load P <(# of levels)(L) 2 = 7.5 kips = 10.5 kips factored 2.3.2 Second Order Effects 0 nP Total Elastic Column — Column Deflection Deformation Rigid Body Rotation Primary Notional Moment (base fixity assumption verified below) H M primary — P Deflection _ H3 H2 -�P 12E1, 2Ke/ Second Order Notional Moment Pt rii2( H3 H2 ) Mr °= 2 2 12E1, +2K0 Define: Nlro H 1 1 S — Mprimary — PH 12EI, 2K1e To acceptable accuracy: + 20 PH Mnationat = 1'I primary 1 s = (1 2 20 S.) Ktheta comprised of the beam end stiffness in series with the connector stiffness yielding: _t Kthela= (CKbeam / +CKc1orsal) With: 6E1 K beam L beam 'corm from tests or published literature *Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. 1 J PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Costco #006 September 17, 2011 Job No. 9821 Sheet 6 2.3.3 Post Properties (net section) 3.000 1C3011 t =11ga A5= 0.95 in2 Sx = 0.96 in3 rx = 1.24 in ry = 1.09 in 2.3.4 Post Demand, Capacity and Combined Stress Check Capacity Lx 60 in Ly 42 in SRx 48 SRy 39 Fn 45.6 ksi phiPn 36.8 kips phiMnx 47.5 inch kips phiMny 28.7 inch kips Stability Kconn 3000 in- kip /rad Ibeam 3.51 in "4 Lbeam 102 in Kbeam 5988 in -kip /rad Ktheta 1999 in- kip /rad s 0.23 Demand n 0.005 P 10.5 kips H 60 in Mnot 2.1 in -kips Comb Stress 0.33 2.4 Longitudinal Seismic 2.4.1 Base Shear Determine Period - FEMA 460 Appendix A T, =2TA, g EW ( kckba kbkca +N kckba \skb-lcc„) For a rack with a constant load per level and spacing between beams: = number of levels Wpi= W *Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Costco #006 September 17, 2011 Job No. 9821 Sheet 7 h = spacing between beams If the height of the pallet is conservatively ignored, then: hp; = ih and recalling that: N = 1(N)(N+ 1)(2N+ 1) Simplifies the basic equation to the following expression: T NWh21 l N(N +1)(2N'1)) 6 /V \�// ( kckba kbk l l C\kc +kb. l +Nb( \kb +kcc ca// Conservatively ignoring the more lightly loaded end uprights, for a long row of rack: Nc= 2N Nb = 1 k= kb /2 =ke (i.e. the interior posts dominate the response in a long row) Which allows a further simplification to: T1 = 2n Wh2N2(N+1)(2N + 1) 12gkc(N \kck kbe/ +(kbkkce)) ®Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Costco #006 September 17, 2011 Job No. 9821 Sheet 8 Variable Value 1 Units Description Wpi 5.00 kips Weight per level per bay h 60 in Spacing between levels hpi in Height of level i above floor N 3 number of levels g 386 in/sec °2 acceleration due to gravity Nc 6 number of connections kc 3000 in -k /rad rotational stiffness of connector kbe 5988 in -k/rad rotational stiffness of beam end Nb 1 number of base plates kb 6000 in -k /rad rotational .stiffness of base plate kce 4236 in -k/rad rotational stiffness of column E 29000 ksi Youngs modulus Ib 3.51 in'4 Moment of intertia of beam Ic 1.46 in "4 Moment of intertia of column Lb 102 in Length of beam (bay width) Yielding T= 1.7 sec Thus: V < 0.117W 2.4.2 Design Forces P <7.5k;V <0.58k Vh/2 < M < Vh -(e)P + Mar (adjusted for unfactored axial load) (fixity due to width of base plate) For: h = 60 in (beam spacing at critical section) e = 3.2 in (distance between CL of post and concrete contact stress area) M = 17.6 + 1.3 = 18.9 inch kips 2.4.3 Post - Combined Stresses P A/l Pa Ma = 0.60 < 1.00 O.K. Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Project: Costco #006 September 17, 2011 PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Job No. 9821 Sheet 9 2.4.4 Beam Connections 2.4.4.1 Design Forces Mconn < 17.5(1 +2/3) = 14.6 "k (notional column demands not carried to connectors) 2.4.4.2 Connection Capacity \-7/16" d art. HS rivet typ 4 -Pin Connection Connections tested in accordance with ANSI MH16.1. Ultimate capacity = 28.0 inch kips. 4M„ = 18.2 inch kips. O.K. 2.4.5 Displacement Checks 2.4.5.1 Code Discussion This is a forthcoming code requirement. It is not yet mandatory. 2.4.5.2 Displacement Demand From FEMA 460 D= gSM1T_(386)(1.2)(3.9)_30.5 in 4n2B 4112(1.5) 2.4.5.3 Connection Rotational Demand From FEMA 460. For 48" loads D 30.5 e�oaa = _ - 0.13 rad Hio 180 +48 2.4.5.4 Connection Rotational Capacity From testing per ANSI MH16.1 (new protocols), conservatively ignoring the beam flexibil- ity: Omax = 0.194 rad O.K. ©Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Costco #006 September 17, 2011 Job No. 9821 Sheet 10 2.5 Transverse Seismic 2.5.1 Base Shear Use Code Default Values V= 0.45W =4.5k 2.5.2 Design Forces 0 V 1 / ± P EQ 2.5.3 Post Capacity P + Peg= 28.7 kips < OP, OK 2.5.4 Stability TBolt = (Net OTM /D) = 13.7k _ Vh' Pe4 D h' = 160 inches OTM < 720 inch kips RM >255 inch kips Net OTM = 465 inch kips Peq= OTM /D = 21.2 kips Note: Bracing shown is schematic - see this section, subsec- tion .2 for actual geometry. cCopyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Costco #006 September 17, 2011 Job No. 9821 Sheet 11 2.5.5 Anchorage Concrete Anchor Breakout Strength Per ACI 318 Appendix D Units: pounds, inches UNO Distant from slab edges Concrete Anchors r 4000 Np,uncr 5515 Computed Np,cr 4915 Ano 182.3 Category 1 An 263.3 Kuncr 24 Nb 10263.6 Kcr 17 Y1 1.0 Phi 0.65 Y2 1.0 hef 4.50 Y3 1.4 Si 6.00 phiNcbg 13491 S2 0.00 Use min. 1/2" diam. approved anchors. Minimum embedment 4.5" into slab. O.K. 2.5.6 Brace 2.5.6.1 Design Force Pbr < 7.2k 2.5.6.2 Brace Capacity 15 i 0.071" Anet= 0.30 in2 rX = 0.63 in ry = 0.49 in L k Fe en (in) r (ksi) (k) 48 89 36.2 8.17 O.K. ®Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Costco #006 September 17, 2011 Job No. 9821 Sheet 12 3 Merchandise Display 2 Level Racks 3.1 Components and Geometry W go- b a W = 105" a -b = max 96" Beam Type 50140 3.2 Check Beams OK per section 2.2 H D H = 120" D = 34" ly = 42 ld= 48" Upright Type IC3011 3.3 Check Posts (Dead plus Live Loads) 3.3.1 Vertical Load 3.3.2 Second Order Effects See section 2.3.2 for derivation. 1 P<(# of levels)(L) 2 = 5.0 kips = 7.0 kips factored d CCopyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Costco #006 September 17, 2011 Job No. 9821 Sheet 13 3.3.3 Post Properties (net section) 3.3.4 Second Order Effects See section 2.3.2 for derivation. IC3011 t = 11 ga As= 0.95 in2 SX = 0.96 in3 rX = 1.24 in ry = 1.09 in 3.3.5 Post Demand, Capacity and Combined Stress Check Capacity Lx 96 in Ly 42 in SRx 77 SRy 39 Fn 34.0 ksi phiPn 27.4 kips phiMnx 47.5 inch kips phiMny 28.7 inch kips Stability Kconn 3000 in- kip /rad Ibeam 3.51 in "4 Lbeam 102 in Kbeam 5988 in -kip /rad Ktheta 1999 in- kip /rad s 0.30 Demand n 0.005 P 7.0 kips H 96 in Mnot 2.4 in -kips Comb Stress 0.31 3.4 Longitudinal Seismic 3.4.1 Base Shear See section 2.4.1 for derivation of period. ®Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Costco #006 September 17, 2011 Job No. 9821 Sheet 14 1 Variable Value Units Description Wpi 5.00 kips Weight per level per hay h 90 in Spacing between levels hpi in Height of level i above floor N 2 number of levels g 386 in /sec -2 acceleration due to gravity Nc 4 number of connections kc 3000 in -k/rad rotational stiffness of connector kbe 5988 in -k/rad rotational stiffness of beam end Nb 1 number of base plates kb 6000 in -k /rad rotational stiffness of base plate kce 2824 in -k/rad rotational stiffness of column E 29000 ksi Youngs modulus lb 3.51 in-4 Moment of intertia of beam Ic 1.46 in-4 Moment of intertia of column Lb 102 in Length of beam (bay width) Yielding T---, 1.5 sec Thus: V < 0.132W 3.4.2 Design Forces P <5.0k;V <0.44k Vh/2 < M < Vh -(e)P + Mtt,t (adjusted for unfactored axial load) (fixity due to width of base plate) For: h = 96 in (beam spacing at critical section) e = 3.3 in (distance between CL of post and concrete contact stress area) M = 25.6 + 1.5 = 27.1 inch kips 3.4.3 Post - Combined Stresses P M — +- Pa Ma = 0.75 < 1.00 O.K. ©Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. IIIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Costco #006 September 17, 2011 Job No. 9821 Sheet 15 3.4.4 Beam Connections 3.4.4.1 Design Forces Mconn< 25.5(1 +(1/2)60/96)/2 = 16.7 "k (notional column demands not carried to connec- tors) 3.4.4.2 Connection Capacity 0 7/16" HS rivet typ 4 -Pin Connection Connections tested in accordance with ANSI M1116.1. Ultimate capacity = 28.0 inch kips. (i)M„ = 18.2 inch kips. O.K. 3.4.5 Displacement Checks 3.4.5.1 Code Discussion This is a forthcoming code requirement. It is not yet mandatory. 3.4.5.2 Displacement Demand From FEMA 460 D_ gS,t„T_(386)(1.2)(3.6)_28.2 in 4n2B 4'12(1.5) 3.4.5.3 Connection Rotational Demand From FEMA 460. For 48" loads 0.R K to, 180 +48 -0.12 rad 3.4.5.4 Connection Rotational Capacity From testing per ANSI MH16.1 (new protocols), conservatively ignoring the beam flexibil- ity: Amax = 0.194 racl O.K. ©Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Costco #006 September 17, 2011 Job No. 9821 Sheet 16 3.5 Transverse Seismic 3.5.1 Base Shear Use Code Default Values V= 0.45W =3.0k 3.5.2 Design Forces D Vh' P eQ D w h' = 180 inches OTM < 540 inch kips RM > 170 inch kips h' Net OTM = 370 inch kips Peg= OTM /D = 15.9 kips Note: Bracing shown is schematic - see this section, subsec- ± p tion .2 for actual geometry. EQ 3.5.3 Post Capacity P + Peg= 20.9 kips < OP„ of( 3.5.4 Stability Taoit = (Net OTM /D) = 10.9k 3.5.5 Anchorage OK per section 2.5.5 Use min. 1/2" diam. approved anchors. Minimum embedment 4.5" into slab. O.K. 3.5.6 Brace 3.5.6.1 Design Force Pbr < 4.8k 3.5.6.2 Brace Capacity OK per section 3.5.6.2 cCopyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PERMIT COORD COFill PLAN REVIEW /ROUTING SLIP ti ACTIVITY NUMBER: D11 -326 DATE: 10/04/11 PROJECT NAME: COSTCO SITE ADDRESS: 400 COSTCO DR X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: 4'(/ 170 Building Division Public Works AP Fire Prevention Structural -41 Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete `-f'" Incomplete DUE DATE: 10/06/11 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route b<1 Structural Review Required No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11/03/11 Approved Approved with Conditions Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 Contractors or Tradespeople Per Friendly Page • General /Specialty Contractor A business registered as a construction contractor with L8:1 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 KEY MECH CO OF WASHINGTON UBI No. 600196154 Phone 2538727392 Status Active Address 19430 68Th Ave S Ste B License No. KEYMEW *240NZ Suite /Apt. License Type Construction Contractor City Kent Effective Date 8/9/1976 State WA Expiration Date 4/1/2013 Zip 98032 Suspend Date County King Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Business Owner Information Name Role Effective Date Expiration Date HEISLER, ROBERT L Cancel Date 01/01/1980 Bond Amount LEONARD, FRANK W 10 01/01/1980 023011682 SANDAHL, LEE F Until Cancelled 01/01/1980 Bond Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 10 CIOBERTY MUTUAL INS 023011682 04/01/2009 Until Cancelled $12,000.00 03/23 /2009 9 INSURANCE CO OF THE WEST 1886384 04/01/2003 04/01/2009 $12,000.00 03/31/2003 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 23 OLD REPUBLIC GENREAL INS A1CG00081100 03/31/2011 03/31/2012 $1,000,000.00 03/31/2011 22 TRAVELERS PROPERTY CAS INS CO DTC0526D7003TIL10 03/31 /2009 03/31 /2011 $1,000,000.00 04 /02/2010 21 TRAVELERS INDEMNITY CO OF AME DTC0526D70031ND08 03/31/2008 03/31/2009 $1,000,000.00 03/18/2008 20 TRAVELERS INDEMNITY CO DTEC0526070031ND0703/31/2007 03/31/2008 $1,000,000.00 03/28/2007 19 TRANSPORTATION INS CO G224885996 03/31/2006 03/31/2007 $1,000,000.00 03/08/2006 18 CONTINENTAL CAS CO C2024885996 03/31/2005 03/31/2006 $1,000,000.00 03/31/2005 Summons /Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period https://fortress.wa.gov/lni/bbip/Print.aspx 10/28/2011 I T 1 1. • EXISTING BULK SIDRAGE - 15' X 34" DEEP UPRIGHTS HAVE 5" X 8" X 3/8" FOOT- PLATES B STD 15' FING GE• 34" UPRI HAV 5" X B" X 3/8" FOOT- LATES • DEEP UPRIG • DUSTING •5'H'11 X34" DEEP UPRIG • EXISTING • 5 H DEEP UPRIG • EXISTING BULK STORAGE 15'X34" DEEP UPRIGHTS HAVE 5" X B" X 3/8" FOOT - PLATES • • • EXISTING BULK STORAGE" 15'X34" DEEP UPRIGHTS HAVE 5" X 8" X 3/8" FOOT- PLATES 1 HX34 • EXISTING • 5' HIGH X 34" DEEP UPRIGF TS • EXISTING" 15' X 34" DEEP UPRIGHTS HAVE 5" X 8" X 3/8" FOOT-PLATES • EXISTING" 15' X 34" DEEP UPRIGHTS HAVE 5" X 8" X 3/5" FOOT- PLATES • EXISTING • 15' X 34" DEEP UPRIGHTS HAVE 5" X 8" X 3/8" FOOT - PLATES • EXISTING • 15' X 34" DEEP UPRIGHTS HAVE 5" X 8" X 3/8" FOOT- PLATES • EXISTING • 15' X 34" DEEP UPRIGHTS HAVE 5"X 8" X 3/8" FOOT- PLATT3 • EXISTING" 15' X 34" DEEP UPRIGHTS HAVE 5" X 8" X 3/8" FOOT- PLATES • EXISTING" 15' X 34" DEEP UPRIGHTS HAVE 5" X 8" X 3/8" FOOT-PLATES • EXISTING" 15' X 34" DEEP UPRIGHTS HAVE 5" X 8" X 3/8" FOOT - PLATES • EXISTING • 15' X 34" DEEP UPRIGHTS HAVE 5" X 8" X 3/8" FOOT - PLATES 1- • EXISTING" 15' X 34" DEEP UPRIGHTS HAVE 5" X 8" X 3/8" FOOT- PLATES • EXISTING • 15' X 34" DEEP UPRIGHTS HAVE 5" X B" X 3/8" FOOTPLATES • EXISTING" 15' X 34" DEEP UPRIGHTS HAVE 5" X 8" X 3/8" FOOT- PLATES • EXISTING ULK STORAGE • 15' X 34" EP UPRIGHTS HAVE 5" X 8" X 3/8" FOOTPLATES PALLET RACKING NOTES NIBAL MATERIAL HANDLING WILL ACKING IS DESIGNED AND FABRIC ANCE MI SPECIFICATIONS AND SATISFIES 34" DEEP UPRIGHTS HAVE 5" X 8" X 318" FO T- PLATES )EEP UPRIGHTS HAVE 3" X 41/s' FOOT PLAT =S 318" THICK 15 FEATURES 5" FACING USING 14 GA STEELIWI4 -PIN CONNECTOR CHOR 110LTS 1" X 51/2" ICBO APPROVED FOR ONE 4 SEISMIC T 1 1 • DUSTING • 5' HIGH X 34" DEEP UPRIGHTS { ■ EXISTING • 5' HIGH X34" DEEP UPRIGHTS • EXISTING • 5' HIGH X 34" DEEP UPRIGHTS • EXISTING • 5' HIGH X 34" DEEP UPRIGHTS • EXISTING • 15' X34" DEEP UPRIGHTS HAVE 5 "X B" X 3/8" FOOT - PLATES cig ui UhEiSTING •15'X34 "DEEP RICHTS HAVE 5" X 8" X 3/8" FOOT- PLATES I" .1 T • EXISTING BULK TORAGE • 15' X 34" DEEP PRIGHTS HAVE 5" X8"X 3/8" - PLATES •EXISTING" 5'X34 "DEEP UPRIGHTS HAVE 5" X 8" X 3/8" FOOT - PLATES -I- i } • EXISTING • 15' X 34" DEEP UPRIGHTS HAVE 5" X 8" X 3/8" FOOT- PLATES i i • EXISTING • 15' X 34" DEEP UPRIGHTS HAVE 5" X 8" X 3/8" FOOT - PLATES II III .III III III III III__ • • 1- III_III_III III 111_111 111_111 111_1111 III III III1 {1 • DUSTING* 5' HIGH X 34" DEEP UPRIGHTS • EXISTING* 5• HIGH X 34" DEW UPRIGHTS • NEW •15'X 34" DEEP UPRIGHTS HAVE 5 "X8 "X3/8" FOOTPLATES —t--- I J I L 1 • EXISTING' 15' X 34" DEEP UPRIGHTS HAVE 5" X 8" X 3/8" FOOT- PLATES • EXISTING • 15'X34" DEEP UPRIGHTS HAVE 5" X 8" 3/8° FOOT- PLATES Ito ..A.... A Jo. .. Ito ....... 41 41 41 41 41 I�Il��ll��ll�l�ll��ll��ll�tt•I I, is Iommenimmli l wimmw oli1 • EXISTING • 15' X 34" D " P UPRIGHTS HAVE 5" X 8" X /8" FOOT- PLATES —*-71% v•v v'w'v v 111 MEM L •NEW•15'X •NEW "15'X �4 EEP 34" DEEP UPRIGHTS HAVE 34" D UPRIGHTS HAVE 5" X 8" X 3/8" 5" X 8" X 3/8" FOOT- PLATES FOOT- PLATES • EXISTING • 15' X 34" DEEP UP HAVE 5 "X p"X 3/8" FOOT - PLATES i11d • EXISTING • 15' X 34" DEEP UPRIGHTS HAVE 5" X 8" X 3/8" FOOTPLATES • • • 1 UPRIGHTS HAVE 5° X 8" X 3/8" FOOT- PLATES • EXISTING • 15' X 34" DEEP UPRIGHTS HAVE 5° X 8" X 3/8" FOOT- PLATES 1 1 1 1 t i l l • EXISTING BULK STORAGE •15'X 34" DEEP UPRIGHTS HAVE 5° X 8 "X3/8" POOT- PLATES • EXISTING 15' X 34" DEEP UPRIGHTS HAVE 5" X 8" X 3/8" FOOTPLATES •EXISTING• 15'X34" DEEP UPRIGHTS HAVE 5" X 8" X 3/5" FOOT- PLATES • EXISTING • 15' X 34" DEEP UPRIGHTS HAVE 5" X 8" X 3/8" FOOT- PLATES • EXISTING BULK STORAGE • 15' X 34" DEEP UPRIGHTS HAVE 5" X 8" X 3/8" FOOTPLATES " • EXIST1NC1 •• 1 15'X34' – DEEP UPRIGHTS':: HAVE 5" X'11" X 3/8" FOOT - PLAAS x —x LJ SEPARATE PERMIT REQUIRED FOR: Mechanical Di ectrIcaf 0/Plumbing ages Piping City of Tukwila ;11 - , -N::1 DM • EXISTING BULK STORAGE• 15'X34" DEEP UPRIGHTS HAVE 5 "X 8 "X3/8" — FOOT- PLATES • EXISTING BULK STORAGE •15'X 34" DEEP UPRIGHTS HAVE 5 "X- 8" X 3/8" FOOT- PLATES I= NI L� 1 C05TcO WHOLESALE TUKWILA, WA LOCATION 006 400 COSTCO DRIVE TUKWILA, WA 98188 COSTCO WHOLESALE CORPORATION 999 LAKE DRIVE ISSAQUAH, WA 98027 T: 425.313.8100 www.costco.com FILE COPY Permf No., 1 b Pir rruiew approval Is subject to errors and omissions. ?faf of oonstwctlon documents does not authorize .. .ation of eny adopted code or ordinance. Receipt 01 Lpprowei Field Cop, : I i * � • . • is acknowledged: By .. . Date: i CI Of Tukwila b EION REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. avisions will require a new plan submitt^I E:r;:; may include acditlonai plan review _fees PETER S. HIGGINS t ASSOCIATES REVIRE & CONSULTING STRUCTURAL ENGINEERS APPROVED SEP 20ill 9 8 2 1 DATE �;� UMBER 0 4' 8' 16' 32' cra ; � u OCT 0 4 2011 PERMIT CENTER PROPOSED FLOOR PLAN SCALE: 1/16" = 11-0" DATE PM: DRAWN: REVIEWED FOR CODE COMPLIANCE APPROVED OCT 24 201''A wI` A11 of Tukwila BUILING DIVISION DESCRIPTION HIGH -PILED STORAGE PLAN IOFI UPRIGHTS HAVE FOOT- PLATES 5" X 8" X 3/5" 4 ff • EXISTING • 15' X 34" DEEP 5" X 8" X 3/8" UPRIGHTS HAVE FOOT-PLATES • EXISTING • 15;.X UPRIGHTS HAVE FOOTPLATES 34" DEEP -- 5" X 8" X 3/8" • EXISTING • 15' X 34" DEEP 5" X 8" X 3/8" UPRIGHTS HAVE FOOT- PLATES • EXISTING • 15' X 34" DEEP UPRIGHTS HAVE 5" X 8" X 3/8" FOOT- PLATES i i • EXISTING • 15' X 34" DEEP UPRIGHTS HAVE 5" X 8" X 3/8" FOOT - PLATES II III .III III III III III__ • • 1- III_III_III III 111_111 111_111 111_1111 III III III1 {1 • DUSTING* 5' HIGH X 34" DEEP UPRIGHTS • EXISTING* 5• HIGH X 34" DEW UPRIGHTS • NEW •15'X 34" DEEP UPRIGHTS HAVE 5 "X8 "X3/8" FOOTPLATES —t--- I J I L 1 • EXISTING' 15' X 34" DEEP UPRIGHTS HAVE 5" X 8" X 3/8" FOOT- PLATES • EXISTING • 15'X34" DEEP UPRIGHTS HAVE 5" X 8" 3/8° FOOT- PLATES Ito ..A.... A Jo. .. Ito ....... 41 41 41 41 41 I�Il��ll��ll�l�ll��ll��ll�tt•I I, is Iommenimmli l wimmw oli1 • EXISTING • 15' X 34" D " P UPRIGHTS HAVE 5" X 8" X /8" FOOT- PLATES —*-71% v•v v'w'v v 111 MEM L •NEW•15'X •NEW "15'X �4 EEP 34" DEEP UPRIGHTS HAVE 34" D UPRIGHTS HAVE 5" X 8" X 3/8" 5" X 8" X 3/8" FOOT- PLATES FOOT- PLATES • EXISTING • 15' X 34" DEEP UP HAVE 5 "X p"X 3/8" FOOT - PLATES i11d • EXISTING • 15' X 34" DEEP UPRIGHTS HAVE 5" X 8" X 3/8" FOOTPLATES • • • 1 UPRIGHTS HAVE 5° X 8" X 3/8" FOOT- PLATES • EXISTING • 15' X 34" DEEP UPRIGHTS HAVE 5° X 8" X 3/8" FOOT- PLATES 1 1 1 1 t i l l • EXISTING BULK STORAGE •15'X 34" DEEP UPRIGHTS HAVE 5° X 8 "X3/8" POOT- PLATES • EXISTING 15' X 34" DEEP UPRIGHTS HAVE 5" X 8" X 3/8" FOOTPLATES •EXISTING• 15'X34" DEEP UPRIGHTS HAVE 5" X 8" X 3/5" FOOT- PLATES • EXISTING • 15' X 34" DEEP UPRIGHTS HAVE 5" X 8" X 3/8" FOOT- PLATES • EXISTING BULK STORAGE • 15' X 34" DEEP UPRIGHTS HAVE 5" X 8" X 3/8" FOOTPLATES " • EXIST1NC1 •• 1 15'X34' – DEEP UPRIGHTS':: HAVE 5" X'11" X 3/8" FOOT - PLAAS x —x LJ SEPARATE PERMIT REQUIRED FOR: Mechanical Di ectrIcaf 0/Plumbing ages Piping City of Tukwila ;11 - , -N::1 DM • EXISTING BULK STORAGE• 15'X34" DEEP UPRIGHTS HAVE 5 "X 8 "X3/8" — FOOT- PLATES • EXISTING BULK STORAGE •15'X 34" DEEP UPRIGHTS HAVE 5 "X- 8" X 3/8" FOOT- PLATES I= NI L� 1 C05TcO WHOLESALE TUKWILA, WA LOCATION 006 400 COSTCO DRIVE TUKWILA, WA 98188 COSTCO WHOLESALE CORPORATION 999 LAKE DRIVE ISSAQUAH, WA 98027 T: 425.313.8100 www.costco.com FILE COPY Permf No., 1 b Pir rruiew approval Is subject to errors and omissions. ?faf of oonstwctlon documents does not authorize .. .ation of eny adopted code or ordinance. Receipt 01 Lpprowei Field Cop, : I i * � • . • is acknowledged: By .. . Date: i CI Of Tukwila b EION REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. avisions will require a new plan submitt^I E:r;:; may include acditlonai plan review _fees PETER S. HIGGINS t ASSOCIATES REVIRE & CONSULTING STRUCTURAL ENGINEERS APPROVED SEP 20ill 9 8 2 1 DATE �;� UMBER 0 4' 8' 16' 32' cra ; � u OCT 0 4 2011 PERMIT CENTER PROPOSED FLOOR PLAN SCALE: 1/16" = 11-0" DATE PM: DRAWN: REVIEWED FOR CODE COMPLIANCE APPROVED OCT 24 201''A wI` A11 of Tukwila BUILING DIVISION DESCRIPTION HIGH -PILED STORAGE PLAN IOFI