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HomeMy WebLinkAboutPermit D11-076 - COSTCO - HEARING AID CENTERCOSTCO HEARING AID CENTER 400 COSTCO DR Dh1-076 City Aukwila 1 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us DEVELOPMENT PERMIT Parcel No.: 2523049063 Address: 400 COSTCO DR TUICW Suite No: Project Name: COSTCO - HEARING AID CENTER Permit Number: D11 -076 Issue Date: 04/01/2011 Permit Expires On: 09/28/2011 Owner: Name: SADE PAUL +ELEANOR Address: 585 POINT SAN PEDRO RD , SAN RAFAEL CA 94901 Contact Person: Name: DENNIS ISAACSON Address: 400 COSTCO DR, SUITE 150 , TUKVVILA WA 98188 Contractor: Name: FERGUSON CONSTRUCTION INC Address: PO BOX 80867 , SEATTLE WA 98108 Contractor License No: FERGUCI000LA Phone: 425 - 281 -5183 Phone: 206 -767 -3810 Expiration Date: 06/01/2012 DESCRIPTION OF WORK: INSTALL (2) NEW PRE - FABRICATED HEARING AID BOOTHS. Value of Construction: $28,500.00 Fees Collected: $1,067.51 Type of Fire Protection: SPRINKLERS International Building Code Edition: 2009 Type of Construction: III -N Occupancy per IBC: 0019 Electrical Service Provided by: * *continued on next page ** doc: IBC -7/10 D11-076 Printed: 04 -01 -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: N N • Number: 0 Size (Inches): 0 Start Time: Volumes: Cut 0 c.y. End Time: Fill 0 c.y. Start Time: 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: N Permit Center Authorized Signature: I k& _& L d, a& Date: I hereby certify that I have read and governing this work will be complie xami with, 0-(1 ji\ ed this permit and know the same to be true and correct. All provisions of law and ordinances hether specified herein or not. The granting of this permit does not pre e• to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work.,7I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. (1,/' Signature: / `�T�' 'ter`" Date: / /( Print Name: 2)t--/9/7/, 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: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 5: 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. 6: 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 doc: IBC -7/10 D11 -076 Printed: 04 -01 -2011 inspection agency and shall be submitted t. Building Official prior to and as a conditional inspection approval. 7: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 8: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 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. doc: IBC -7/10 D11 -076 Printed: 04 -01 -2011 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http: / /www.. ci. tkwila. wa. us Building Permit No. IA `■U Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. Project No. (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 King Co Assessor's Tax No.: 2523049063 Site Address: 400 Costco Drive, Tukwila, WA 98188 Tenant Name: Costco Wholesale Suite Number: Floor: 1 New Tenant: ❑ .....Yes 0 ..No Property Owners Name: Paul and Eleanor Sade 1985 Trust, Paul and Eleanor Sade Trustees, c/o Mr. Robert M. Miller Mailing Address: Miller International, Ltd 24 Cherry Hills Court Alamo, CA 94507 city State Zip CONTACT PERSON — who do we contact when your permit is ready to be issued Name: Dennis Isaacson Mailing Address: 400 Costco Drive, Suite 150 E -Mail Address: w006adm @costco.com Day Telephone: (425) 281 -5183 Tukwila, WA 98188 City Fax Number: State Zip GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: Mailing Address: city Day Telephone: Fax Number: Expiration Date: Contact Person: E- Mail Address: Contractor Registration Number: State Zip ARCHITECT OF RECORD — All plans must be stamped by Architect of Record Company Name: MulvannyG2 Architecture Mating Address: 1110112th Avenue NE, Suite 500 Contact Person: Ed Galliway Bellevue, WA 98004 E -Mail Address: ed.galliway @mulvannyg2.com City State Day Telephone: (425) 463 -1467 Fax Number: (425) 463 -1865 Zip ENGINEER OF RECORD — All plans must be stamped by Engineer of Record Company Name: Engineers Northwest Inc., P.S. Mailing Address: 6869 Woodlawn Avenue NE Contact Person: Thomas A Wampler, P.E. Seattle, WA 98115 E -Mail Address: tomw @engineersnw.com n \Applications \Fortes- Applications On Line\2010 Applications \ 7-2010 - Permit Application.doc Revised: 7 -2010 bh City State Zip Day Telephone: (206) 525 -7560 Fax Number: (206) 522 -6698 Page 1 of 6 BUILDING PERMIT INFORMATION — 206 -431 -3670 Valuaticn o fProject (contractor's bid price): $ 2-14I' OO'00 Existing Building Valuation: $ Scope of Work (please provide detailed information): Install (2) new Pre - Fabricated Hearing Aid booths. Will there be new rack storage? ❑.....Yes 0.. No If yes, a separate permit and plan submittal wil I 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: 786 Compact: Handicap: Will there be a change in use? ❑ ....... Yes 0 No If `yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: O 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 Safety 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\Applications\Forms- Applications On Line\2010 Applications \7 -2010 - Permit Application.doc Revised: 7 -2010 bh Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 11 Floor 212,266 III -N Sprinklk M 2nd Floor 3'd Floor Floors thm 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: 786 Compact: Handicap: Will there be a change in use? ❑ ....... Yes 0 No If `yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: O 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 Safety 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\Applications\Forms- Applications On Line\2010 Applications \7 -2010 - Permit Application.doc Revised: 7 -2010 bh Page 2 of 6 PERMIT APPLICATION NOTES - Applicable 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 OWNE Signature: R AUTHORIZ 1 AGENT: t Print Name: Dr'dlt%/,S ee Mailing Address: d4 9 (O. O /2/', �d�7�i" /5P Day Telephone: /Z4.4/e fG�_ city Date:' 1? -za )-s7S =7/9/ Gt'/4Z 9g /ee state Zip 1 Date Application Accepted: Z Date Application Expires: Staff Initials: ote fi\Appliations \Forms - Applications On Line\2010 Applications \ 7-2010 - Permit Application.doc Revised: 7 -2010 bh Page 6 of 6 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.ci.tukwila.wa.us RECEIPT Parcel No.: 2523049063 Permit Number: D11 -076 Address: 400 COSTCO DR TUKW Status: PENDING Suite No: Applied Date: 03/24/2011 Applicant: COSTCO - HEARING AID CENTER Issue Date: Receipt No.: R11 -00575 Initials: User ID: Payee: WER 1655 Payment Amount: $1,067.51 Payment Date: 03/24/2011 10:57 AM Balance: $0.00 COSTCO WHOLESALE TRANSACTION LIST: Type Method Descriptio Amount Payment Check 0069283 1,067.51 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: $1,067.51 644.25 418.76 4.50 doc: Receiot -06 Printed: 03 -24 -2011 INSPECTION NO. INSPECTION RECORD Retain a copy with permit x----)//-6 7 PERMIT NO. CITY OF TUKWILA BUILDING DIVIS.IOW - 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: ,�y (Itorsioo Type of Inspection: Address: !; 4/ l ( ro 4)/2/tie Date Called: .. Special Instructions: Date Wanted: 3 -1/ z Requester: Phone No: L • • pproved per applicable codes. El Corrections required prior to approval. COMMENTS: %5 "2,2/.7 L e i/1- 7r .der FoGDa•P 4 dq) .6. i . - / 'REIN PECTION FEE REQUIRED. rior tar'next inspection. fee must be p, d at 6300 Southcenter Blvd.. S ite 100. Call to schedule reinspection. = • f ;„ -. .0 J:£Md.6 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 • ,Ia // -d 7, Project: (7a7?' /7/f4/e /A/6 Type of Inspection: Gr1q / / /s/'C4F // veilry ik Address: 45/41 0 Ao TTo -ID/2 Date Called: Special Instructions: . Date Wanted: Requester: Phone No: x25.3 --,?/2 84',5 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1 6 r /?AA14 / N G— p,iM I e..,,,,:i WA lt5Ae -ore- th 6A/�(1 1.7/• 1'7 s -I,,0A. /A7 16 /) / - vtJ e r.5 if- irt/it / 1—P470✓ ir✓ 01--14-7-40s7 LA6 44 e ri& A4/`may if I/ 6/I T' «7 /Sb 4n4r //z . , Date: '/— `/— / VEINSPECTION FEE EQUIR Prior to next inspection. fee must be paid at 6300 Southce ter Blv .. Suite 100. Call to schedule reinspection. K("A"---\ LE/NEELDER Bright People. Right Solutions. April 5, 2011 Kleinfelder Project No: 117855 COSTCO Wholesale C/O MulvannyG2 Architecture 1110 112th Ave. NE, Suite 500 Bellevue, WA 98004 Attention: Mr. Ed Galliway, Project Manager Subject: Final Inspection Report Costco Wholesale Warehouse No. 006 400 Costco Drive Tukwila, Washington MulvannyG2 Project No. 93- 0440 -07 Permit No. ®11076 14710 NE 87`" Street, Suite 100 Redmond, Washington 98052 pi 425.636.7900 fl 425.636.7901 kleinfelder.com Dear Mr. Galliway: This final inspection report has been prepared as documentation that Kleinfelder's Special Inspectors have performed special inspection services on the following portions of the work as required by the project plans, specifications, and International Building Code (IBC) requirements at the above referenced address: • Proprietary Anchor Inspection for Bracket and Anchor Bolt Installation — Hearing Booth Addition Kleinfelder's ICC/VVABO certified special inspector performed the above listed inspection services between the dates of April 1 and 2, 2011. Based upon our inspector's personal observations and inspections of these work elements and written reports of this work, it is our professional opinion that the above inspected work was performed, to the best of our knowledge, in accordance with the approved plans, specification, and the applicable workmanship provisions of the International Building Code with the following :exception: • During the inspection on April 1, 2011, Kleinfelder observed and noted three anchors were loose and failed to grip with the concrete when verified with a calibrated torque wrench. The engineer, Thomas Wampler with Engineers NW, was notified by MulvannyG2 and provided a copy of Kleinfelder's daily field report. In an email to MulvannyG2 on April 1, 2011, Mr. Wampler indicated that 117855/SEA11 L063.doc . Copyright 2011 Kleinfelder Page 1 of 2 April 5, 2011 he had reviewed the structural connectors considering the location of the three loose anchors and concluded that the anchors were adequate "as built." Test results or special inspections and observations reported are those existing at the time of our services and may not be the same or comparable at other times. As our client, please recognize that construction monitoring is a technique employed to reduce risk of problems arising during construction. Provision of construction monitoring by Kleinfelder personnel is not insurance, nor does it guarantee construction of any type. Even with diligent monitoring, some construction defects may have been missed. In all cases, the contractor shall retain sole responsibility for the deficiencies or omissions, regardless of when they are found. We do not undertake the guarantee of construction or production of a completed project conforming to the project plans and specifications. This work was performed in a manner consistent with the level of care and skill ordinarily exercised by other members of Kleinfelder's profession practicing in the same locality, under similar conditions, and at the date the services are provided. Our conclusions, opinions, and recommendations are based on a limited number of observations and data. It is possible that conditions could vary between or beyond the data evaluated. Kleinfelder makes no other representation, guarantee or warranty, express or implied, regarding the services, communication (oral or written), report, opinion, or instrument of service provided. We trust that this report serves to meet your needs at this time. If you have any question regarding our professional services or need additional information, please contact our office at (425) 636 -7900 Respectfully submitted, KLEINFELDER WEST, INC. Chad Lukkarila, PE Senior Engineer Jeremy Mason, P.E. Principal Materials Engineer WABO Technical Director cc: Andy Franks — Kleinfelder Senior Client Account Manager 117855/SEA11 L063.doc Copyright 2011 Kleinfelder Page 2 of 2 April 5, 2011 ENW STRUCTURAL ENGINEERS Engineers Northwest Inc., P.S. We get buildings built. FILE COPY Permit No. STRUCTURAL CALCULATIONS FOR COSTCO WHOLESALE TUKWILA HEARING BOOTH ADDITION 400 Costco Drive Tukwila, WA 98188 Thomas A. Wampler, PE /SE March 23, 2011 ENW Project No. 87- 022 -026 CODE: 2006 IBC • REVIEWED FOR CODE COMPLIANCE APPROVED MAR 31 2U11 City of Tukwila BUILDING DIVISION RECEIVED MAR 24 2011 PERMIT CENTER • 6869 Woodlawn Avenue NE • Seattle, WA 98115 206.525.7560 • fax 206.522.6698 www.engineersnw.com costco 4 l +OQl11 C o,5 rco T-ux lA.7 n-41 9 rage 1 of 1 tb LOCATIONS ORDER BY ITEM # SHOPPING LIST ORDER STATUS MY ACCOUNT CUSTOMER SERVICE CHECK OUT CART ri (0) BUSINESS DEUVERY PHARMACY SERVICES PHOTO i TRAVEL i REBATES': MEMBERSHIP i IN THE WAREHOUSE ' What's New Appliances Automotive Baby & Kids Computers Electronics Entertainment Funeral Furniture & Decor Grocery & Floral Hardware Health & Beauty Home Jewelry Office Products Outdoor Sports & Fitness View All lLOGIN Search Costco Information: Locations Find the Costco Warehouse closest to you. About Costco Learn more about Costco's financial status and get the latest news and press releases about our company. Frequently Asked Questions FAQ's that answer many of the common questions our members have. E -Mail Costco.com Send us your questions or comments. Product Notices Leam more about safety, recall, and product information. Contacts Contacts within Costco Wholesale. Employment Opportunities Application and employment information. Charitable Giving Guidelines Costco is committed to supporting charitable and community activities in the markets where we do business. Supplier Diversity Costco is committed to providing opportunities to a supplier base as diverse as the communities we serve. in All GO CLUCK HERETO LEARN ABOUT NEW.0 FEATURED ITEMS, SPECIAL .:EVENTS; ANDMORE AT YOUR IO:AL COSTCO WAREHOUSEI` Tukwila, Washington TUKWILA m TUKWILA PKWY CENTER E /tTER SOUTH A N 180TH COSTCO DR 400 Costco Drive, Ste. 150 Tukwila, WA 98188 Start Over Address: 400 Costco Drive Suite 150 Tukwila, Washington 98188 -4808 United States Regular Hours: M -F 10:OOam - 8:30pm Sat. 9:30am - 6:OOpm Sun. 10:OOam - 6:OOpm Pharmacy Hours : M -F 10:OOam- 8:30pm Sat. 9:30am- 6:OOpm Sun. CLOSED Warehouse Telephone #: (206) 575 -9191 Warehouse Features: 1 Hour Photo /Digital Prints Auto Buying Program Bakery Executive Membership Food Court (206) 574 -7124 Fresh Deli Fresh Meat Fresh Produce Gas Station Hearing Aids (206) 575 -9654 Independent Optometrist Inkjet Cartridge Refill Membership (206) 575 -9191 Optical Department (206) 575 -4575 Pharmacy (206) 575 -8147 Print & Copy Center (206) 575 -0730 Special Order Kiosk Tire Service Center (206) 574 -7114 Opening Date: August 1984 CUSTOMER SERVICE 1 ORDER STATUS 1 REBATES 1 CREDIT CARDS I COSTCO CONNECTION MAGAZINE j ®1998 -2011 Costco Wholesale Corporation. All rights reserved. Privacy Statement, Terms and Conditions, Investor Relations, Employment Opportunities, Employee Site 0 http: / /www.costco.com/ Warehouse /LopationTemplate.aspx ?Warehouse =6 2011 -03 -23 :b 9m PLAN VIEW 9617132° FAN COV 6" COLLAR (X2)J CEILING PANELS 3" F.USH SPRIN) ISIMMIgilil c4 g JJ f D' • v m N B ' B 0 R ��� FA 2 - VD HOLES THRU ■ C-3 FA iiii 1 W & 20" FROM FLOOR Q C-4 I4f 1t11•11— 9 —r .. "", :b 9m PLAN VIEW 9617132° FAN COV 6" COLLAR (X2)J CEILING PANELS 3" F.USH SPRIN) MOUNT LER AA7CI CESS Za c4 g JJ f D' • v m N �•v ►Ai R ��� FA ■ C-3 FA iiii 1 tv Q C-4 ¢ "S ?aS .. "", 32° 32" vevcswcwaP 1 t . r 1 • r PUSH/PULL PLATE —24'W 30"H DOUBLE GLAZED )tt0UNDOW ODOR LOCK CAN WARNING LABEL 20"W X 601H DOUBLE GLAZED WINDOW 2 LAYERS OF 318" RUBBER MAT FRONT ELEVATION DU viNnRAe COM TO POWER SOURCE „a ,,,, " REAR ELEVATION O ET 96 314" -2 OUTLET - _ OUTLET -.. LIGHT SWITCH — 1" O.D. 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LIMA . 0 0010.0. m.....e.e•mwr..".•..•. 0a006wP .mm.011000emr.°mr.rw00.0mw..0= ECKEL INDUSTRIES of CANADA umITED P.O. Box 178, Moolaoury. Ontario WC IMO PMne (613) 543.2967 Fax (813) 5434173 cealeaYnolFeaa; CORR sa -4.UK �/6 • 0 Cl) 0 CCC a) (D C) CO D -' 0 O_' N O O (8) () m z 5 CD r CD_ SZ N UUIOhIWLUYOO:D r is ." RoP 17Le Q11•.23 w NA 9, W00 V, SKI 1. 1 1 1 CT NOTE: CC WELDED TO CA = WC W04 1 CT WALL CAPS 96 314" 1- 0 FC-2 1 W FC FC-4 FLOOR CHANNELS T DRAWING APPROVAL ❑ APPROVED ❑ APPROVED AS NOTED ❑ REVISE AND MIAOW DATE' PER 0 TEL LEGEND WIT OR ON Sx11CHES DUPLEX Omos sat = ucxr OWLET TELEPHONE JACK S 1ANDARD FEATURES: • 32141733/n CLEAR OPENING DOOR (FLUSH SILL) CAA 20" W x 60" H ACOUSTIC WINDOW • 24W X 3011 DOUBLE GLAaED 1I4'ACOUSTIC WINDOW • FAN EXHAUST AND STATIC INTAKE CEILING SILENCERS CAN 6' COLLARS • TELEPHONE JACKS -RJ45 • TWO 1" PASS -THRUS LOCATED ON ELECTRICAL PANEL • FLUORESCENT UGHTING • STANDARD CARPETING (N72 MIXED HERB) • DUPLEX OUTLETS, LIGHT & FAN SWITCHES • 3" SPRINKLER PASS THRU • KEY LOCKIDEAD BOLTON DOOR FRAME CIW WARNING LABEL AND DOORSTOP • 16 GA FACIA PANELS • CSAAPPROVED ELECTRICAL: 120V. 12A. 60HZ • COLOUR: STD. ECKEL UNEAR WHITE REVISIONS Pes:Rns . PROPRikrARY NOTICE: nem+.0 ., +aer.ro aw scar w.. d C... LIMA . 0 0010.0. m.....e.e•mwr..".•..•. 0a006wP .mm.011000emr.°mr.rw00.0mw..0= ECKEL INDUSTRIES of CANADA umITED P.O. Box 178, Moolaoury. Ontario WC IMO PMne (613) 543.2967 Fax (813) 5434173 cealeaYnolFeaa; CORR sa -4.UK �/6 • 0 Cl) 0 CCC a) (D C) CO D -' 0 O_' N O O (8) () m z 5 CD r CD_ SZ N UUIOhIWLUYOO:D r is ." RoP 17Le Q11•.23 w NA 9, W00 V, Latitude and Longitude of a Point iTouchMap.com Mobilo and Desktop Maps Home n Latitude and Longitude of a Point CoS-rco TU())L 9 Maps 1 Country - State 1 Places 1 Google Earth l Cities 1 Earthquakes 1 I Am Here 1 Let - Long • To find the latitude and longitude of a point Click on the map, Drag the marker, or enter the... Address: 400 Costco Drive, Tukwila, WA 98188 Map Center: Get Address - Land Plat Size - Street View - Google Earth 3D - Area Photographs Go Try out the Google Earth Plug-in. Google Earth gives you a 3D look of the area around the center of the map, which is usually your last dick point, and includes latitude, longitude and elevation information. ® Latitude and Longitude of a Point You could :save u psto 5322 one car e pu o r t:;, Note: Right click on a blue marker to remove it Show Point from Latitude and Longitude Use this if you know the latitude and longitude coordinates of a point and want to see where on the map the point is. Use: 'f' for N Lat or E Long - for S Lat or W Long. Example: +40.689060 - 74.044636 Note: Your entry should not have any embedded spaces. Clear /Reset All Markers . l ( .Center Red Marker ] Get the Latitude and Longitude of a Point When you click on the map, move the marker or enter an address the latitude and longitude coordinates of the point are inserted in the boxes below. Decimal Deg. Latitude: - --- ---- Decimal Deg. Longitude: • -- Latitude: 47.445595 ( Show Point ) Longitude: - 122.24834 • Example: +34 40 50.12 for 34N 40' 50.12" Degrees Minutes Seconds Degrees Minutes Seconds Latitude: Latitude: 47 26 44.1414 Longitude: Longitude: -122 14 54.0234 l Show Point J iTouchMap.com 2007 -2010 http : / /itouchmap.com/latlong.html 2011 -03 -23 Cos rc 0 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.445595 Longitude = - 122.24834 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.399 (Ss, Site Class B) 1.0 0.478 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.445595 Longitude = - 122.24834 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 =FvxS1 Site Class B - Fa = 0.0 ,Fv = 0.0 Period Sa (sec) (g) 0.2 0.000 (SMs, Site Class B) 1.0 0.000 (SM1, Site Class B) 1—U K. (00 iL o9 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.445595 Longitude = - 122.24834 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class B - Fa = 0.0 ,Fv = 0.0 Period Sa (sec) (g) 0.2 0.000 (SDs, Site Class B) 1.0 0.000 (SD1, Site Class B) C O S -1"C o "r" Id.,-; IL A ENGINEERS - NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful Input= _ 'Shaded cells Job number : :87022026 Job name : Costco Tdkwila'Hearing Aid Booth SHEET 5 OF 16 REV. 1: 4/6/07 REV. 2: 9/29/09 SEISMIC IBC 2006 Section 1613.1 / ASCE 7 -05 Section 12.8 Equivalent Lateral Force Procedure - Building design base shear All references below are to ASCE 7-05 (U.N.O.) Input Basic Seismic-Force-Resisting System = Basic Seismic-Force-Resisting System = Is this considered a Building Structure ? Is Diaphragm considered Flexible? hn = Ss = S1 = TL = Site Class (soil) = Occupancy Category = Top of wall elevation (parapet) = Elevation of top of wall lateral support (max.) _ Elevation of top of wall lateral support (min.) = Site Coefficient Fa = Site Coefficient Fv = Sms = Sm1 = Sds = Sd1 = Seismic Design Category (SDC) = To = Ts = Ct = Period = T = Sa = R= S2o = Cd = lb _ A13 Light frame walls with shear panels [steel or wood] BWS Y 8,34 ft. _:. ,1,399 0 0,478 6 D .11 8,34 ft. 8,34 ft. Output 1,000 1,522 1,399 0,728 0,933 0,485 D 0,104 0,520 0,02 0,098 0,901 6,5 2,5 4 1 Detailing Reference Section = 14.1 & 14.5 Cs calc. = Cs max. = Cs min. = Cs use = Vu design = V design = Ev = = Bearing Wall System Section 15.1.1 - for Nonbuilding Structure definition. Section 12.3.1 height to top level in main portion of structure (abv.base) Section 11.3 Spectral response acceleration at 0.2 seconds for Site Class B. Spectral response acceleration at 1.0 seconds for Site Class B. Long -period transition period Figure 22 -15 thru 22 -20 Section 20.1 Soil properties "D" is default unless the Geotech data orBuilding Table 1 -1 page 3 Official thinks it is Site Class "E "or "P'. roof high point (minimum parapet) roof low point (maximum parapet) W = Building weight (# or kips) Table 11.4 -1 Table 11.4 -2 Sms = FaSs Section 11.4.3 (Eq. 11.4 -1) Sm1 = FvS1 Section 11.4.3 (Eq. 11.4 -2) Sds = 2/3Sms Section 11.4.4 (Eq. 11.4 -3) Sd1 = 2/3Sm1 Section 11.4.4 (Eq. 11.4 -4) Section 11.6 & Tables 11.6 -1 & 11.6 -2 0.2Sd1 /Sds Section 11.4.5 Sd1 /Sds Section 11.4.5 Section 12.8.2.1 Table 12.8 -2 Table 12.8 -1 seconds - Section12.8.2.1 (Eq. 12.8 -7) Cu = 1,4 Section 11.4.5 (Eq. 11.4 -5)or (Eq.11.4 -6)or (Eq. 11.4 -7) Table 12.2 -1 Response Modification Coefficient (reduces forces to USD) System Overstrength Factor modified for flexible diaphragm Deflection Amplification Factor for use in Sections 12.8.6, 12.8.7 & 12.9.2 Occupancy Importance Factor - Table 11.5 -1 0,144 Section 12.8.1.1 (Eq. 12.8 -2) 0,761 Section 12.8.1.1 (Eq. 12.8 -3 & Eq. 12.8 -4) 0,010 Section 12.8.1.1 (Eq. 12.8 -5 & Eq. 12.8 -6) 0,144 Section 12.8.1.1 (Eq. 12.8 -2 thru Eq. 12.8 -6) 0,144 *W At strength level USD (Eq. 12.8-1) 0,101 *W Working ( 0.7 *E ) ASD 0,187 *D = +/ -.2 Sds D (Eq. 12.4 -4) - May be Zero for proportioning foundations. Diaphragms wp = The weight tributary to the diaphragm at that level Fpu calc. = 0,144 Fpu min.= 0,187 Fpu max. = 0,373 Fpu design = 0,187 Fp design = 0,131 *wp (Eqs. 12.8 -2 thru 12.8 -6 above) *wp (min. Section 12.10.1.1) *wp (max. Section 12.10.1.1) *wp USD *wp ASD (0.7 *USD) EQ. 2011 -03 -23 87022026_C Tukwila_Hearing Aid Booth ASCE7- 05Seismic.xls ENWENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # PROJECT T u 14 W I L 4 DATE 0 3 I z z 1 1 SUBJECT SHEET 6 OF 16 BY -r-t.4..) Jr r u Lru r e 1.11 e A 800'71, 00 F V (Oc,stom 1 ► (8') (2.ssoe,i ) 6'P4 9 (8' ) fZS ,r✓eS) /u Ps, l (8') l8 ps -; 0 . I o • r z. -1 = Or _ 58 C8 ) 4- Lz.0 (8 /L) _, 2rrl ?-1 8 11) (4.5 O ) (.-J5L'b)(.81 = 8 &0') 01344 ow_ S,NU t� 6riaCk.C-r1 r,Tr'N 412 i' C ior. Lle1'1 Z brAcx eri 40 lb 6,615" T ; (o.9)(1,6t..5 ,•) (Z.bo.T.s 76 lb V=14° / = 70 lb T r4 V&A., 1g001b o .125 Jr 414 o 4�n rc48I 1.6 96 4- {/4 - 1700 ioZ4 Ib /1 5 Z 76112 Z- lSZ_�b (rc..0 9I 1950112 70 1950 O .086 << ,.n o.. ESR -2713 I Most Widely Accepted and Trusted c,osrcc t-�1� )iL9 •1 'd Page 3 of 9 The screw anchors comply with ACI 318 Section D.1 as brittle steel elements and must be designed in accordance with ACI 318 -08 D.3.3.5 or D.3.3.6 or ACI 318-05 D.3.3.5, as applicable. 4.1.8.2 Seismic Tension: The nominal steel strength and concrete breakout strength in tension must be determined in accordance with ACI 318 D.5.1 and D.5.2, as described in Sections 4.1.2 and 4.1.3 of this report. In accordance with ACI 318 D.5.3.2, the appropriate value for nominal pullout strength in tension for seismic loads, Np,eq or Np,dedc,cn described in Tables 2 and 4 of this report, must be used in lieu of N. 4.1.8.3 Seismic Shear: The nominal concrete breakout and concrete pryout strength in shear must be determined in accordance with ACI 318 D.6.2 and D.6.3, as described in Sections 4.1.6 and 4.1.7 of this report. In accordance with ACI 318 D.6.1.2, the appropriate value for nominal steel strength in shear for seismic loads, Vec Vsa,eq or Vstdeck, described in Tables 3 and 4 of this report, must be used in lieu of V. 4.1.9 Interaction of Tensile and Shear Forces: Screw anchors or groups of screw anchors that are subjected to combined axial (tensile) and shear loadings must be designed in accordance with ACI 318 D.7. 4.1.10 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318 D.8.3, values of cmin and Smin provided in Table 1 of this report must be used. In lieu of ACI 318 D.8.5, minimum member thickness, hmin, must comply with Table 1 of this report For anchors installed in the lower flute or upper flute of the soffit of structural sand - lightweight or normal- weight concrete filled profile steel deck floor and roof assemblies, details in Figures 3 and 4 must be observed. The minimum anchor spacing along the flute must be the greater of Sher or 1.5 times the flute width. 4.1.11 Requirements for Critical Edge Distance: In applications where c < can and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated according to ACI 318 D.5.2, must be further multiplied by the factor ylcp,N given by Eq -1: c (Pcp,N = - Cac (Eq -1) whereby the factor `her y lllcp,N need not be less than cac For all other cases, tpnp,N = 1.0. In lieu of using ACI 318 D.8.6, values of can provided in Table 1 of this report must be used. 4.1.12 Requirements for Structural Sand - lightweight Concrete: For ACI 318 -08, when anchors are used in structural sand - lightweight concrete, the modification factor A for concrete breakout strength must be taken as 0.6. In addition, the pullout strength Np,uncr, Np,cr, and Np,eq must be multiplied by 0.6, as applicable. For ACI 318 -05, the values Nb, Np,eq, Np,uncr, Np,cr, and Vb determined in accordance with this report must be multiplied by 0.60, in lieu of ACI 318 D.3.4. For anchors installed in the lower flute or upper flute of the soffit of structural sand - lightweight concrete filled profile steel deck floor and roof assemblies, this reduction is not required. 4.2 Allowable Stress Design (ASD): 4.2.1 General: Design values for use with allowable stress design load combinations calculated in accordance with Sections 1605.3 of the IBC must be established using the following equations: _ n Tallowable,ASD— (Eq-2) and .bVn Vallowable,ASD= a (Eq -3) where: Talwwabie,ASD= Allowable tension load, (lbf, N) Vellowabre,ASD= Allowable shear Toad, (Ibf, N) QNn = The lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318 Appendix D, Section 4.1 of this report, and either 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable (Ibf or N). { V, = The lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318 Appendix D, Section 4.1 of this report, and either 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable (lbf or N). a = A conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, a must include all applicable factors to account for nonductile failure modes and required over - strength. An example calculation for the derivation of allowable stress design tension values is presented in Table 5. The requirements for member thickness, edge distance and spacing, described in Table 1 of this report, must apply. 4.2.2 Interaction of Tensile and Shear Forces: The interaction of tension and shear loads must be consistent with ACI 318 D.7, as follows: If 7-applied 5 0.2Tanowable,ASD, then the full allowable strength in shear, Valjowable,ASD, shall be permitted. If Vappiied 5 0.2Veliowama,ASD, then the full allowable strength in tension, Tanowable,ASD, shall be permitted. For all other cases: replied + Vapplied 51.2 (Eq-4) Tallowable,ASD Vallowable,ASD 4.3 Installation: Installation parameters are provided in Table 1 and Figures 2, 3, and 4. Anchor locations must comply with this report and the plans and specifications approved by the code official. The Titen FICr Screw Anchors and Rod Hangers must be installed in accordance with the manufacturer's published instructions and this report. Anchors must be installed by drilling a pilot hole into the concrete using a handheld electro- pneumatic rotary hammer drill with a carbide- tipped drill bit conforming to ANSI B212.15 -1994. The pilot hole must have the same nominal diameter as the nominal diameter of the anchor. The hole is drilled to the specified nominal embedment depth plus 1/2 inch (12.7 mm). Dust and debris in the hole must be removed by using oil -free compressed air. The Titen Hb® Screw Anchors and Rod Hangers must be installed into the hole to the specified embedment depth using a socket wrench C OSl co 7-1-1 Lt,ILrq ESR -2713 I Most Widely Accepted and Trusted TABLE 3 —TITEN HD® SCREW ANCHOR CHARACTERISTIC SHEAR STRENGTH DESIGN VALUES' Characteristic Symbol Units Nominal Anchor Diameter (inch) 3/6 I 112 1 3/4 Anchor Category 1, 2 or 3 - 1 Embedment Depth hnom in. 21/2 I 31/4 I 31/4 I 4 1 5'6 J 614 Steel Strength in Shear (ACI Section D.6.1) Shear Resistance of Steel V�5 Ibf 4,460 I 7,455 I 16,840 Strength Reduction Factor - Steel Failurez - 0.60 Concrete Breakout Strength in Shear (ACI 318 Section 0.6.2) Nominal Diameter d8 (d,)4 in. 0.375 0.500 0.750 Load Bearing Length of Anchor in Shear 4,6 in. 1.77 2.40 2.35 2.99 4.22 4.86 Strength Reduction Factor - Concrete Breakout Failure 16 - 0.70 Concrete Pryout Strength in Shear (ACI 318 Section D.6.3) Coefficient for Pryout Strength k`P - 1.0 2.0 Strength Reduction Factor - Concrete Pryout Failure's 0.70 Shear Strength for Seismic Applications (ACI 318 Section 0.3.3.3) Shear Resistance of Single Anchor for Seismic Loads (f'o =2,500 psi) V,,,,7 lbf 2,855 4* 9,350 Strength Reduction Factor - Steel Failure2 4c, — 0.60 For SI: 1 inch = 25.4mm, 1 Ibf = 4.45N 'The information presented in this table is to be used in conjunction with the design criteria of ACI 318 Appendix D. 2The tabulated value of 4, and 44 applies when the load combinations of Section 1605.2.1 of the IBC or ACI 318 Section 9.2 are used. If the Toad combinations of ACI 318 Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318 D.4.5(b). 3The tabulated values of t6 and tks applies when both the load combinations of Section 1605.2.1 of the IBC or ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4(c) for Condition B are met. If the load combinations of ACI 318 Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318 D.4.5(c) for Condition B. `The notation in parenthesis is for the 2006 IBC. 6For the 2003 IBC, V, replaces V. 6For the 2003 IBC, / replaces /,. /6 LVSTco - uk_wiLIJ 91 1-6 ESR -2713 1 Most Widely Accepted and Trusted ,94443, TABLE 4 -TITEN HD® SCREW ANCHOR AND ROD HANGER CHARACTERISTIC TENSION AND SHEAR DESIGN VALUES FOR THE SOFFIT OF CONCRETE - FILLED PROFILE STEEL DECK ASSEMBLIES'•ee Characteristic Symbol Units Nominal Anchor Diameter / Threaded Coupler Diameter (Inch) Lower Flute Upper Flute 3/8 /8 /z 3/a Rod Hanger 1/2 Rod Hanger 3 /8 , /2 Minimum Hole Depth kw. in. 2 3 21/2 4 3 3' /a 2 21/2 Embedment Depth hnom in. 17/8 2'/2 2 3'/2 21/2 21/2 17/8 2 Effective Embedment Depth he, in. 1.23 1.77 1.29 2.56 1.77 1.77 1.23 1.29 Pullout Resistance�Cracked Concrete • NPdoei,, Ibf 580 1335 905 2040 1145 1145 765 1700 Pullout Resistance, Uncracked Concrete3•' NP.decku a Ibf 825 1905 1295 2910 1430 1430 1095 2430 Steel Strength in Shear's Vecaeca Ibf 2240 2395 2435 4430 N/A N/A 4180 7145 : i mcn = Z5.4mm, 7 Ibf = 4.45N. 'Installation must comply with Sections 3.4, 4.1.10 and 4.3 and Figures 3 and 4 of this report. 2The values listed must be used In accordance with Section 4.1.4 and 4.1.8.2 of this report. 3The values listed must be used in accordance with Section 4.1.4 of this report. the values listed must be used In accordance with Section 4.1.5 and 4.1.8.3 of this report. BThe values for ¢y (reduction factor for pullout strength) can be found in Table 2 and the value for ¢4,8 (reduction factor for steel strength in shear) can be found in Table 3. 6The minimum anchor spacing along the flute must be the greater of 3he, or 1.5 times the flute width in accordance with Section 4.1.10 of this report. 'The characteristic pull -out resistance for greater concrete compressive strengths shall be increased by multiplying the tabular value by (fc/ 3,000 psi) °'S TABLE 5- EXAMPLE TITEN HD® SCREW ANCHOR AND ROD HANGER ALLOWABLE STRESS DESIGN TENSION VALUES FOR ILLUSTRATIVE PURPOSES''2'3''s,°,e,7,e,s, ° Nominal Anchor Diameter, do (inches) Embedment Depth, N. (inches) Effective Embedment Depth, her (Inches) Allowable Tension Load, Nn/a (Ibs) 3/8 2' /2 1.77 1185" 3' /4 2.40 1960 +/2 31/4 - 2:35 1900 4 2.99 2725 3/4 n,....,... A........,._.._ 02 4.22 4570 04 4.86 5645 1. Single Anchor. 2. Tension load only. 3. Concrete determined to remain uncracked for the life of the anchorage. 4. Load combinations from ACI 318 Section 9.2 (no seismic loading). 5. 30% Dead Load (D) and 70% Live Load,(L); Controlling load combination is 1.2 D + 1.6L 6. Calculation of a based on weighted average: a = 1.2D + 1.6L = 1.2(0.3) + 1.6(0.7) = 1.48 7. Normal weight concrete: Pc = 2500 psi 8.ce,= ce2ZCec 9. h 2 hmin 10. Values are for Condition B (Supplementary reinforcement in accordance with ACI 318 D.4.4 is not provided). **Illustrative Procedure (reference Table 2 of this report): 3/8' Titen HD with an Effective Embedment, het = 1.77" Step 1: Calculate Static Steel Strength in Tension per ACI 318 -05 Section D.5.1; (438Nee = 0.65 x 10,890 = 7,078 Ibs. Step 2: Calculate Static Concrete Breakout Strength in Tension per ACI 318 -05 Section D.5.2; ¢Eb■ce = 0.65 x 2,826 = 1,837 lbs. Step 3: Calculate Static Pullout Strength in Tension per ACI 318-05 Section D.5.3; 43NP,uncr = 0.65 x 2,700 = 1,755 lbs. Step 4: The controlling value (from Steps 1, 2 and 3 above) per ACI 318 -05 Section D.4.1.2; ¢Nn = 1,755 Ibs. Step 5: Divide the controlling value by the, conversion factor a per section 4.2.1 of this report: Tanowame,nso = t.N,/a = 1,755 / 1.48 = 1,185 lbs. FN\\T ENGINEERS NORTHWEST, INC., P.S. ^ STRUCTURAL ENGINEERS o .6 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 5226698 PROJECT # 7 L PROJECT C 037 c n 7u14, W I `° DATE ®3 I 3 I SUBJECT /V e -'--' y e A/- 1^4 C7 8 0 0 T444 SHEET l OF 14 By Tw E5ri m A T e L I T e r 4 L A A 1_ 'I Iz rtNA � 1 ( T T T P`-- t'- - x- 14018 = / .5'b�� L.1 o o /4 e 4423 C7 B o owl STRUCTURAL rNGINEERS PROJECT : Costco:�Tukwi CLIENT : Atig lyG JOB NO.: ` , StiegaWalIIDes] Based IdDS12005 PAGE : DESIGN BY : REVIEW BY : INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdla, WIND = Vela, SEISMIC = WDL= Wu = DIMENSIONS: LW = 3 8 , :k ft , h = L = z x8' r;Gft, hp= PANEL GRADE (0 or 1) = 1 ;, <= Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS = " 3/8 in COMMON NAIL SIZE (0 =6d, 1 =8d, 2 =10d) F11, 8d SPECIFIC GRAVITY OF FRAMING MEMBERS EDGE STUD SECTION pcs, b = ' -2; °� in , h = SPECIES (1 = DFL, 2 = SP) 2�k,' SOUTHERN PINE GRADE ( 1, 2, 3, 4, 5, 6, 7, 8, 9, w ' 8r No.2 STORY OPTION ( 1=ground level, 2 =upper level) GRAVITY LOADS ON THE ROOF: plf,for wind plf,for seismic plf,for dead Toad plf,for live Toad ft ft in ground level shear wall DESIGN SUMMARY BLOCKED 3/8 SHEATHING WITH 8d COMMON NAILS @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. HOLD -DOWN FORCES: TL = 0,00 k , TR = 0,00 k DRAG STRUT FORCES: F = 0,00 k EDGE STUD: 1 - 2" x 4" SOUTHERN PINE No. 2, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0,38 In L w 1 1 1 1 1 1 1 1 1 1 v= F hp h �VD Lw (HOLD -DOWN NOT REQUIRED) T. ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO L / B = 1,0 < 2 (Satisfactory] DETERMINE REQUIRED CAPACITY ve = 18 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in ) THE SHEAR CAPACITIES PER IBC Table 2306.4.1 / UBCTable 23- II -1 -1 • e indicated shear numbers have reduced by specific gravity factor per IBC note a / UBC notel of the table. DETERMINE DRAG STRUT FORCE: F = (L -L„,) MAX( Vdla, WIND, QoVdia, SEISMIC) _ DETERMINE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. THE HOLD -DOWN FORCES: 0,00 k (1 = 1 ) (Sec. 1633.2.6) val. (pif) Min. Min. Blocked Nail Spacing Panel Grade Common Penetration Thickness Boundary & All Edges 18 Nail (in) (in) 6 4 3 2 ' Sheathing and Single -Floor 8d 1 1/2 3/8 198 288 369 477 e indicated shear numbers have reduced by specific gravity factor per IBC note a / UBC notel of the table. DETERMINE DRAG STRUT FORCE: F = (L -L„,) MAX( Vdla, WIND, QoVdia, SEISMIC) _ DETERMINE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. THE HOLD -DOWN FORCES: 0,00 k (1 = 1 ) (Sec. 1633.2.6) (fL & TR values should include upper level UPLIFT forces if applicable) DETERMINE MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) 3 A = ABe'dmg + AShear + ONail slip + AChoni splice sip = 8Vbh + vbh + 0.75hen + ha° 0,379 in EALw Gt Lw Where: vb = 18 pif A = t = 0,221 in L„,= 8 ft h= 8 ft ea = 0,037 in E = 1,7E +06 psi G = 9,0E +04 psi da = 0,15 in CHECK EDGE STUD CAPACITY Pmax = 0,40 kips, (this value should include upper level DOWNWARD loads if applicable) Fp = 1650 psi Cn = 1,60 C, = 0,23 A = 5,25 in2 E = 1600 ksi CF = 1,00 = 599 psi > fe = 77 psi [Satisfactory] Technical References: 1. "National Design Specification, NDS ", 2005 Edition, AF & PA, AWC, 2005. val. (pif) Wall Seismic at mid -story (Ibs) Overturning Moments (ft -Ibs) Resisting Moments (ft-lbs) Safety Factors Net Uplift (lbs) Holddown SIMPSON SEISMIC 18 102 1530 Left 3328 0,9 TL = 0 ,0 0`y Q-I* . ,., Right 3328 0,9 TR = 0 WIND 18 1120 Left 3328 2/3 TL = 0 Right 3328 2/3 TR= 0 _ (fL & TR values should include upper level UPLIFT forces if applicable) DETERMINE MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) 3 A = ABe'dmg + AShear + ONail slip + AChoni splice sip = 8Vbh + vbh + 0.75hen + ha° 0,379 in EALw Gt Lw Where: vb = 18 pif A = t = 0,221 in L„,= 8 ft h= 8 ft ea = 0,037 in E = 1,7E +06 psi G = 9,0E +04 psi da = 0,15 in CHECK EDGE STUD CAPACITY Pmax = 0,40 kips, (this value should include upper level DOWNWARD loads if applicable) Fp = 1650 psi Cn = 1,60 C, = 0,23 A = 5,25 in2 E = 1600 ksi CF = 1,00 = 599 psi > fe = 77 psi [Satisfactory] Technical References: 1. "National Design Specification, NDS ", 2005 Edition, AF & PA, AWC, 2005. ENWENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS p L 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 ( 06) 5257560 FAx (206) 522-6698 PROJECT # O PROJECT C Oj Tf 0 Tu I AQ TE D3 I ) SUBJECT NJ e H 9 6Z. e v C) D L7 �� SHEET l� OF Fro 2 Fe �' T I T 0-4 L,04 i �. By TLJ &'hr z (5p3f) 6N 4 (5 r 15 .115') 6N/ 441E; ,303 ENNVENGINEERS NORTHWEST, INC., P.S. - Snweri RALENOINEERS . oZ6 6869 W000uwH Ave. N. E, 8205, SIA7TP, WA 98115 (206) 525 -7560 FAX (206) 522 -6698 Paaecr0 t1OLI PaCUECr Cos no 71.a,t.w.1..a DATE 03 1 tJ 1 11 SuB,ECT SHEET OF BY Th.) fMST Ilk 6d sTV_0 4CL 16d Co.,w . C 6''' L era 0414 L0040 Fog v000 Der l_ 0I • 41:.11 • Ib 4' ENW STRUCTURAL ENGINEERS PROJECT: CLIENT : JOB NO. : CostcoTukwila M ul annyG2 Etre Stiear,WalliDesign Batl d e NDS12005 PAGE: DESIGN BY : REVIEW BY : INPUT DATA LATERAL FORCE ON DIAPHRAGM: GRAVITY LOADS ON THE ROOF: DIMENSIONS: I-w= Vale, WIND = Vella, SEISMIC = WDL = WLL = ft , h= plf,for wind plf,for seismic plf,for dead load plf,for live load ft L = 4' ;eft, h= 3'0 ft PANEL GRADE (0 or 1) = 1 x <= Sheath ng and Single -Floor MINIMUM NOMINAL PANEL THICKNESS = 318 . '' in COMMON NAIL SIZE (0 =6d, 1 =8d, 2 =10d)1 8d SPECIFIC GRAVITY OF FRAMING MEMBERS EDGE STUD SECTION pcs, b = SPECIES (1 = DFL, 2 = SP) GRADE ( 1, 2, 3, 4, 5, 6, 7, 8, 9, 11 k STORY OPTION ( 1=ground level, 2=uppe level) in , h = SOUTHERN PINE No. 2 in ground level shear wall DESIGN SUMMARY BLOCKED 3/8 SHEATHING WITH 8d COMMON NAILS @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 In DIA. x 10 in LONG ANCHOR BOLTS @ 48 In O.C. HOLD -DOWN FORCES: TL = 0,56 k , TR = 0,56 k DRAG STRUT FORCES: F = 0,00 k EDGE STUD: 1 - 2" x 4" SOUTHERN PINE No. 2, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0,29 in L w Veh. F hp h Lw (USE PHD2 -SDS3 SIMPSON HOLD -DOWN) T. ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO L / B = 1,0 < 2 [Satisfactory] DETERMINE REQUIRED CAPACITY vb = 151 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in ) THE SHEAR CAPACITIES PER IBC Table 2306.4.1 / UBCTable 23- II -I -1 : ote: The indicated shear numbers have reduced by specific gravity factor per IBC note a / UBC notel of the table. DETERMINE DRAG STRUT FORCE: F = (L -L,„) MAX( vdia, WIND. CIavdla, SEISMIC) _ DETERMINE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 In DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. THE HOLD -DOWN FORCES: 0,00 k (f?o = 1 ) (Sec. 1633.2.6) Vdia (plf) Min. Min. Blocked Nail Spacing Panel Grade Common Penetration Thickness Boundary & All Edges 151 Nail (in) (in) 6 4 3 2 Sheathing and Single -Floor 8d 1 1/2 3/8 198 288 369 477 ote: The indicated shear numbers have reduced by specific gravity factor per IBC note a / UBC notel of the table. DETERMINE DRAG STRUT FORCE: F = (L -L,„) MAX( vdia, WIND. CIavdla, SEISMIC) _ DETERMINE MAX SPACING OF 5/8" DIA ANCHOR BOLT (NDS 2005, Tab.11 E) 5/8 In DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. THE HOLD -DOWN FORCES: 0,00 k (f?o = 1 ) (Sec. 1633.2.6) (TL & TR values should include upper level UPLIFT forces if applicable) DETERMINE MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) 3 A =LBe,ding +!)Shear +ANaiI 3143+Acho,a splice 810 = EALw + Gh +0.75hen+ Ada Where: vb = 151 plf A = t = 0,221 in Lw= 4 ft h = 4 ft e = 0,037 in 0,292 in E = 1,7E +06 psi G = 9,0E +04 psi da = 0,15 in CHECK EDGE STUD CAPACITY Pmax = 0,45 kips, (this value should include upper level DOWNWARD loads if applicable) F, = 1650 psi CD = 1,60 C , = 0,68 A = 5,25 in2 E = 1600 ksi CF = 1,00 Fp' = 1787 psi > f,, = 86 psi [Satisfactory] Technical References: 1. "National Design Specification, NDS ", 2005 Edition, AF & PA, AWC, 2005. Vdia (plf) Wall Seismic at mid -story (Ibs) Overturning Moments (ft -Ibs) Resisting Moments (ft -Ibs) Safety Factors Net Uplift (Ibs) Holddown SIMPSON SEISMIC 151 26 2467 Left 256 0,9 Ti_ = 559 GP ,O �Qft' Q , Right 256 0,9 TR = 659 WIND 151 2416 Left 256 2/3 TL = 561 Right 256 2/3 TR = 561,. (TL & TR values should include upper level UPLIFT forces if applicable) DETERMINE MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) 3 A =LBe,ding +!)Shear +ANaiI 3143+Acho,a splice 810 = EALw + Gh +0.75hen+ Ada Where: vb = 151 plf A = t = 0,221 in Lw= 4 ft h = 4 ft e = 0,037 in 0,292 in E = 1,7E +06 psi G = 9,0E +04 psi da = 0,15 in CHECK EDGE STUD CAPACITY Pmax = 0,45 kips, (this value should include upper level DOWNWARD loads if applicable) F, = 1650 psi CD = 1,60 C , = 0,68 A = 5,25 in2 E = 1600 ksi CF = 1,00 Fp' = 1787 psi > f,, = 86 psi [Satisfactory] Technical References: 1. "National Design Specification, NDS ", 2005 Edition, AF & PA, AWC, 2005. ENW PROJECT # ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 5226698 PROJECT C oS n O DATE 03 I Z 3 11, SUBJECT SHEET I OF 16 BY Tu./ 4"5t km/. - L 4N 4 1 4, 4- ' bbee p0. c 4v3 (LLV ) W tZ ) X3" S''^�pso �► T i rc A ,, o amours h s (rec.-ES E'S 2:313) 1' -0 ENW ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698 PROJECT # PROJECT COS TC q Tu. it- Lx./ ' L q DATE 03 J 1 11 SUBJECT SHEET 14 OF ' 6 BY T th1/4J1� 3q" 01,1 tp 44,3"g►4 wl 4„x.►' v‘aber PAD ■ 3 it { � �a oybc L 4 )c. 3,c L (LLV \\ 10-) I" 4 Ic 3" iTtn 9n Gn(kr( (3) 4 " S ) ENW ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522--6698 PROJECT # PROJECT (o s rC U SUBJECT 1 U IL t.., • t.- GI DATE SHEET BY 0 3 V !0 v �xi5r ENV ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 0243 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522--6698 PROJECT # 10 L2 PROJECT C a5 Top ��� ' 4 DATE 0 3 I L3 I i SUBJECT SHEET OF «« BY IQ SO 63 tiew • 4 05 s hetii7,c() 1"j w,�,.`„ 4)- b " P.) 2-x4 Wo0A W1 's.) wl fl��ti PILL w 1 @z 4ttr S 1�� eoi•e 11 it 41 Ad /7/ D eT4..L 0 I 31`' ', 4 1' q 0.1.e iJ 41 an rut, (.111114) x z14'' 44C1 4) 3 ,f 2_ x q 2_ .Sir" pS o ■/ T i rG r Ho arsbkors t Lt o , ( 4 1 ) 4 -• • 1 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: 011 -076 DATE: 03 -24 -11 PROJECT NAME: COSTCO - HEARING AID CENTER SITE ADDRESS: 400 COSTCO DR X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: Buiildi g DIVISIOof' fl 1 M/I Public Work Fire Prevention Structural N Planning Division ❑ Permit Coordinator 1 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE: 03 -29 -11 Not Applicable 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 n Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: Approved Approved with Conditions IA Notation: REVIEWER'S INITIALS: DUE DATE: 04-26-11 Not Approved (attach comments) n 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 L &I 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 FERGUSON CONSTRUCTION INC UBI No. 578023619 Phone 2067673810 Status Active Address Po Box 80867 License No. FERGUCIOOOLA Suite /Apt. License Type Construction Contractor City Seattle Effective Date 6/1/2000 State WA Expiration Date 6/1/2012 Zip 981080867 Suspend Date County King 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 FERGUH537ONOFERGUSON, HUGH S CO Construction Contractor General Unused 8/20/1963 6/1/2000 Archived Business Owner Information Name Role Effective Date Expiration Date COLIN, GENE J Chief Executive Officer 09/06/1982 Bond Amount VACURA, TODD M President 01/01/2004 968384 JANSSEN, CHRIS L Secretary 06/03/1985 BALBO, TOM C Vice President 08/25/2003 SEABOARD SURETY COMPANY BENNETT, GARY J Vice President 06/03/1985 EASTON, MARGO Vice President 06/01/2000 05/05/2004 HALL, JAY L Treasurer 06/01/2000 05/09/2002 LUNSFORD, LARRY JR Vice President 06/01/2000 05/09/2002 RAFTERY, CHRIS Vice President 06/01/2000 05/09/2002 SURINA, DON Vice President 06/01/2000 05/09/2002 PRESCOTT, LARRY 01/01/1980 01/01/1980 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 9 TRAVELERS CAS a STY CO OF AMER 968384 06/01/2006 Until Cancelled $12,000.00 06/21/2006 8 SEABOARD SURETY COMPANY 968384 06/01/2002 06/01 /2006 $12,000.0005/09 /2002 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 29 PHOENIX INS CO DTEC0526D7027PH 06/01/2010 06/01/2011 $1,000,000.0005 /14/2010 28 TRAVELERS PROPERTY CASUALTY IN DTEC0526D7027TIL09 06/01/2009 06/01 /2010 $1,000,000.0005 /26/2009 27 CHARTER OAK FIRE INS CO DTC0526D7027C0F08 06/01/2008 06/01/2009 $1,000,000.00 05/08/2008 26 TRAVELERS INDEM CO DT810526D70271ND07 06/01/2007 06/10/2008 $1,000,000.00 05/15/2007 https://fortress.wa.gov/lni/bbip/Print.aspx 04/01/2011 • ■ FELE COPY • ,I. 1 • • Pem No° I V°O��p Plan review approval is subject to MIS and omissions. I,, rt; faI of construction documents does not authorize of approver! F id Copy awl is acknowledged: lAir 0 SA OK �: v oiator� at any adopted code or ordnance. Receipt • - -# 400 COS CO DRIV Date . j LDING DIVISION u Kw! A WA 98188 PROJECT DIRECTORY PROJECT GENERAL NOTES ---T-- -1 OWNER COSTCO WHOLESALE LAKE DRIVE 999 LA 999 L ISSAQUAH, WA 98027 t: 425.313.8100 ARCHITECT - MULVANNYG2 ARCHITECTURE 1110 112TH AVE NE SUITE 500 BELLEVUE, WA 98004 t: 425.463.2000 f: 425.463.2002 PROJECT MANAGER: ED GALLIWAY STRUCTURAL ENGINEER ENGINEERS NORTHWEST 6869 WOODLAWN AVE NE SEATTLE, WA 98115 t: 206.525.7560 . f: 206.522.6698 GENERAL NOTES m/© ^CB D y ,-13 \ \� PERMi r FOR: hartiCai Etactrical Piping of Tukwila DIVISION _---, REVIEWED FOR DOMPL ANGE APPROVED. MAR 31 2011 to " "� - i of Tukwila `'� DIVISION 1. THESE GENERAL NOTES APPLY TO THE ENTIRE PROJECT AND APPLY TO ALL TRADES. 2. DRAWINGS HAVE BEEN PREPARED ON AN ORIGINAL SHEET SIZE OF 30X42 INCHES. 3. CONSULT DRAWINGS OTHER THAN ARCHITECTURAL DRAWINGS FOR ADDITIONAL GENERAL NOTES, ABBREVIATIONS AND SYMBOLS. 4. THE CONTRACTOR SHALL TAKE ALL POSSIBLE CARE TO AVOID DAMAGE OR DISTURBANCE TO EXISTING UTILITIES AND SHALL BE RESPONSIBLE FOR REPAIRING ANY CONTRACTOR- CAUSED DAMAGE TO THE UTILITIES. SUCH REPAIRS SHALL BE DONE AT THE CONTRACTOR'S EXPENSE AND IN SUCH A MANNER AS TO BE LEAST- DISRUPTIVE AS POSSIBLE TO THE OWNERS OPERATIONS. 5. DO NOT SCALE THE DRAWINGS TO OBTAIN DIMENSIONS. WRITTEN DIMENSIONS GOVERN. USE ACTUAL FIELD MEASUREMENTS. 6. VERIFY ALL DIMENSIONS OF EXISTING CONDITIONS. NEITHER THE ARCHITECT NOR HIS CONSULTANTS ARE RESPONSIBLE FOR THE ACCURACY OF THESE DIMENSIONS. IF EXISTING CONDITIONS OR DIMENSIONS ARE NOT AS SHOWN, IMMEDIATELY NOTIFY THE ARCHITECT OF ANY DISCREPANCIES. 7. VERIFY ALL ROUGH -IN DIMENSIONS FOR EQUIPMENT FURNISHED AND /OR INSTALLED BY THE CONTRACTOR, SUBCONTRACTORS, OWNER OR OTHERS. 8. THE CONTRACTOR SHALL CONSULT DRAWINGS OF ALL TRADES FOR OPENINGS THROUGH SLABS, WALLS, CEILINGS AND ROOFS FOR DUCTS, PIPES, CONDUIT, CABINETS, EQUIPMENT, ETC. AND SHALL VERIFY THE SIZES AND LOCATIONS WITH SUBCONTRACTORS. 9. ALL WORK IS TO BE PLUMB, LEVEL, TRUE TO LINE, AND STRAIGHT. 10. ALL JOINTS ARE TO BE TIGHT, STRAIGHT, EVEN, AND SMOOTH. 11. ALL MATERIAL IS NEW UNLESS NOTED OTHERWISE. 12. PROVIDE ALL FASTENERS AND CONNECTIONS (WHETHER INDICATED OR NOT) NECESSARY TO ASSEMBLE THE WORK. 13. PREPARE SURFACE AND REMOVE SURFACE FINISHES TO PROVIDE FOR PROPER INSTALLATION ON NEW WORK AND FINISHES. COMPLY WITH MANUFACTURER'S INSTALLATION REQUIREMENTS. 14. REPAIR, PATCH, OR REPLACE PORTIONS OF WORK THAT ARE DAMAGED, LIFTED, DISCOLORED, OR SHOWING OTHER IMPERFECTIONS, 15. CONSTRUCTION ACTIVITIES SHALL NOT AFFECT THE OWNER'S OPERATIONS. LOUD ACTIVITIES (JACK- HAMMERING, SAW- CUTTING, ETC.) AND ANY WORK REQUIRING INTERRUPTIONS OF UTILITIES (WATER, ELECTRICITY, GAS, FIRE SPRINKLERS /ALARM, SEWER, ETC.) SHALL BE PERFORMED DURING NON- BUSINESS HOURS AS APPROVED BY THE OWNER. ENSURE UNINTERRUPTED SECURITY AND PHONE SYSTEMS OPERATION. 16. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR JOBSITE SAFETY AND SHALL PROVIDE ALL NECESSARY BARRICADES, SIGNS, REFLECTORS, LIGHTS, ETC. TO PROPERLY IDENTIFY AREAS CLOSED TO THE PUBLIC AND FOR PROVIDING SAFETY ALERTS DURING CONSTRUCTION. DEMOLITION & REMODEL CONSTRUCTION GENERAL NOTES - - I 1 - - - - 1 L - _ _ - � I i ! 1 1 I I I I - - - - - - - \ No 1 v ' ��,�� SEPARATE BUILDING \\ REQUIRED eiti i" erPtumbing Was City ,r --'- CODE ! ...�, BUILDING v 0001111H - ��5 QPa "�`- . -� -�- . -Q..,. m ��������������j ... . ► 1•�_ ii 1 ykr" - _ _ _ - _ �, / I / I I Cr \ �/ �� _� `U `y t i � - _ _ I 1 ENTRANCE AREA OF WORK EXIST. TIRE INSTALLATION / L � 1 1 1 / 1 RECEIVING T 1 1 I I 1 I \ / U ' I l \ / D RAW I N G I N D E /� �/ ®�� - -I L - 1 1 1 1 1 1 SECURE HEARING _ .� _ _ - - J - BOOTH TO FLOOR. • SEE STRUCT. \, `. . TS1.01 TITLE SHEET STRUCTURAL S1 GENERAL NOTE & TYPICAL SECTIONS I 1 /_- --- EXIST. HEARING _ BOOTH - DRAWINGS. __ - ®� I • ____ - - T 1 1 ' i I �� 11 ` P R C J E C T E ESCRIPTION �� 1 - I- m ; �/ o / EXIST. HEARING 1 BOOTH I 1 L _ I 1 1 - - - , �, THE BUILDING WILL BE OCCUPIED AND IN FULL USE BY THE OWNER DURING CONSTRUCTION. 1. CONSTRUCTION THAT MAY AFFECT THE PUBLIC SHALL BE DONE DURING OFF -HOURS 2. DO NOT INTERRUPT ANY SERVICES (WATER, PLUMBING, FIRE SPRINKLER, ETC.) WITHOUT PRIOR WRITTEN APPROVAL OF THE OWNER. 3. MAINTAIN FIRE SPRINKLER AND FIRE ALARM SYSTEM IN OPERATING CONDITION AT ALL TIMES. NOTIFY THE OWNER AND COORDINATE AT LEAST 48 -HOURS BEFORE PARTIALLY OR COMPLETELY DISABLING THE FIRE SPRINKLER OR FIRE ALARM SYSTEMS. PROVIDE FIRE -WATCH AS REQUIRED BY THE JURISDICTION. 4. PROVIDE TEMPORARY DUST PARTITIONS AS REQUIRED TO PREVENT DUST AND DEBRIS FROM SETTLING ON ADJACENT AREAS NOT UNDER CONSTRUCTION. REVIEW WITH AND OBTAIN OWNER'S APPROVAL FOR LOCATIONS. ' 5. THE CONTRACTOR IS RESPONSIBLE FOR REPAIRING OR REPLACING ITEMS DAMAGED DURING DEMOLITION AND CONSTRUCTION. 6. WHEN CUTTING AND PATCHING, THE CONTRACTOR SHALL USE METHODS LEAST LIKELY TO DAMAGE ELEMENTS RETAINED OR ADJOINING SURFACES. CUT HOLES AND SLOTS AS SMALL AS PRACTICAUPOSSIBLE, NEATLY TO SIZE REQUIRED AND WITH MINIMUM DISTURBANCES OF ADJACENT MATERIALS. 7. WHERE EXISTING CONSTRUCTION IS REMOVED, CUT OR OTHERWISE DISTURBED, PATCH TO MATCH THE EXISTING ADJACENT SURFACES. SEAMS TO BE AS INVISIBLE AS PRACTICAL. REPAIRED FINISHES SHALL BE EXTENDED TO THE NEAREST VISUAL BREAK LINES SUCH AS CORNERS, CEILING LINES, TOP OF BASE, ETC. 8. WHERE NEW WORK ABUTS OR ALIGNS WITH EXISTING, PERFORM A SMOOTH AND EVEN TRANSITION. PATCHED WORK TO MATCH EXISTING ADJACENT WORK IN TEXTURE AND APPEARANCE. 9. REMOVE AND REPLACE AREAS, SURFACES OR ITEMS THAT CANNOT BE SATISFACTORILY PATCHED. 10. AS A MINIMUM, THE LEVEL OF WORKMANSHIP SHOULD MATCH THE GENERAL LEVEL OF EXISTING WORKMANSHIP. 11. DO NOT CUT OR DRILL ANY STRUCTURAL MEMBER (PARTICULARLY ROOF JOIST) WITHOUT WRITTEN APPROVAL OF A LICENSED STRUCTURAL ENGINEER. 12. ALL SYSTEMS AND SERVICES ARE TO BE LEFT OPERATIONAL PRIOR TO THE END OF EACH WORKDAY. 13. THE CONTRACTOR SHALL REMOVE ALL RUBBLE AND DEBRIS FROM THE JOBSITE DAILY AND LEAVE THE BUILDING AND GROUNDS BROOM CLEAN UPON COMPLETION OF THE WORK. • r - � . _ , SECURE HEARING BOOTHS TO FLOOR TO RESIST LATERAL LOADS. - - -- _ _� SAXON DRIVE � _ _ \ - _ - 1 1 1 I:1 o a I 1 1 1 1 1 1 I 1 I 1 III a a a ®1 � • t i O r t t -- .„ � ^ �- _ _ : "`��]j r _ t �- �- - �� t �YA�I I I � � • '�' fl I = - - = - - _ - - -+- - - - - -I 1 1 I I 1 _ _ _L . - - _ 1 I 1 1 UA Ir=i1 `-� _ EXISTING REGIONAL OPTICAL FACILITY 441 COSCTO DRIVE p SCOPE OF \J\/ C R K 1 1 r _ f "'� PROVIDE STRUCUTRAL CALCULATION AND ATTACHMENT DETAILS FOR OWNER FURNISHED & INSTALLED HEARING CENTER BOOTHS. MODIFICATIONS TO BE COMPLETED BY OWNER'S GC. ►� - O - _ - TYP. EXIST. TO - _ - - I � I 111 'AC Ltf=IK .._„/ °� p work Tukwila include I 1 I 1 I I i - - EXISTING No changes of tdOTE: Revisions end may REVISIONS shall be made to the scope without prior approval of Building Division. will require a new plan submittal additional plan review fees. - - T - - - SITE PLAN VI I N I TY MAP REMAIN - I SCALE: NOT TO SCALE O © © a O 5 6 O O 0 8 O g O ,o K O 405 -- + - - -_- 1 1 TUKWILA PKWY ` >- + / _II ` Y fa. al =- - - - - -_I • II , - • 1R „- MEN'S RESTROOM =S O r k _ . - _ I , PHOTO -- P 11 - INTING G - - rxiar. uor . Y EXAM ROOMS ... ■Y■ - r I ays *. SM.. I _I or d 0 Q � - 'I i• -• - -- RECEPTION 1 I I _I l= IlCwrrren I' l= J a _ ■'I ■ w• • WOMEN'S RESTROOM g IQ 0 g FOOD SERVICE OPTICAL KIDS J / p m y !7j TIRE SALES YmMo �fM■ MIME .., - - MEM - -.. ... O J O 11 O pm i..L i ® - ' i i i �- _ - LLI F-- 'D W j U D > O Q Z 1 . _ I •..\ BREAK ROOM . - -_- ■■ ■.. ' 1 _ BAKERY fl ELEC MR e TOBACCO SALES L _ _I �■ DEMO I r r r r - -.. ... ■ _ ' YYY - -. 7.■ ff.-/ AM ICE CREAM H I i.l 1 .axuan- -� Lt - .1...■ .1...• FREEZER 111 111 111 111 III III -- _ . l ;r;:; : :: :: I = a���:: a -- -^- -- 1 1 1 1 LAB � PHARMACY - - - � - -1 jj .: 1 - RECEIVING = .- i- . I .����:: 11 II I 1 � -� I� - -- COOLER - W SAXON DR. 1 1 ::I�.. I:: o H 1 I. H-I 1 1 .. mi COOLER p - �, tr F O F O k ■ 1 MEAT - + - - - --1 1 1 r 1� 7....1',..:7 - \ \ \\ S. 180TH •��D� -•■ x - - -- FREEZER COOLER � ENLARGED FLOOR PLAN - _1 . - . Q - II , II - -_ -,- MEAT PREP _ 11 H.. Irf �__� �� II ;I� SU &ZERO SALES I FREEZER 1 I x RTV.I J I 1 H L :�<<l I 1 I I I I T .I - - - I =-===- DELI DISH AREA PREP - - - - -= .. 11 II } Y a,.• - RESTROOM SCALE: 1/4" =1' -0" - �I II .. .. �� �G SCRUBBER ■ 1_+i I'.I I'I OO ER °' t ::::T:: .. .. II .. 1I 11 111 111 _ _ - r> ::;;; �I I 1 ■■ r .. .. RO, 11111 411111 .. 11 , O _ ;a 11 - --- M �! O O B. 1 N. no 11 momm i ■■ n HUSSMAN BUILDING R111111 usr - -- • -= ■■ k mn�rurca.ar I _ • - - Eau ^,>T we w. arc I; 11 ii le - PRODUCE COOLER 1I. 1...�.�•••• •s1.�.. \ II 111 ,1 I �: 1 I•• mi.. .. . ■.■ 11 ■•• �._._._._. •� �_ as St - - MAW.. I 1� • PRE PROTECTION `7 STANDPIPES �, ,�• I , = O .�`♦ • SUPPLY AREA POTATO HIP USDA OFFICE OFFICE - - •,V I:: ■■ I.. .. I -- I.: - • : : :ulu�� -� ■■ 1 n.a :il '.'' Fair , ''''ET can IIIIIIIIIA CONTROL/ r HEALTH 17 ` BALER/COMPACTOR ROOM ..■ ■•• Rini ossr eenm c'''''' c ...¢.�.�.M•�..■ _ mv.�xr • .cro. A. PEI V At immii . -N__IM aIllllllllll.11lllllllll -■ NnOR ¢ccr u� STORAGE WOMEN'S RESTROOM m MENS RESTROOM w w s EXISTING FLOOR PLAN SCALE: NOT TO SCALE 07 b RECEIVED kis_ MAR 24 2011 PERMIT CENTER �. I WHOLESALE • SOUTHCENTER #006 400 COSTCO DRIVE TUKWILA, WA 98188 COSTCO WHOLESALE CORPORATION 999 LAKE DRIVE ISSAQUAH, WA 98027 T: 425.313.8100 www.costco.com 1110 112TH AVE. NE 1 SUITE 500 BELLEVUE, WA 1 98004 t 425.463.2000 1 f 425.463.2002 MulvannyG2.com 1 EARING CENTER REMODEL MITCHELL C. SMITH, ARCHITECT ITCHELL C. SMITH ATE OF WASHINGTON O MulvannyG2 Architecture: All rights reserved. No part of this document may be reproduced in any form or by any means without permission in writing from MulvannyG2 Architecture. DATE DESCRIPTION 93- 0440 -07 PM: ED GALLIWAY DRAWN: ILC MARCH 23, 2011 TITLE SHEET TS1.01 L' \_pre89\ 87022\ 87022026 \Cos - Tukwila -S1- hearing center- 16- 87022026,dwg, 03- 23 -11, 3147pm, dlanag, 16 PLAN A -1 IN -PLACE HEARING BOOTH D -1 IN -PLACE HEARING BOOTH C -1 NEW WOOD WALL 4' -0" VFY w /ARCH. 11 PIMP', SPINKLER HEAD AT BOOTH LID SEE NOTE #1 SPINKLER HEAD AT BOOTH LID SEE NOTE #1 a 0 0 0 z HEARING CENTER PLAN t" _ 1•_0" - 8 NOTES: - 1.) PROVIDE in GAP ALL SIDES WHERE SPRINKLER HEADS PENETRATE HEARING BOOTH LID. 2.) ALL NEW ANGLE BRACKETS ARE TO CONNECTED DIRECTLY TO SLAB ON GRADE. CUT WOOD WALL BOTTOM PLATE AS REQUIRED. EXIST. WOOD WALL L4x3x SAME AS SHOWN BELOW, RIGHT. EXIST. CONCRETE SLAB ON GRADE HEARING BOOTH ///7//i� 0 0 1" 4 "x4 "x8" RUBBER PAD. L4x3x4 (LLV) w /2- PLAN A -7 HEARING BOOTH a 9--J\ tOICO 00 3" = 1' -0" 6V PLAN C -1 3" = 1' -O" 4."0x3" SIMPSON TITEN HD ANCHORS (ICC -ES ERS 2713) PROVIDE SPECIAL INSPECTION FOR INSTALLATION OF ALL ANCHORS. 4" STIFFENER R 3 "x4 "xi" RUBBER PAD. 4 "4"x68" END R.. L4x3 PER PLAN B -1 WOOD WALL BOTTOM PLATE SEE ERE OCCURS) ) #2. EXIST. FREE- STANDING WOOD STUD WALL 16d COMMON ® 6 "o /c EXIST. SOG. 4 "x3 "x l " R w/ 4 "X3" RUBBER PAD. HEARING BOOTH 4 GAP HEARING BOOTH a 0 0 0 03 4 4" PLAN B -1 3" = 1' -0" NEW OSB SHEATHED WING 4 "x4 "x8" RUBBER PAD. WALL 4' -6" VFY w /ARCH. L4x3x4 (LLV) w /2- 21 "0x3" SIMPSON TITEN HD ANCHORS & 3 -4" STIFFENER R. 4fot 2x4 WOOD WING WALL w /STUDS ® 24 "o /c & SING TLATE TOP & BOT. " OSB w /8d COvIMON BAILS (.131"0 x21-4") 6 "o /c EDGES & 12 "o /c FIELD. 4!"x4;" SIMPSON TITEN HD ACHORS © 12 "o /c (4 MIN.) DETAIL D -1 3,, _ 1 f_0„ 4 0 0 0 0 0 0 GENERAL NOTE THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE - ASTM'S NOTED ARE TO BE LATEST EDITION 1. DESCRIPTION Building Name & Site Location - Costco Wholesale - Tukwila, 2. DESIGN CODE AND STANDARDS Applicable Code (Edition /Name) - 2006 Code supplement & Date - ASCE 7 -05 3. DESIGN LOADS a. Roof Live Load b. Snow Load c. Seismic d. Wind Load e. Dead loads f. Load Combinations WA International Building Code (IBC) See snow load Basic roof snow load - Pf = 25 psf Importance factor - Is = 1.0, Drifting snow is not required in.the design. Ss = 1.43 S1 = 0.49, Ie = 1.0, Site Class "D" and Seismic Design Category = "D ", Seismic Use Group I. SDS = 0.953 SD1 = 0.493. Basic wind speed (3 sec.gust) = 85 (mph) Exposure B Importance factor Iw = 1.0. Internal pressure coefficient GCpi - + 0.18 Components & cladding = 14.5 psf Weight of structure. All Code required load combinations are to be used in the building design. OSHA STANDARDS THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THE CURRENT OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL DRAWINGS FOR ANY NONCOMPLIANCE WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE GENERAL CONTRACTOR'S MEANS AND METHODS. THE GENERAL CONTRACTOR SHALL INFORM ENW OF ANY NONCOMPLIANCE SO THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO CONSTRUCTION. THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND METHODS AS WELL AS JOBSITE SAFETY ON THIS PROJECT. FRAMING LUMBER GRADES & STRESSES SHALL CONFORM WITH LATEST EDITION OF "WESTERN LUMBER GRADING RULES ", WWPA OR "STANDARD NO. 17 GRADING RULES FOR WEST COAST LUMBER ", WCLIB. ALL LUMBER S4S AND S -DRY UNLESS NOTED OTHERWISE. UNLESS NOTED OTHERWISE, USE THE FOLLOWING: SPECIES GRADE BASE VALUE Fb VISUALLY GRADED DIMENSION LUMBER (2" TO 4" THICK BY 2" & WIDER) STUDS - TYPICAL HEM FIR #2 850 PSI PLATES & LEDGERS HEM FIR #2 850 PSI EACH PIECE SHALL BEAR A VALID GRADE STAMP THAT IS NOT TO BE REMOVED. BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. ALL BASE VALUE STRESSES TO BE ADJUSTED WITH APPROPRIATE SIZE FACTORS. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERVATIVE TREATED. USE STANDARD LENGTH COMMON NAILS CONFORMING WITH FEDERAL SPECIFICATION FF- N -105B FOR ALL NAILING EXCEPT WHERE SHORTER NAILS PROVIDE THE REQUIRED PENETRATION IN DIAPHRAGMS. PROVIDE MIN. NAILING PER IBC TABLE 2304.9.1 UNLESS NOTED OTHERWISE. ALL HANGERS, TIES AND CONNECTORS ARE SIMPSON. OTHER MANUFACTURERS WITH ICC -ES APPROVED LOAD CAPACITIES EQUAL TO OR GREATER THAN THAT SPECIFIED MAY BE USED. NAIL ALL HOLES WITH NAILS AS SPECIFIED BY MANUFACTURER. CUT NO HOLES IN ANY STRUCTURAL FRAMING WITHOUT ENGINEERS APPROVAL, EXCEPT THAT 1 -INCH DIAMETER HOLES MAY BE DRILLED IN 2X STUDS AND PLATES - -NO MORE THAN ONE HOLE EVERY 6- INCHES. ALL FASTENERS, CONNECTORS AND ANCHORS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL, ZMAX (G185 HDG PER ASTM A653), HOT -DIP GALVANIZED (HDG) PER ASTM A123 FOR CONNECTORS AND ASTM A153 FOR FASTENERS, OR MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. SPECIAL CONDITIONS CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. THE REMODELING AND /OR REHABILITATION OF AN EXISTING BUILDING REQUIRES THAT CERTAIN ASSUMPTIONS BE MADE REGARDING EXISTING CONDITIONS, AND BECAUSE SOME OF THESE ASSUMPTIONS MAY NOT BE VERIFIABLE WITHOUT EXPENDING ADDITIONAL SUMS OF MONEY, OR DESTROYING OTHERWISE ADEQUATE OR SERVICEABLE PORTIONS OF THE BUILDING, THE OWNER AGREES THAT, EXCEPT FOR NEGLIGENCE ON THE PART OF THE DESIGN PROFESSIONAL, THE OWNER WILL HOLD HARMLESS AND INDEMNIFY THE DESIGN PROFESSIONAL FROM AND AGAINST ANY AND ALL CLAIMS, DAMAGES, AWARDS, AND COSTS OF DEFENSE ARISING OUT OF THE PROFESSIONAL SERVICES PROVIDED UNDER THIS AGREEMENT. ABBREVIATIONS ARCH. BAL. BTWN. B. OR BOT. BLDG. B.O.C.A. = ARCHITECT = BALANCE = BETWEEN = BOTTOM = BUILDING = BUILDING OFFICIALS CODE ADMINISTRATORS BRG. = BEARING C.M.U. = CONCRETE MASONRY UNIT COL. = COLUMN CONC. = CONCRETE C.I.P. = CAST IN PLACE CLR. = CLEAR CONT. = CONTINUOUS C.J. = CONSTRUCTION JOINT C.S.J. = CLOSURE STRIP JOINT D.S. = DRAG STRUT DWGS. = DRAWING EA. = EACH E.E. = EACH END EL. OR ELEV. = ELEVATION E.N.W. OR ENW = ENGINEERS NORTHWEST E.F. = EACH FACE E.J. = EXPANSION JOINT EQ. = EQUAL E.S. = EACH SIDE E.W. = EACH WAY F.O.C. = FACE OF CONCRETE F.O.S. = FACE OF STUDS F.O.W. = FACE OF WALL FTG. = FOOTING GA. = GAGE GALV. = HOT DIP GALVANIZED G.W.B. = GYPSUM WALL BOARD H. OR HORIZ. = HORIZONTAL I.C.B.O. = INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS I.F. = INSIDE FACE INC. = INCLUDING I.S. = INSIDE FACE K = KIP (1000 POUNDS) L.W. = LONG WAY M.B.S. = METAL BUILDING SUPPLIER M.R.S. = METAL ROOF SUPPLIER AREA OF WORK. Ohe our _] L_ N.F. N.T.S. o/c 0.F. O.S. O.T.O. REINF. REM. R.O. SECT. SIM. S.J. STL. SYMM. S.W. T. T.O.B. T.O.S. T.O.F. TYP. U.B.C. U.N.O. VFY. V. OR VERT. V.F.F. V.E.F. V.I.F. V.N.F. V.O.F. w/ w/o W.H.S. T. IMP = NEAR FACE = NOT TO SCALE = ON CENTER = OUTSIDE FACE = OUTSIDE = OUT TO OUT = REINFORCING = REMAINDER = ROUGH OPENING = SECTION = SIMILAR = SHRINKAGE JOINT = STEEL = SYMMETRICAL = SHEAR WALL OR SHORT WAY = TOP = TOP OF BEAM = TOP OF STEEL TOP OF SLAB = TOP OF FOOTING OR (FRAMING) = TYPICAL AT ALL SIMILAR PLACES = UNIFORM BUILDING CODE = UNLESS NOTED OTHERWISE = VERIFY = VERTICAL = VERTICAL FAR FACE = VERTICAL EACH FACE = VFACE CAL INSIDE ERTI = VERTICAL NEAR FACE = VERT FACE ICAL OUTSIDE = WITH = WITH OUT w 0 01 11 ENGINEER: 400 COSTCO DRIVE TUKWILA, WA. 98188 03 -24 -11 I D.G. DATE: DRAWING REVISIONS ■■.■■■ si 1 1 DRAWING SUBMITTALS ISUBMIT FOR PERMIT 1 I SUBMIT FOR BID SUBMIT FOR CONSTRUCTION z 1- 0 01 11 ENGINEER: 400 COSTCO DRIVE TUKWILA, WA. 98188 DRAWN: D.G. DATE: DRAWING REVISIONS SHEET NO: si I zz J U W co W WELD- MIRED FOR c CODE@OMPLIANCE P ATE APPROVED MAR 3 1 City of Tukwila BUILDING DIVISION 0 0 0 0 1• 0 —6 MY MA 0 e 0 0 KEY PLAN N.T.S. -a RtCEIVEd MAR 24 2011 PERMIT CENTEF I SHEET HEARING CENTER PLAN & SECTIONS 1 CONTENTS: 01 11 ENGINEER: 400 COSTCO DRIVE TUKWILA, WA. 98188 JOB NO: 87022026 ENGINEER: T.WAMPLER DRAWN: D.G. DATE: 03 -23 -2011 SHEET NO: si