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HomeMy WebLinkAboutPermit D08-415 - GOODWILL - OVERHEAD DOORGOODWILL 1174 ANDOVER PK W D08 -415 Parcel No.: 3523049085 Address: 1174 ANDOVER PK W TUKW Suite No: Tenant: Name: GOODWILL Address: 1174 ANDOVER PK W , TUKWILA WA 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 Owner: Name: DANELLIE LLC Address: 4664 95TH AVE NE , YARROW POINT WA 98004 Phone: Contact Person: Name: SHAWN C RAFFERTY Address: 119 S MAIN ST, STE 410 , SEATTLE WA 98104 Phone: 206 624 -3210 Contractor: Name: BRAICKS CONSTRUCTION INC Address: PO BOX 3561 , SEATTLE WA 98124 Phone: Contractor License No: BRAICKCI137RJ DESCRIPTION OF WORK: SAW CUT EXISTING TILT PANEL. INSTALL NEW 8' X 8' OVERHEAD DOOR WITH STRONG BACKS. Value of Construction: Type of Fire Protection: Type of Construction: doc: IBC -10/06 CitAkof Tukwila • $11,600.00 DEVELOPMENT PERMIT Fees Collected: $447.53 International Building Code Edition: 2006 Occupancy per IBC: 0019 * *continued on next page ** Permit Number: D08 -415 Issue Date: 09/09/2008 Permit Expires On: 03/08/2009 Expiration Date: 11/21/2009 D08 -415 Printed: 09 -09 -2008 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N City ATukwila 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 Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: 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: Permit Center Authorized Signature: governing this work will be complie Print Name: N I hereby certify that I have read and :i1' ed 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 presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the do ance o wor . am authorized to si and obtain this development permit. Signature: Date: 919 f�� R 7i2 31- rc,eS • Permit Number: D08 -415 Issue Date: 09/09/2008 Permit Expires On: 03/08/2009 Date: U i I0°t YO' 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. doc: IBC -10/06 D08 -415 Printed: 09 -09 -2008 Parcel No.: 3523049085 Address: 1174 ANDOVER PK W TUKW Suite No: Tenant: GOODWILL 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 13: ** *PLANNING DEPARTMENT CONDITIONS * ** doc: Cond -10/06 • 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 PERMIT CONDITIONS Permit Number: D08 -415 Status: ISSUED Applied Date: 08/26/2008 Issue Date: 09/09/2008 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: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. 6: 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. 7: 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. 8: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 9: 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. 10: Manufacturers installation instructions shall be available on the job site at the time of inspection. 11: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 12: 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. 14: Make sure to coordinate with the trash and recycling service provider to ensure that construction and location of the door will not have a negative impact on the ability for the trash/recycling trucks to access the area. D08 -415 Printed: 09 -09 -2008 doc: Cond -10/06 • 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 • 15: The color of the new door shall be painted to match the color scheme of the existing building. * *continued on next page ** D08 -415 Printed: 09 -09 -2008 Signature: • 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 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work construction or the performance of work. Print Name: R 1 Qf) l - WA v ' 1 C r" S doc: Cond -10/06 DO8 -415 Date: 47 Cg ordinances governing or local laws regulating Printed: 09 -09 -2008 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ci.tulavi/alvaus [ding Permit 1' echanical Perin Plumbn g/Gas Pei Public Works Per. Project No 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 L King Co Assessor's Tax No • 35 23D CS�7 Site Address: n AWDO W :51— Suite Number: Floor: Tenant Name: . T)(/DI L2 Property Owners Name: I — L 4. -1 L Mailing Address: 4(0 q '1 IUGj E -Mail Address: u Yl r"e •con1. City New Tenant: ❑ Yes WNo Y/A'Mpo1/4) i vi City State POOH Zip CONTACT PERS en your permi Name: C c �J CI � G � � '� Day Telephone: .e) COV4 Mailing Address: I° S �'YUa1(� -� ° .aT � l' r '6 ill OTC; h Mat , j Zip Fax Number: ` op C4 " 3 GENERAL CONTRACTOR INFORMATION (Contractor Information for Mechanical (pg',4) for Plumbing and Gas Piping (pg 5 Company Name: - 1 Mailing Address: City Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: State Zip ord ARCHITECT OF RECORD -- AIi'plan d by Ai-obit+ Company Name: I )` h ( C'112 ' Lt2'Jti E'1 ) A-I Co W1 qI �t I� Mailing Address: Irk € ZOLI � � fi0 "A (, 4 1 Q'1 State Zip ,M-, City Contact Person: 5, \'YVw w -l' 1gP` 1i Day Telephone: Fax Number: E -Mail Address: Record, ENGINEER OF RECORD — All p be we ramped by En d, Company Name: Mailing Address: City Contact Person: Day Telephone: E -Mail Address: Fax Number: Q: Applications\Fotms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh State Zip Page 1 of 6 BUILDING PERMIT 0 ] Valuation of Project (contractor's bid price): $ v\ (000 Existing Building Valuation: $ I J2 Scope of Work (please provide detailed information): C4)7 1 1 - 11- -C . f iLl t-itdk) U x-4-1 g-kp t ti sj a 1 i-S Will there be new rack storage? ❑ Yes Provi L e All Building Areas In Square Footag elan 2 Floor Floor Floors ent_;, Accessory S Attached Garage Attached Ct Detach Covered Deck Uncovered Deck Addition tc Existing Structure '' Type o: structio Type of Occupancy per IBC 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: q ¢, Lot Area (sq ft): I �O1, 2' Floor area of principal dwelling: 1 1 1 8:45 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: 00 Compact: ' Handicap: 2 Will there be a change in use? ❑ Yes R No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers ❑ Automatic Fire Alarm ❑ None 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 ata 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. Q:\Applications\Forms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh TION - 206-431 -3670 [KNo If yes, a separate permit and plan submittal will be required. ❑ Other (specify) Page 2 of 6 PERMIT APPLICATIONNBT.rL.,.— Applicable to a11per> ui tl in t is application BUILDING 0 'N 0 ' AUTHO Signature: Print Name: I Date Application Accepted: S114 ID Q:\Applications\Forms- Applications On Line \3 -2006 - Permit Application.doc Revised: 9 -2006 bh 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. o� Day Telephone: Mailing Address: //')/ / 1 # / 6 3 77 City Date: vAs, ) Date Application Expires: ea- itploi Staff Initials: y1,v, Page 6 of 6 1 Parcel No.: 3523049085 Address: 1174 ANDOVER PK W TUKW Suite No: Applicant: GOODWILL Receipt No.: R08 -03055 Payee: GOODWILL ACCOUNT ITEM LIST: Description rinr.• RACaint -OR BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE 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 TRANSACTION LIST: Type Method Descriptio Amount Initials: JEM Payment Date: 08/26/2008 12:19 PM User ID: 1165 Balance: $0.00 Payment Check 075725 447.53 RECEIPT Account Code Current Pmts 000/322.100 000/345.830 000/386.904 Permit Number: D08 - 415 Status: PENDING Applied Date: 08/26/2008 Issue Date: 268.50 174.53 4.50 Total: $447.53 Payment Amount: $447.53 6619 08/26 9710 TOTAL 447.53 Printari• OR- 2R -20f)R Project: G •aw ;/ Type of Inspection: F7,14 L Address: j/ 7 ` V 4N10,14/ '4)/. Dat Called: 4� Special Instructions: Date Wanted: / 2 -Q m: p.m. Requester: Phone No: • 26 —v CU - ?E132 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Q. ■ 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 � I.(I Approved per applicable codes. El Corrections required prior to approval. COMMENTS: n ; - f C p a ( ms s - 4 ) , , N i 1 1] 1 �q '"� ✓ 6 --i1/1 ( `� O fr'�+ J e nspect • ' Date: 60 ' 0 REINSPECTION FEE ° EQUIRED. Prior to inspection, fee must be p d at 6300 Southcenter Blvd., Suite 100. Call to reinspection. ipt No.: 'Date: 1 COMMENTS: `■ Type of Inspection: Address: _ 1/74 4n/ p1'4) Called: eg s%` / '7 W. N i ,---o-2v -- hr / Phone No: ,p.cXt -090 -ce5 toil 91 5/ 4 ' ' .,,,• ____ Project: Type of Inspection: Address: _ 1/74 4n/ p1'4) Called: Special Instructions: . Date Wanted: /d ! erl W. Requester: Phone No: ,p.cXt -090 -ce5 Inspect INSPECTION RECORD tain a copy with permit INSPECTIONNO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ❑ Approved per applicable codes. pt No.: Corrections required prior to approval. Dat ei IDate: —l -.d INSPECTIO FEE REQUIRED. P tor to inspection, fee must be 6300 Southcenter Blvd., Suite 1 Call to schedule reinspection. COMMENTS: �v v,,.. £ (( XS 1 ) - f he; �,, - pp £7 / /f+ s 1•9 h N4 v-. 7 a' w' 5'7 / AID 4 s-17 // //i7k-, IL, d ..,,-,---y,,,,, /,� fi `` `r • ( 4: // ✓ - /1' / ' o• A 1--,; ix /.o .414 1/07,-. Ql�i / /r!r 7 � An / 4' r1 Ir; 11/14 //i Special Instructions: Date Wanted: /2 — ? - a.m. c Requester: Projec : • �, o , // Type pf Inspection: i-- , 0 / Address: l J / / // 71/ / /1 /F/' (l e o - / //� /+ J / L7//, Date Called: Special Instructions: Date Wanted: /2 — ? - a.m. c Requester: Phpne 770 — c-X7,2 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION i 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Inspector: INSPECTION RECORD Retain a copy with permit 00?- PERMIT NO. (206)431 -3670 El Approved per applicable codes. 2 Corrections required prior to approval. 1 Date:,,2— 7--057 1:1$58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: 'Date: 4ti!drAs •+.r -td.. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Agency • Website: www.ottorosenau.com RecEive 'JAN 0 8 2009 0 ®MM City of Tukwila Building Department DREML®PAAETUN�7Y NT 6300 Southcenter Blvd, Suite 100 Tukwila, Washington 98188 -2544 January 5, 2009 Project: Goodwill - Tukwila Address: 1174 Andover Park West, Tukwila We state that the work requiring special inspection was, to the best of our knowledge, in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. Our knowledge is limited to our reports. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and /or details of the building. Items inspected are: 1. Anchor bolt installation 2. Structural steel erection (welding) Sincerely, OTTO ROSENAU & ASSOCIATES, INC. .561612 i209-, /Cu Susan Rosenau -Moser Vice President Fax c: Braicks Construction OTTO ROSENAU & ASSOCIATES, INC. Permit Numbe Job Number: 0 D08 -415 -0880 Inspections Performed Proprietary Anchors: Steel Decking Other (specify): • Anchor Bolt Installation X Structural Steel Fabrication • Epoxy Grouting (Rebar / Bolts) Structural Steel Erection X OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 100983 Project: Address: Client: Inspector and Date Goodwill — Tukwila 1174 Andover Park West, Tukwila Braicks Construction Copies to: X Client Engineer Owner Contractor Architect X Building Dept. CONSTRUCTION INSPECTION REPORT Others Permit Number: Job Number: Client Address: Remarks Conforms ** Received Welders Certifications on 12/10/2008 Technical Responsibility: D08 -415 08 -0880 PO Box 3561, Seattle t 144 Jeff Rabe, Project Manager RECPNED JAN 1 3 200g communfiry O EVELOPMeor Rick Hardy Performed visual inspection on the following; overhead door assembly grid N8 to 9. 12/9/2008 Welded connections; visual inspection - Top plates to strong back HSS 4 "x6 "x13' and 12x7" base plate with 3/16" fillet all around. - 'h'x4 "x12" (8 each per column) plates with 'A" fillet, 6" top and bottom plate to columns. All welds conform to AWS D1.1 -2006 - 2 each 5/8" diameter x 4" Simpson TITEN anchor bolts per base and strong back plates. Anchors brought into snug tight condition. As per AISC 13 edition and ICCES193 and ES 106. All above work conforms to City of Tukwila plans. WABO welder McFabco shop certifications to be forwarded. This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -63 -02 (Rev 11/08) I { 0 0 f 0 REVIEWED FOR CODE COMPLIANCE APPROVED SEP - 4 2008 ty Of Tukwila -MINN .. IV1SION- e �` M .,.,.. ° a• r ' ^1 F LE COPY G oochirill Tukwila 1174 Andover Park West Tukwila, Washington 98188 Structural Calculations for New Sawcut Wall Opening Job No. 07122 August 22, 2008 Performed by: I PKJB Architectural Group, Inc. 119 South Main Street, Suite 410 Seattle, WA 98104 (206) 624 -3210 C11' RECEIVED AUG 2 61008 PERMIT ER Phillip Van Heyningen, PE structuralphil@gmail. corn 0 0,0,0 t r . 5 — - - - - - - - - - -5 • ♦A Fe er.s -rsr -r i.e rw r. 5.1.54 - 5,4 25 Y Results for LC 2. Out of plane EO Phillip Van Heyningen Aug 22, 2008 at 11:09 AM Panel Strongback.r3d Results for LC 1. Out of plane EQ Phillip Van Heyningen Aug 22, 2008 at 12:33 PM Panel Strongback.r3d 1 I 1 M1 1 0 0 0 0 NC NC 2 0 2 0 0 .057 a C 84 8.8 , 4 3 A992 3 0 a 1• • 0 5358 262 4 N5 0 4 0 0 . 9 0 6 235.572 5 1 5 0 0 .173 0 NC NC 6 M2 1 0 0 1 3 0 C NC I 0 0 0 NC 8866.212 HU 2 4 0 0 NM .175 NC :539.028 9 10 5 0 0 .168 0 NC NC 1 I u3 I . •8 C .0 2 2 3 0 0 0 0 ,15 0 .125 0 NC NC 8773.546 7634.476 13 14 4 0 0 .096 0 NC NC 15 5 0 0 .064 0 C C 16 1 M4 1 0 0 .168 0 NC 690.833 7 2 0 0 .1 2 0 N 92 08 1_8_ 19 _ — --- -- a 4 - . - - Q S –Q – 0 116 -. 4 0:9 0 AC 3:•0 C 283. 9 �© 1128.543 20 5 0 0 .064 0 NC INNIM 22 u r 5 0• • 0 NC 2 0 0 .04 0 NC 1802.901 23 3 0 0 0 ,02 .005 0 0 NC NC 3653.134 NC 24 4 0 25 5 0 0 0 0 NC NC 26 1 M6 1 -.064 0 0 0 NC NC 1 N1 I 0 (3 0 0 .65 2 N2 ( 0 10 0 0 11154 3 N3 0 { 14 0 0 A992 4 N4 I 0 20 0 0 50 5 N5 0 14 1 0 .65 6 N6 I 0 20 1 0 11154 7 N7 i 0 26 1 0 1 A36 29000 11154 .3 .65 .49 36 2 A572Grade50 29000 11154 .3 .65 .49 50 3 A992 29000 11154 .3 .65 .49 50 4 A50L42 29000 11154 .3 .65 .49 42 5 A500 46 29000 11154 .3 .65 .49 46 -4= I 1 1 N1 NC NC -.195 Y 0 NC NC I 1 N7 NC NC -2.779 NC NC NC I I 12 3 1 Totals: 0 0 -2.974 I 4 1 COG (ft): NC NC NC I Company Designer Job Number Joint Coordinates and Temperatures Joint Reactions Basic Load Cases BLC Description 1 Out of Plane 2 OOP opposite Phi lip Van Heyningen Category EL EL Hot Rolled Steel Properties Member Section Deflections X Gravity Zf$] Y Gravity Z Gravity Joint .448 -.448 Nu sr. 1 1 sib ?P tJ'EL 1' o Z. tztaF C s7 ( ) Point Aug 22, 2008 129 PM Checked By: Distributed Area (Me... Surface (... �--- bu i G f� "PANE., c,_ RISA -3D Version 5.0d [C: \...\pkjb6\My Documents \Engineering\Panel Strongback.r3d] MZ tk A31 YfeI Page 1 1 1 M1 1 0 0 -. 95 0 0 0 2 ,28 29 2 0 0 Wi = 0 -.463 0 3 M2 3 0 0 -,155 0 -.876 0 4 I 27.6 4 0 0 -.135 0 -1,239 0 5 • 31 5 0 0 -.115 0 -1.552 0 6 1 M2 1 0 0 -.115 0 -1.552 0 7 NC NC 2 0 0 -,107 0 -1.664 0 8 0 NC NC 3 0 0 -.099 0 -1.767 0 9 0 0 4 0 0 -.091 0 -1.862 0 10 0 NC 5 0 0 - 084 0 -1.95 0 11 1 M3 1 0 0 .301 0 -1,95 0 12 2 0 0 .313 0 -1.489 0 13 3 0 0 ,325 0 -1.011 0 14 4 0 0 ,337 0 -.514 0 15 5 0 0 ,349 0 0 0 16 . 1 M4 1 0 0 -.342 0 0 0 17 2 0 0 0 0 -.257 0 18 3 0 0 .341 0 -.001 0 19 4 0 0 .682 0 .765 0 20 5 0 0 1.023 0 2.043 0 21 1 M5 1 0 0 1.415 0 2.043 0 22 2 Q 0 1.756 0 4.421 0 23 3 0 0 2.097 0 7,31 0 _2.4_,J 4 0 0 2.438 0 10,711 25 ' 5 0 2,779 0 14.624 __0_ 0 26 j_ M6 1 , .392 0 0 0 0 0 27 ! 2 3:1 ' I 0 0 0 0 28 3 .37 0 0 0 0 0 29 4 .36 0 0 0 0 0 30 5 9 0 0 0 0 0 31 1 M7 1 -.342 0 0 0 0 0 32 2 - + 0 0 0 0 33 3 -.363 0 0 0 0 0 34 4 -.374 , 0 0 0 0 0 35 5 -.385 0 0 0 0 0 27 I 1 Ml 2 -.064 0 0 0 NC NC ,28 29 1 3 0. 36 3 -.064 0 0 0 C NC ►C NC M2 HSS6X6X4 4 -.064 0 0 0 30 26.066 27.6 5 - 064 0 0 0 NC NC 31 1 HSS6X6X4 1 - 68 0 0 0 C NC 32 1 30.36 30.36 2 -.168 0 0 0 NC NC 33 .001 0 3 - 68 0 0 0 NC NC NC NC 34 1.75 .6 4 -168 0 0 0 35 1 .000 5 -.168 0 0 0 NC NC 1 I 1 Ml HSS6x6x4 .064 10 .004 0 1 z 22 27. 1 3 0. 36 30.36 1.75 .85 .6 H1 -2 2 11 M2 HSS6X6X4 .081 4 .002 1 0 z 26.066 27.6 1 30.36 30.36 1.75 .85 .6 H1 -2 3 ' 1 M3 HSS6X6X4 .081 0 .007 1 6 z 25.034 27.6 1 30.36 30.36 1.75 .85 .6 H1 -2 4 ' 1 M6 Anchor Rod .001 0 .000 I 0 21,254 21.6 27 27 1.75 .6 .6 H1 -1 5 • 1 M7 Anchor Rod) ,001 1 .000 ( 0 21.254 21.6 27 27 1.75 .6 .6 H2 -1 Company Designer Job Number Phillip Van Heyningen Member Section Deflections (Continued) Member Section Forces r Label Axialtkl z finl Aug 22, 2008 12:29 PM Checked By: A.NCOQ TAUT larC1 (X 4.c SA - M s et Member ASD Steel Code Checks (By ombination) P+'-Q RISA -3D Version 5.0d [C:\...\pkjb6 \My Documents \Engineering\Panel Strongback.r3d] Page 2 c ezl=grag4iiaii- J 8� - &c x &' ��AwC1�,T cPNG. Z, - ?Alt/vier > tes.F.1F. TUK w To? of 1-1S S ANh Ct L1/JC. oF A Ncrie2 S L7S Cr 12 L INE of A/4 c t-t-oft 13cILTS n n h ToP oF Fo oT //l6 IA SS STRGW,13AGC GOODWILL TUKWILA, WA Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.44377 Longitude = - 122.25425 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 (Si, Site Class B) Roof Ht, h = 26 ft Normal to Ridge 1 to 200 Parallel to ridge 1 to 500 Height Kh qh C q GC C ghGC, Leeward wail all 0.673 11.84 -0.275 -2.77 -0.50 -5.03 Side wall all 0.673 11.84 -0.7 -7.04 -0.70 -7.04 Roof 1J Or -0.90 -9.1 fr 0 -13.0 -0.90 -9.06 fr 0 -13.0 -0.90 -9.1 fr >13.0 -0.90 -9.08 fr >13.0 -0.50 -5.03 fr 28.052 -0.50 5.03 fr 28.052 -0.30 -3.02 fr 52 -0.30 -3.02 fr 52 Wind Normal to Ridge Wind Parallel to Ridge a, Ht. (ft) K q C, p =g WW+LW C. p =q = GCp WW+LW Windward wall 0 to 15 0.575 10.12 0.8 6.88 9.65 0.80 6.88 11.91 15.0 0.575 10.12 0.8 6.88 9.65 0.80 6.88 11.91 29.0 0.694 12.22 0.8 8.31 11.08 0.80 8.31 13.34 60.0 0.854 15.04 0.8 10.23 12.99 0.80 10.23 15.26 6.5 METHOD 2- ANALYTICAL PROCEDURE 6.5.12. Design Wind Loads on Enclosed and Partially Enclosed Buildings. (all Heights) MWFRS Velocity pressure q .00256 K K K. V l,,, (6 -15) Exposure B Roof Height h = 26 feet Exposure coefficient K, = Section 6.5.8.6, is obtained from Table 6-3, Case 2 for MWFRS 11.08 9.65 Topography factor K Directionality factor K = Wind Speed V = Importance factor l = q2= Internal Pressure Coefficient (GC = Wall and Roof External pressure Coefficients C. from Fig. 6 -6 or 6.8 Wind Normal to Ridge (1 to 200) UB = 2.50 hIL = 28/500 = 0.05 Windward wall C = Leeward wall C = Side wall C = Wind Parallel to Ridge ( to 500) UB = Windward wall C = Leeward wall C = Side wall C = 29 ft to15 1.12 0.85 85 mph 1.00 17.61 K psf t 0.18 Gust effect factor G = 0.85 Pressures for MWFRS p = gGC - q (GC1) Same as parallel to ridge 1.2 GC, =30.18 q;(GC0) = 3 11.84(0.18) = t 2.13 All forces shown in psf 0.8 -0.275 for UB = 2.50 -0.7 0.40 = 500 p = gGC - a (GC Eq. 6 -15 where q = q: for windward q = qh for leeward wall, side wall and roof ®26 ft q, = q for enclosed bui ding ®26 ft 6.5.7.2, Figure 6 -2 Table 6-4 Table 6 -1 Figure 6 -5 for 6.5.8.1 (6-17) Endosed Building I V 8= 1.2 Windward roof C = Leeward roof C = or Roof C = -0.90 -0.90 -0.50 0.8 h/L = 28/200 = 0.13 -0.500 for UB = 0.40 Roof C = -0.9 -0.9 -0.7 for dist 13.0 26.0 13.34 11.91 q t 2.13 29 ft All forces shown In psi dA0to15ft = 200 For Exp B z = 1200 K, = 2.01(z/z K (min) = 2.01(15 /z a = 7.0 -0.50 -0.30 52.00 -0.30 6.5.12.4COMPONENTS AND CLADDING 6.5.12.4.1 Low -rise building and building with h S 60ft Velocity pressure q = .00256 K K Kd V I (6 -15) K 1.12 K = 0.85 V = 85 I = 1.00 q 17.61 K at mean roof high h = 26.0 ft OK K = 0.70 Exp = B velocity at mean roof height, q = 12.33 p = g - GC (6-22) External pressure, + GC 1 - GC -1.1 Figure 6.11 through 6-16 Internal pressure, Gp = ± 0.18 Enclosed Building Figure 6-5 p = 12.33[1 - ( ±0.18)] psf 12.33[ -1.1 - (±0.18)1 psf p = 14.55 psf psf -15.78 psf psf 6.5.12.4.2 Building with h > 60ft at mean roof high h = 26.0 ft Provision of ASCE 6.5.12.4.1 shall be use K = 0.70 q2 17.61 K p = q(GC - g (6 -23) z= 0 K =0.70 q = 12.33 q = 12.33 External pressure, + GC = 1 - GC = -1.1 Figure 6 -17 Internal pressure, Gp = ± 0.18 Enclosed Building Figure 6 -5 Windward wall, q = q = 12.33 q = qh = 12.33 p = 12.33(1) - 12.33(±0.18) 12.33( -1.1) - 12.33(±0.18) = 12.33 ±2.22 psf -13.56 ±2.22 psf = 14.55 psf -15.78 psf Leeward wall, side wall and roof evaluated at height h , L� S>L + (a Pstz q = q 12.33 q = qh = 12.33 In^A X = 12.33(1) - 12.33(±0.18) 12.33( -1.1) - 12.33(±0.18) = 12.33 ±2.22 psf -13.56 ±2.22 psf = 14.55 psf -15.78 psf IBC2006 (1613), ASCE 7 -06 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA 2 Soil Site Class I D I v Response Spectral Acc. (0.2 sec) S, = 139.90 %g Response Spectral Acc.( 1.0 sec) S = 47.80 %g Site Coefficient F, = 1.000 Site Coefficient F„= 1.523 Max Considered Earthquake Acc. S = F,.S, Max Considered Earthquake Acc. SM1= F „.S1 @ 5% Damped Design Sos = 2 /3(SMS) 2 /3(SM SD1 = Building Occupancy Categories Design Category Consideration: Seismic Design Category for 0.1sec Seismic Design Category for 1.0sec St <.75g Since Ta < .8Ts (see below), SDC = Comply with Seismic Design Category D 12.8 Equivalent lateral force procedure Seismic Force Resisting Systems @ 5% Damped Design Sos = Response Modification Coef. R = Over Strength Factor Q, = Importance factor I = Seismic Base Shear V = Ca = or need not to exceed, C, = or C,= 12.14 Simplified Seismic base shear Min C, = Use C, = 0.187 Design base shear V = 0.187 W II, Standard Rigid Diaphragm V • D D NA D C t = 0.02 Building ht. H, = 24 Cp.= 4-409 Approx Fundamental period, T = C,(h 5 Cia 0.8Ts = 0.8(So1 /SDS) A. BEARING WALL SYSTEMS Yes I -1 Is structure Regular & 5 6 stories ? Response Spectral Acc.( 0.2 sec) S, = 1.399g F = 1.00 2 %(F,.S,) = 0.933g 1 1. Special reinforced concrete shear walls I « 5 2.5 1 C, W SOS R/I SD1 (R/I).T SDITL T 0.5S @ 5% Damped Design SDS = 0.933 F = 1.1 V = FS0s(W) R 13.3 Seismic Demands on Nonstructural Components fp= 0. +2z/h) (R /lp) SDS = 0.933 ap= 1 z= 4 I 1.0 fp= 0.448 Wp 12.11.1 Structural Walls and Their Anchorage f 0.40SDSlWw = 0.373(W) Table 20 -3-1, Default = D = 1.399g Figure 22 -1 through 22 -14 = 0.478g Figure 22 -1 through 22 -14 Table 11.4 -1 Table 11.4 -2 = 1.399 (11.4 -1) = 0.728 (11.4 -2) = 0.933 (11.4 -3) = 0.485 (11.4 -4) Table 1 -1 or flexible with dist. between seismic resisting system <40ft Table 11.6 -1 Table 11.6 -2 Section 11.6 SDC is permitted to be determined from T- 11.6 -1 alone. IRC, Seismic Design Category = D2 x = 0.75 T- 12.8 -2 ft Limited Building Height (ft) = 160 forSo 0.485g Table 12.8 -1 = 0.217 12.8 -7 TL = 8 Sec =0.304 Use T = 0.217 sec. = 0.416 SDC Is permitted to be determined from T- 11.6 -1 alone. =0.187 = 0.448 N/A N/A Control 12.8.1.3 Max Ss 5 0.15g For Ts T For T >TL For S a 0.6g (11.4 -3) Table- 12.2 -1 Table 11.5 -1 T- 8301.2.21.1 (12.8 -2) (12.8 -3) (12.8 -4) (12.8 -6) 1 1. Special reinforced concrete shear walls SDC = D For two-story building = 0.205 W R 2.5 h =4 (13.3 -1) Limitations: P R= 5 11.4.4 T- 13.5 -1 or 13.6 -1 13.1.3 12.11.1 T -12.2. T -12.1• CONCRETE SLENDER WALL PER IBC -2006, ACI 318 -05,Section 14.8 Compressive strength, f, _ Yield strength of rebars, f = Wind Load, W = Seismic Load QE = F = Design response spectrum, Sos = Wall unsupported height, l = Parapet Height, p = Eccentric, e = Design width, b = Effective thickness, t = Design, d = Weight of the wall, W = Reduction factor, 11)= Dead Load, D = Live Load, L = Vertical Rebars = Spacing = Horizontal rebars = Spacing = Wt. of the wall Qa mid height P = Factored load from trib Floor/Roof , Pd = Factored weight of wall ® mid Ht, Puw = Factored axial load, P. = P +P Max P = Factored distributed lateral load, w Ae M obtained by iteration of deflection A„ (10times) Strength check Deflection at service load A.s a= c= EI = Nominal strength, M = l = M = a c= I _ M= 1 = = Allowable, A = Check total reinforcement Vertical reinforcement = Horizontal reinforcement = Total = 4000 psi 60000 psi 16 psf 0.448 W 0.93 g 24 ft Oft 2.7 in 12 In 6 in 3 in 85.0 psf 0.9 200 plf 100 plf #5 12 in #4 14 in 1020 lbs 24.2 5 0.06fc, OK, 14.8.2.6 0.310 sq.in (P +A (P +A,.f /(0.85.f e .b) a/0.85 (0.003 /c)d - 0.003 2 0.005 for tension conctrol (A, - a/2) n.A, c) +bc /3 W 0 /8 +P /2 Unfactored Load Crib from floor /roof, Pr Pw = P P +P w= 1 b.t M = 7.5(f A�. = (5.M .h /(48.E A,.f a/0.85 n.A,.(d- c) +bc /3 w.i 2 /8 +P1.e /2 +(P,).A, (M =/M)'b + (1 +(M.,/M) (5.M.12)/(48.E..1„) I/150 0.0043 A 0.0024 A 0.0067 A C-1 OUh WILL 'T L4KLJ et-IN WA Lk- V t r Tttrit ' OPE/4 / . E= QE t 0.2$050 =QE* 0.190 Load Combination, IBC 1605.2.1 U= 1.20 0 +1.6L U= 1.20 D +0.5L +1.6W U= 1.39 D +0.5L +1.QE U= 0.90 D +1.6W U= 0.71 D +1.QE Concrete wt. = 145 pcf h/t = 48.0 n = 8.0 E 3,644,147 psi = 0.85 (16 -3) (16 -0) (16-5) 400.0 290.0 327.3 1224.0 1224.0 1414.3 = 1624.0 1514.0 1741.6 • 22.8 21.0 24.2 25.6 38.1 5 0.6p OK (14.8.2.3) • 0.34 0.34 0.34 • 0.50 0.49 0.50 • 0.58 0.58 0.59 • 0.012 0.013 0.012 OK OK OK • 55,660 55,384 55,954 (14 -7) = 16.46 16.40 16.52 • 540 22,510 33,319 M = M. + Putlu (14 -4) = 785 31,783 A = (S.M (14 -5) = 0.15 6.12 4>M„ shall not be less than M QM„ = 50,094 49,846 $Mn > Mu (14 -3) OK OK Load combination = 0 + L +(W or 0.7E) ( = (14 -7) _ (14 -10) (9 -8) _ (14-9) _ 14.8.4 = 12.4.2.3 Seismic Wind 300.0 300.0 1,020.0 1,020.0 1,320.0 1,320.0 26.6 16 216 216 34,153 34,153 0.37 0.37 0.46 0.46 0.54 0.54 15.59 15.59 23,764 14,438 216.0 216.0 0.26 0.16 1.92 1.92 OK OK (16 -3) (16-4) (16 -5) (16-6) (16-7) Load Combination For Strength Design: 49,970 9.56 50,358 OK (16 -15) (16 -6) 180.0 918.0 1098.0 15.3 25.6 0.33 0.48 0.57 0.013 OK 54,339 18.19 22,361 28,466 5.56 48,905 OK lbs lbs lbs plf in lb-in s mMn, OK in in in in' lb -1n s l in inch Inch (16-7) 142.7 lbs 727.7 lbs 870.4 lbs 12.1 psi 38.1 plf 0.32 sq.in 0.48 inch 0.56 inch 0.013 OK 53,765 lb-in 16.06 in' 33,070 lb-in 39,906 lb-in 7.85 in 48,389 lb-in OK (14-2) — F - 61 0 z 9" MIN. 2'-O" MAX. EXISTING 6" CONCRETE WALL PANEL 8'-0" NEW SAWCUT OPENING EXISTING SLAB 7 9" MIN. 2'-O" MAX INTERIOR ELEVATION 1/2" = 1 0 HSS 6x64 BRACE EA. SIDE NEW OPENING 1 /4" 1 PLATE 1/2 "x4x1' -0" w/ (2) -5/8" X4" SIMPSON HD TITEN ANCHORS HSS STRONGBACK PER ELEVATION TYPICAL HSS -TO -WALL TOP CONNECTION C;"‘ 1 1/2- EXIST. 6" CONC. WALL )R OR { THAT PMAL Plate 1/2 w/ x4" SIMPSON HD TITEN ANCHORS © 9" o.c. HSS STRONGBACK PER EUNATION TYPICAL HSS-TO WALL MID-HEIGHT CONNECTION 1 1/2" = 1 < / \ : ' T \ OP & 1 1 /2 " II 1 / 4 " HSS TO EDGE OF It 1 / " HSS TO WALL PLAN DETAIL SLAB ---i a a a HSS STRONGBACK PER ELEVATION EXIST. 1 / 4 " BASE R w/(2) -5/8" X 4" SIMPSON TITEN HD ANCHORS TYPICAL HSS -TO -SLAB CONNECTION 1 1/2" = 1' -0" Titen HD Anchors Tension Loads in Normal- Weight Concrete - Simpson Strong -Tie An... Page 1 of 1 HD® Heavy Duty Screw Anchor for Concrete & Masonry Tension Loads in Normal - Weight Concrete r deed cc, rcre4 www.simpsonanchors.com Size (mm a/a (9.5) 1 (12.7) s (15.9) g (19.1) 6 Embsd, Debt (ma) 29 (70) 39 (95) 2% (70) 41 (106) 59'4 (146) 2% (70) 5% (146) 3 (76) 5 (127) 6 (152) 11 (254) 12 O ficZt0011 : (13 OMpa)Coni ( U211tnate bs, 8111) 4.297 (19.1) 7,187 (31.5) Ale 12{}.61 10., (4 4,610 (20.5) 8,742 (38.9) 12,953 (57.6) 4,674 10,340 (46.0) 314.04v. 347 (1.5) 412 (1.8) 297 (1.3) 615 (27) 1,764 (7.8) 1.096 (4.9) 1,016 (4.6) ells, ON) 1,075 (4.8) 1,770 (7.9) 1,155 (5.1) 5 : 2,574 (11.4) 1.155 (5.1) 2,185 (9.7) 3,240 (14.4) 1,170 (6.2)_ 2,585 (11.6) 3 ,440 (15.3) Pe 2001 pit (20.7 Mb) Comets 1,315 (5.8) 2,115 (9.4) 2) 71 1,401 2.630 (11.7) (17.6) 4,055 (18.0) 6,204 (27.6) 9,820 (43.7) 6,580 (29.3) 12,286 (54.7) 18,680 (83.1) 1,434 (6.4) 600 7) .. 1.604 (7.1) 7 4 3 � .8) Ai t e' 1,551 (6.9) 2,455 (10.9) 1,645 (7.3) 3,071 (13.7) 4,671 (20.8) 4,$5 (19.4) 4, tD K 1. The allowable loads listed are based on a safety factor of 4.0. 2. Allowable loads may be increased 33 1/3% for short term loading due to wind or seismic forces when permitted by code. 3. Refer to allowable Ind. adjustment factors for spacing and edge distance. 4. The minimum concrete thickness is 1 1/2 times the embedment depth. 5. Tension and Shear loads for the Titen HD anchor may be combined using the elliptical interaction equation (n =5/3). Allowable load may be interpolated for concrete compressive strengths between 2000 psi and 4000 psi. Printed August 22, 2008 from http: //www. simpsonanchors. com / Catalog /mechanical/tlten- hd/loads_conc tension.html ® 2008 Simpson Strong -Tie® c J ► ►�►-� 5 - `t e 4, S { SAY1t +e 54P C 4 me e. 6oc Z . 3 C P * fri SIMPSON http: / /www.simpsonanchors. corn / Catalog /mechanical /titen- hd/loads cone tension.html 8/22/2008 ACTIVITY NUMBER: D08 -415 DATE: 08 -26 -08 PROJECT NAME: GOODWILL SITE ADDRESS: 1174 AN DOVER PK W X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: BLYldin: 'vision Public W rks •• '6 NA. D -24 -08 HERMIT COORD COPY /11) PLAN REVIEW /ROUTING SLIP Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28 -02 Incomplete TUES/THURS ROU ING: Please Route Structural Review Required REVIEWER'S INITIALS: 112 mi Vtl(� $ _/16 -Dt) P arng Division Zi Permit Coordinator DUE DATE: 08-28-08 Not Applicable n Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: n No further Review Required DATE: DUE DATE: 09-25-08 Approved ❑ Approved with Conditions Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Name Role Effective Date Expiration Date BRAICKS, RICHARD D PRESIDENT 12/11/1987 Bond Amount BRAICKS, REBECCAG SECRETARY 12/11/1987 206803911 HAMMOND, NANCY L VICE PRESIDENT 10/12/2001 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 8 TRAVELERS CASUALTY It SURETY CO 206803911 11/21/2001 Until an Can $12,000.0011/21/2001 7 TRAVELERS CAS 8 SURETY 206803911 11/12/2001 11/21/2001 $6,000.00 11/16/2001 6 UNITED PACIFIC INS CO 6803911 11/12/1997 Until Cancelled 11/12/2001 $6,000.00 11/05/2001 5 UNITED PACIFIC CO 6803911 11/12/199611/12 /1997 $6,000.00 Untitled 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 Phone Address Suite /Apt. City State Zip County Business Type Parent Company BRAICKS CONSTRUCTION INC 2063437888 Status PO BOX 3561 License No. License Type SEATTLE WA 98124 KING CORPORATION UBI No. Effective Date Expiration Date Suspend Date Previous License Next License Associated License Specialty 1 Specialty 2 601051765 ACTIVE BRAICCI137RJ CONSTRUCTION CONTRACTOR 12/11/1987 11/21/2009 GENERAL UNUSED Business Owner Information Bond Information https: // fortress .wa.gov /lni/bbip/Detail.aspx ?License= BRAICCI137RJ Page 1 of 3 09/09/2008 I, 2. 3. 4. 5. 6, 1, 8. 16. Il. 18. 19. 20. 21. 22. 23. 24. 25. 26, 21. 28. 29. 30. 31. 32. 33. 34. GENERAL NOTES THE APPROVED PLANS SHALL NOT BE CHANGED OR ALTERED WITHOUT AUTHORIZATION FROM THE BUILDING OFFICIAL. THE APPROVED PLANS ARE REQUIRED TO BE ON THE JOB SITE. CONTRACTOR SHALL VERIFY AND CHECK ALL CONDITIONS AND DIMENSIONS AT THE BUILDING. REPORT ANY INCONSISTENCIES TO THE ARCHITECT. ALL WORK SHALL MEET LOCAL CODES AND ORDINANCES. ALL NAILING SHALL COMPLY WITH NAILING SCHEDULE OF THE IBC. COMPLIANCE CARD TO BE POSTED VERIFYING INSULATION INSTALLED IN WALL, CEILINGS ANDS FLOORS (IF REQUIRED). PROVIDE METAL NAIL STOPPERS TO COVER HOLES IN STUDS WHERE NAILS COULD PUNCTURE PLUMBING AND WIRING. MAINTAIN 3' MIN... CLEARANCE BETWEEN CEILING FIXTURES AND INSULATION. ALL WOOD COMING IN CONTACT W/ CONCRETE. SHALL BE PRESSURE TREATED (DECAY RESISTANT). CONTRACTOR DESIGNED ELECTRICAL. SUBMIT TO BUILDING DEPARTMENT FOR PERMIT. PROFESSIONAL STAMP REQUIRED. 0. CONTRACTOR DESIGNED MECHANICAL. SUBMIT TO BLDG- DEPARTMENT FOR PERMIT. PROFESSIONAL STAMP REQUIRED: I. SERVICE WATER PIPES TO BE INSULATED TO MINIMUM R:8 IN UNHEATED SPACES. 2. METAL DUCTS TO BE INSULATED AND JOINTS TO BE TAPED. 3. BATT INSULATION SHALL HAVE ALL TEARS AND JOINTS SEALED WITH TAPE. 4. WALLS TO BE FIRE STOPPED. 5, IF ANY ERRORS, OMISSIONS OR INCONSISTENCIES APPEAR IN THE DRAWINGS, SPECIFICATIONS OR OTHER DOCUMENTS, THE CONTRACTOR SHALL NOTIFY THE OWNER OR ARCHITECT IN WRITING OF SUCH OMISSIONS, ERRORS, OR INCONSISTENCIES BEFORE PROCEEDING WITH THE WORK, OR ACCEPT FULL RESPONSIBILITY FOR COSTS TO RECTIFY SAME. TYPICAL DETAILS OR BUILDING STANDARDS SHALL APPLY WHERE NO SPECIFIC DETAILS ARE GIVEN. ALL DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALE SHOU,N ON PLANS, ELEVATIONS, SECTIONS AND DETAILS. ALL EXIT DOORS TO BE OPERABLE FROM INSIDE THE BUILDING WITHOUT KEYS OR SPECIAL KNOWLEDGE. FIRE EXTINGUISHERS SHALL BE PROVIDED PER NFPA "10, OR REQUIREMENTS OF LOCAL FIRE OFFICIALS. ALL INTERIOR WALL COVERING MATERIALS SHALL BE FIRE RESISTIVE OR SHALL BE TREATED TO BE FIRE RESISTIVE, SO AS TO RESULT IN A FLAME SPREAD RATING OF AT LEAST CLASS III FOR GENERAL AREAS AND CLASS II FOR EXIT WAYS, DELIVER CERTIFICATE TO LOCAL FIRE DEPARTMENT AS REQUIRED. ALL EQUALS TO BE SUBMITTED TO ARCHITECT FOR APPROVAL PRIOR TO CONSTRUCTION. BIDDER DESIGN WORK TO BE APPROVED BY ARCHITECT PRIOR TO CONSTRUCTION. PENETRATIONS, IN WALL REQUIRING PROTECTED OPENINGS ARE TO BE FIRE STOPPED COORDINATE WITH OWNER AND DESIGN TEAM FOR LOCATION OF ELECTRICAL , MECHANICAL AND PLUMING. TACTILE SIGNS STATING 'EXIT' AND COMPLYING WITH ALL ICC /ANSI A111.I REQ.- SHALL BE PROVIDED AT EACH EXIT DOOR PER 103.3.11 AND CHAPTER 1 IN GENERAL THE MEANS OF EGRESS INCLUDING THE EXIST DISCHARGE SHALL BE ILLUMINATED AT ALL TIMES THE 911 DING IS OCCI!PIED PE!? IBC 10041 -F1 ECTRICAL DESIGN BUILD CONTRACTOR SHALL COMPLY AND SHALL SUBMIT A DEFERRED SUBMITTAL MEETING ALL REQUIREMENTS. THE BUILDING SHALL 13E EQUIPPED WITH EMERGENCY LIGHTING AND IN THE EVENT OF A POWER FAILURE SHALL AUTOMATICALLY ILLUMINATE THE AREA OF THE EXIT DISCHARGE IMMEDIATELY ADJACENT TO THE DISCHARGE DOORS PER IBC 1006.3 ELECTRICAL DESIGN BUILD CONTRACTOR SHALL COMPLY AND SHALL SUBMIT A DEFERRED SUBMITTAL MEETING ALL REQUIREMENTS. PROVIDE A TACTILE EXIT SIGN TO COMPLY WITH ICC AII1,I, PROVIDE 90 MINUTE OF EMERGENCY LIGHTING AT ALL EXTERIOR DOORS VIA SEPARATE BATTERY OR UNIT EQUIPMENT. PROVIDE LOCKING DEVICE READILY DISTINGUISHED AS LOCKED WITH SIGN ON DOOR STATING 'THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED IN I' HIGH LETTERS. THE MEANS OF EGRESS INCLUDING THE EXIT DISCHARGE SHALL BE ILLUMINATED TO MINIMUM 1 FOOT - CANDLE AT ALL TIMES THE SPACE 15 OCCUPIED BY PREMISES ELECTRICAL SUPPLY. IN EVENT OF A POWER FAILURE THE LIGHTS SHALL OPERATE FOR A MINIMUM OF 90 MINUTES. ALL TACTILE CHARACTER SIGNS SHALL BE MOUNTED AT 48: AFF. WITH A MAX. HEIGHT OF 60' AFF. ADJACENT TO THE LATCH SIDE FOOT EHDOOR PER ANSI A111.1 -2003 4 103310 AND 11. PROVIDE VENTILATION AS REQUIRED BY WVIAC AND SUBMIT DESIGN TO CITY FOR REVIEW. MANUALLY OPERATED FLUSH BOLTS ARE NOT PERMITTED AND NO MORE THAN ONE OPERATION FOR THE UNLATCHING IS ALLOWED. PROJECT DESCRIPTION SAW CUT EXISTING CONC. TILT -UP PANEL. INSTALL NEW OVERHEAD DOOR PER PLAN. LEGAL DESCRIPTION W 333 FT OF E 1282.49 FT OF 5 546.54 FT OF N 929.88 FT OF GL I LESS UP RR OPER R/UJ DRAWING INDEX SD.I COVERSHEET, PLAN 51.0 STRUCTURAL NOTES AND DETAILS WALL LEGEND DOOR SCHEDULE EXISTING TILT -UP CONCRETE WALL W/ BATT INSULATION AND VINYL FACING WI G.WB. TO 0' -0' AFF. INSULATED VERTICAL LIFT DOORS SIZE PER PLANS KEYING MECHANISM - SUBMIT KEYING SCHEDULE TO OWNER VERIFY ELECTRIC OPERATOR VICINTY PLAN PARCEL NUMBER: ZONE: PROPERTY OWNER: PROPERTY ADDRESS: MINKLER BLVD 9 O S. 180TH ST Seattle ` PROPERTY INFO. TUC(TUKWILA URBAN AREA) TENANT INFO. TENANT: GOODWILL INDUSTRIES OCCUPANCY: RETAIL TYPE OF CONSTRUCTION: III -B, SPRINKLED TENANT AREA: 19,868 SF (UNCHANGED) DANELLIE LLC 1114 ANDOVER PARK W TUKWILA, WA 98188 3523049085 PROJECT SITE TENANT SPACE ( LARGED ) PLAN /7> / /iii ADJACENT SPACE SITE PLAN 0 SCALE: 1'- 60' -0' (A ) O.H. DOOR JAMB EXISTING CONC. WALL PANELS 3/4' x 3' EXPANSION BOLTS AT 32' OC FOR ANCHORING STL. ANGLE TO EXIST. CONC. WALL. DO NOT OVERCUT AT CORNERS, TYP. DOOR GUIDE ASSEMBLY ON CONT. 2'x3' STL. MOUNTING ANGLE BY GEN. CONTR OVERHEAD/VERTICAL LIFT DOOR MATCH EXIST MTL STUD WALL AND INSULATION 3'.1'-0' H.S.S. STRONGBACK PER STRUCT CONT. SEALANT ALONG H.5.5. EXIST CONC. WALL PANEL ANCHOR PLATE, LOCATE PER ELEyATION G.W.B. TO 8' -0' AFF,, (MATCH EXIST HGT.) STRONGBACK INSUL. Ld c {VE:e Yrical L Tilun bin L Gas Piping City of Tukwila BULDF :' -, , ; N SCALE: 1/16' :1' -1 ' 3' -10. 8' -0' NEW 8'x8' OVH DO R, SEE STRUCTURAL DET LS SHEET 51.0 FOR NEW OPE ING AND REINFORCEMENT NOTE: REMOVE INSULATION AS REQ'D FOR NEW DOOR OPENING AND INSTALLATION OF STRONGBACKS ENLARGED PLAN 170q 'Li EDGE OF BLDG EDGE OF CONC. TILT -UP PANEL INSTALL PROTECTIVE CI-AIN 6 42' AFF. W/ (2) INTERMED ATE HORIZONTALS EQ. SPACED AND VERT. * 2' -0' O.C. SAWCUT OPENING FOR NEW 8'x8' OVH DOOR MAIN FLOOR ELEV VERIFY ON SITE (2) NEW DOCK BUMPERS, INSTALL PER MFR SPEC EXTERIOR ELEVATION 3' -11' FiLE CO Y r,.. 1 ry � ` � r l� ��1���psy / I `i''• .. C{�:��.uAl�lYG.57' /��,,'�p j��3"'iM.7/ E E tat' . .000.,,._. O t7 . 1 +? REVISIONS 0 r.h;- r,prus shall be made to the scope o ''Prk without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan rev'ie,w fees. CODE COMPLIANC APPROVE SE? - 20 ity Ofi Tu\ Nil VISION BO WING RE VED CITY O TUKWILA AUG 2 6 2008 PERMIT CENTER I- z z F- LU 0 PKJB # ARCHITECTURAL GROUP PS. SEATTLE OFFICE 603 STEWART STREET SUITE 707 SEATTLE, WASHINGTON 98101 (206) 624 - 3210 FAX 624 - 3243 WENATCHEE OFFICE 112 OLDS STATION RD. SUITE B WENATCHEE, WASHINGTON 98801 (509) 664 - 5181 FAX 665 -8750 DRAWN SCR CHECKED RAK DATE 4 -29 -08 SCALE AS NOTED JOB NO. 07122.00 Z Z H SD.1 FILE: GENERAL NOTES GOVERNING CODE THE "INTERNATIONAL BUILDING CODE" (IBC), 2006 EDITION SHALL GOVERN DESIGN AND CONSTRUCTION. REFERENCE STANDARDS REFERENCE TO ASTM AND OTHER STANDARDS SHALL MEAN THE LATEST EDITION IN EFFECT ON THE BID DATE OR DATE OF OWNER - CONTRACTOR AGREEMENT UNLESS NOTED IN THESE DOCUMENTS OR DESIGNATED BY THE GOVERNING CODE. PLAN NOTES AND SPECIFICATIONS THESE GENERAL NOTES SPECIFY A MINIMUM LEVEL OF PERFORMANCE REQUIRED FOR THIS PROJECT. WHERE NOTES ON INDIVIDUAL STRUCTURAL DRAWINGS AND DETAILS DIFFER FROM THE GENERAL NOTES, THE MORE RESTRICTIVE SHALL APPLY. REFER TO THE SPECIFICATIONS FOR INFORMATION IN ADDITION TO THESE NOTES AND STRUCTURAL DRAWINGS. DISCREPANCIES IN CASE OF DISCREPANCIES BETWEEN THE PLANS, SPECIFICATIONS, REFERENCE STANDARDS, AND GOVERNING CODE, THE MORE STRINGENT REQUIREMENTS SHALL GOVERN. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER OF RECORD PRIOR TO PROCEEDING WITH ANY WORK INVOLVED. CONTRACTOR'S NOTES STRUCTURAL DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED, BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED SUBJECT TO APPROVAL BY THE ARCHITECT AND ENGINEER OF RECORD. ANY TEMPORARY BRACING AND SHORING REQUIRED UNTIL ALL STRUCTURAL CONNECTIONS HAVE BEEN COMPLETED, IS THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR. THE ENGINEER OF RECORD HAS NOT BEEN RETAINED TO PROVIDE DESIGN AND /OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR TO MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM THEIR WORK. MATERIAL SUBSTITIUTIONS FOR PRODUCTS SPECIFIED IN THE PLANS AND NOTES MAY BE SUBMITTED BY THE CONTRACTOR FOR APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. SUBSTITUTION SUBMITTALS SHALL IDENTIFY EXACTLY WHAT PRODUCTS ARE TO BE SUBSTITUTED AND INCLUDE AN ICBO REPORT DEMONSTRATING EQUIVALENT OR GREATER LOAD CAPACITIES THAN THE SUBSTITUTED PRODUCT. 0 o oF - 1 0 l_ 9" MIN. 2' -0" MAX. INTERIOR ELEVATION STRUCTURAL STEEL EXCEPT AS MODIFIED BELOW, STRUCTURAL STEEL SHALL CONFORM TO THE LATEST EDITIONS OF THE FOLLOWING DOCUMENTS: AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" AND AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES ". MATERIALS: STRUCTURAL STEEL (OTHER SHAPES & PLATES): ASTM A36 STRUCTURAL TUBING & ROUND HSS: ASTM A500, GRADE B ANCHOR BOLTS: ASTM F1554, GRADE 36 THREADED RODS: ASTM A36 BASE PLATE GROUT: NON- SHRINK, MINIMUM f'c = 6,000 PSI AT 28 DAYS WELDING: ALL STRUCTURAL WELDING SHALL CONFORM TO AWS D1.1, "STRUCTURAL WELDING CODE - STEEL". WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH AWS /WABO REQUIREMENTS. ALL FIELD WELDS SHALL USE E70 ELECTRODES, UNLESS NOTED OTHERWISE. ALL FIELD WELDS AND SHOP WELDS FOR BRACED FRAME AND MOMENT FRAME CONNECTIONS SHALL USE E70 ELECTRODES WITH A MINIMUM CHARPY V -NOTCH TOUGHNESS OF 20 FT -LBS AT -20 DEGREES FAHRENHEIT. SHOP PAINTING: STEEL CONCEALED BY BUILDING FINISH OR IN CONTACT WITH CONCRETE NEED NOT BE PAINTED. ALL OTHER STEEL SHALL BE GIVEN ONE COAT OF SHOP PAINT, IN ACCORDANCE WITH SECTION M3 OF THE AISC "SPECIFICATION" AND SECTION 6.5 OF THE AISC "CODE ", UNLESS NOTED OTHERWISE. INSPECTIONS INSPECTIONS SHALL CONFORM TO IE1C SECTION 109. SPECIAL INSPECTIONS IN ADDITION TO THE INSPECTIONS REQUIRED BY IBC SECTION 109, SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH THE REQUIREMENTS OF IBC CHAPTER 17 ON THE TYPES OF WORK LISTED IN SECTIONS 1704 AND 1707. SPECIAL INSPECTIONS SHALL INCLUDE, BUT ARE NOT LIMITED TO, THE FOLLOWING ITEMS: PERIODIC SPECIAL INSPECTION 1. ON -SITE STRUCTURAL WELDING (IBC SECTION 1704.3) - - SINGLE -PASS FILLET WELDS NOT EXCEEDING 5/16" 2. HIGH - STRENGTH BOLTING (IBC SECTION 1704.3.3) - - BEARING -TYPE CONNECTIONS CONTINUOUS SPECIAL INSPECTION 1. ON -SITE STRUCTURAL WELDING (IBC SECTION 1704.3) -- ALL WELDING NOT COVERED BY PERIODIC INSPECTION INSPECTION NOTES: SPECIAL INSPECTION IS NOT A SUBSTITUTE FOR INSPECTION BY A CITY INSPECTOR. SPECIALLY INSPECTED WORK WHICH IS INSTALLED OR COVERED WITHOUT THE APPROVAL OF THE CITY INSPECTOR IS SUBJECT TO REMOVAL OR EXPOSURE. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO NOTIFY THE SPECIAL INSPECTOR OR INSPECTION AGENCY AT LEAST ONE WORKING DAY BEFORE PERFORMING ANY WORK THAT REQUIRES SPECIAL INSPECTION. ALL WORK PERFORMED WITHOUT THE REQUIRED SPECIAL INSPECTION IS SUBJECT TO REMOVAL. EXISTING 6" CONCRETE WALL PANEL 7 8'-0" NEW SAWCUT OPENING EXISTING SLAB 9" MIN. 2' -0" MAX 1/2" = 1' -0" r�+ 0 of HSS 6x6x4 BRACE EA. SIDE NEW OPENING 1/4" TYPICAL HSS -TO -WALL TOP CONNECTION TYPICAL HSS -TO -WALL MID - HEIGHT CONNECTION 3 /16 V 1 1/2" 2 fl if PLAN DETAIL I1 1 /4" HSS TO EDGE OF R /2" HSS TO WALL PLATE 1/2 "x4x1' -0" w/ (2) -5/8" X4" SIMPSON HD TITEN ANCHORS HSS STRONGBACK PER ELEVATION Plate 1 /2 "x4x1' -0" w/ (2) 5/8" x4" SIMPSON HD TITEN ANCHORS © 9" o.c. HSS STRONGBACK PER ELEVATION HSS STRONGBACK PER ELEVATION EXIST. SLAB EXIST. 6" CONC. WALL 1 1/2" _ 1' -0" TYPICAL HSS_TO_SLAB CONNECTION bOB - tiff ' s - . 1 1/2" = 1' -0" 1 /4" BASE R w -5/8" X 4" SIMPSON TITEN HD ANCHORS RE EIVED CITY OF TUK(WIiA AUG 2 6 2008 PERMIT CENTER z 0 V) w I- z z I- o' Lv z 0 PKJB ARCHITECTURAL GROUP PS. Ao. SEATTLE OFFICE 603 STEWART STREET SUITE 707 SEATTLE, WASHINGTON 98101 (206) 624 - 3210 FAX 624 - 3243 WENATCHEE OFFICE 112 OLDS STATION RD. SUITE B WENATCHEE, WASHINGTON 98801 (509) 664 - 5181 FAX 665 -8750 DRAWN SCR CHECKED RAK DATE 4 -29 -08 SCALE AS NOTED JOB NO. 07122.00 FILE: S1.0