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HomeMy WebLinkAboutPermit D10-260 - SEGALE OFFICE BUILDING - COVERED WALKWAYSEGALE OFFICE BUILDING COVERED WALKWAY 18100 ANDOVER PK W D10-260 City ofkukwila 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.: 3523049121 Address: 18100 ANDOVER PK W TUKW Suite No: Project Name: SEGALE OFFICE BUILDING COVERED WALKWAY Permit Number: D10-260 Issue Date: 10/18/2010 Permit Expires On: 04/16/2011 Owner: Name: SEGALE PROPERTIES LLC Address: PO BOX 88028 , TUKWILA WA 98138 Contact Person: Name: STEVE NELSON Address: PO BOX 88028 , TUKWILA WA 98138 Contractor: Name: SEGALE PROPERTIES LLC Address: PO BOX 88028 , TUKWILA WA 98138 Contractor License No: SEGALPL902CQ Phone: 206 - 575 -2000 Phone: 206 - 575 -2000 Expiration Date: 04/01/2012 DESCRIPTION OF WORK: CONSTRUCT A 2,916 SQ FT PEDESTRIAN CANOPY TO CONNECT AN EXISTING BUILDING WITH THIS BUILDING THAT IS UNDER CONSTRUCTION Value of Construction: $123,988.32 Fees Collected: $2,759.84 Type of Fire Protection: NONE International Building Code Edition: 2009 Type of Construction: Occupancy per IBC: 26 * *continued on next page ** doc: IBC -10/06 D10 -260 Printed: 10 -18 -2010 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 Permit Number: D10-260 Issue Date: 10/18/2010 Permit Expires On: 04/16/2011 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N 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: N Permit Center Authorized Signature: Date: t()--k. I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit. Signature. Print Name: i� g So, Date: /6-4—/6 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 D10 -260 Printed: 10 -18 -2010 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 ParcelNo.: 3523049121 Permit Number: D10 -260 Address: 18100 ANDOVER PK W TUKW Status: ISSUED Suite No: Applied Date: 09/16/2010 Tenant: SEGALE OFFICE BUILDING COVERED WALKWAY Issue Date: 10/18/2010 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 and verifications for concrete construction shall be required. 5: 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. 6: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 7: 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. 8: 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. 9: 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. 10: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 11: Manufacturers installation instructions shall be available on the job site at the time of inspection. 12: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 13: 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: ** *PLANNING DEPARTMENT CON MTIONS * ** 15: Applicant shall obtain all permits required by the railroad related to the pedestrian crossing and development within vicinity of the railroad tracks. doc: Cond -10/06 D10 -260 Printed: 10 -18 -2010 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 16: Colors and materials used for the covered walkway shall be consistent with the design of the building, per information provided in email from Bob Fadden on 9/27/2010. * *continued on next page ** doc: Cond -10/06 D10 -260 Printed: 10 -18 -2010 • 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. Signature: Print Name: Aids (31- Date: /6/� /fie ) ordinances governing or local laws regulating doc: Cond -10/06 D10 -260 Printed: 10 -18 -2010 • CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ci.tukwila.wa.us Building Permit No. b' Mechanical Permit No. O— t o 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.: 3 5 2 3 04 - 9121 Site Address: 18100 Andover Park West Tenant Name: Property Owners Name: Segale Properties Mailing Address: PO Box 8 8 0 2 8 Suite Number: Floor: New Tenant: ❑ Yes ❑..No Tukwila City WA p State 98138 Zip CONTACT PERSON - who do we contact when your permit is ready to be issued Name: Steve Nelson Mailing Address: PO Box 88028 Day Telephone: (206) 575 -2000 Tukwila WA 98138 E -Mail Address: snelson @segaleproperties.com City State Fax Number: (206) 575 -1837 Zip GENERAL CONTRACTOR INFORMATION (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: Segale Properties Mailing Address: PO Box 88028 Contact Person: Steve Nelson Tukwila WA 98138 E -Mail Address: snelson @segaleproperties.com City State Day Telephone: (206) 575 -2000 (206) 575 -1837 Fax Number: Zip Contractor Registration Number: Expiration Date: ARCHITECT OF RECORD - All plans must be wet stamped by Architect. of Record Company Name: Lance Mueller and Associates Mailing Address: 130 Lakeside Suite 250 Contact Person: Bob Fadden E -Mail Address: bfadden @Imueller.com Seattle WA 98122 City State Day Telephone: (206) 325 -2553 Fax Number: (206) 325 2553 Zip ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: Engineers Northwest Mailing Address: 6869 Woodlawn Ave. NE Seattle WA 98115 Contact Person: «013 1 e.iA I e E -Mail Address: @enwseattle.com HAApplications \Forms - Applications Line\2009 Applications \1 -2009 - Permit Application.doc Revised: 1 -2009 bh City State Day Telephone: (206) 525 -7560 Fax Number: (206) 973 -5601 Zip Page 1 of 6 BUILDING PERMIT INFORM TION - 206- 431 -3670 Valuation of Project (contractor's bid price): $ (501660 Existing Building Valuation: $ Scope of Work (please provide detailed information): OAVI21ACIT A ?-49f (c SF DESTl 4 XitJ e410oPki 10 CoWN1 41.1 5N1 1n1G1 KuiLb thIG W -1 TNIS Vuto(nIG Will there be new rack storage? ❑ Yes jx. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) For an Accessory dwelling, provide the following: (`1 Lot Area (sq ft): a, Z f- 9- 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: 224 Compact: 4 Handicap: Will there be a change in use? ❑ Yes )14. No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm None ❑ Other (specify) NONE COMB 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 :Wpplications\Forns- Applications On Line \2009 Applications \1 -2009 - Permit Application.doc Revised 1 -2009 bh Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1St Floor 2772 0 g, Si'R 1NK- . &' 2nd Floor 25 $f 4 II 1, r 3`d.Floor / Floors thru Basement Accessory Structure* 2,916 si- NON - Occurtp Accaro, s A t t a c h e d G a r a g e s'T * 1 cru 2 6) 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: (`1 Lot Area (sq ft): a, Z f- 9- 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: 224 Compact: 4 Handicap: Will there be a change in use? ❑ Yes )14. No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm None ❑ Other (specify) NONE COMB 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 :Wpplications\Forns- Applications On Line \2009 Applications \1 -2009 - Permit Application.doc Revised 1 -2009 bh Page 2 of 6 • • PUBLIC WORKS PERMIT INFORMATION — 206 - 433 -0179 Scope of Work (please provide detailed information): COr4S Acr 4 Z1q 1L S f pEbEsTrzimo C1opy - ra- 6■AbN6 Govttz fetAFA AN tNiSrfwei amor J61 AND 1110b CaII before you Dig: 1- 800 - 424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ...Water District #125 NEI ...Water Availability Provided (rte,,li p (t-, ( ) Sewer District Y ...Tukwila ❑ ...Sewer Use Certificate ❑ .. Highline ❑ ... Valley View ❑ .. Renton ❑...Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ ...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ .. Right -of -way Use - Profit for Tess than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ .. Right -of -way Use — Potential Disturbance ❑ ...Construction/Excavation/Fill - Right -of -way ❑ Non Right -of -way ❑ ❑ ...Total Cut 0 cubic yards ❑ .. Work in Flood Zone ❑ ...Total Fill d cubic yards ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line ❑ ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size .. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ❑ ...Water Main Extension Public ❑ If WO# WO # WO # Private ❑ Private ❑ ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ... Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Forns- Applications On Line\2009 Applications \I -2009 - Permit Application doc Revised: 1 -2009 bh Page 3of6 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. BUILD 1 0 RICA 1k. HORIZE Signatur Print Name: ► (t0 rG tf 4Ph Mailing Address: (3O L L(.ESt . 406. S GENT: 23 0 Date: l ` I v Day Telephone: C}Cv • 32 E ' 7 CS3 S cCi OS- ( g t I z Z City State Zip Date Application Accepted: 9`-- l , —1 v Date Application Expires: / 6 / / Staff Initials: /tie H:Wpplications\Forms- Applications On Line\2009 Applications \I -2009 - Permit Application.doc Revised: 1 -2009 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: htqx/Iwww.ci.tukwila.wa.us RECEIPT ParcelNo.: 3523049121 Permit Number: D10 -260 Address: 18100 ANDOVER PK W TUKW Status: APPROVED Suite No: Applied Date: 09/16/2010 Applicant: SEGALE OFFICE BUILDING COVERED WALKWAY Issue Date: Receipt No.: R10 -02069 Initials: User ID: Payee: JEM 1165 Payment Amount: $1,674.40 Payment Date: 10/13/2010 04:54 PM Balance: $0.00 SEGALE PROPERTIES TRANSACTION LIST: Type Method Descriptio Amount Payment Check 62689 1,674.40 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES 000.322.100 STATE BUILDING SURCHARGE 640.237.114 Total: $1,674.40 1,669.90 4.50 doc: Receiot -06 Printed: 10 -13 -2010 • • C 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.tulcwila.wa.us RECEIPT Parcel No.: 3523049121 Permit Number: D10-260 Address: 18100 ANDOVER PK W TUKW Status: PENDING Suite No: Applied Date: 09/16/2010 Applicant: SEGALE OFFICE BUILDING COVERED WALKWAY Issue Date: Receipt No.: R10 -01842 Initials: User ID: WER 1670 Payment Amount: $1,085.44 Payment Date: 09/16/2010 02:24 PM Balance: $1,674.40 Payee: LANCE MUELLER & ASSOCIATES TRANSACTION LIST: Type Method Descriptio Amount Payment Check 28629 1,085.44 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 1,085.44 Total: $1,085.44 PAYMENT RECEIVED doc: Receipt -06 Printed: 09 -16 -2010 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. tt CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: cQ c M E If, CE Type f Inspection: s ��� i. u l0 , . Address: 1 kJ va ,>ptMOovir ‘A/ Date Called: Special Instructions: Date Wanted: /tea 3-2S- I f P.m. Requester: Phone No: Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: C) t�D4►VL., .r n AfC""- ac% 49,45 .v,- 1 — C r0-F/ I de,:,q 1 — c".) e. c( I 1+ GeB 1r 1 OAL hF-f 1r crfaw,, 0. T L_ 1 i r k t e 4 2 - try-- II . '-' r ieN , + (16)--wl ? t o 4 e / 4-77:is ,J lek 1 Ins or: /,v Date: 3- 2 -5 —// INSPECTION FEE IjEQUIRED. Pgior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. . cagy c !".z e7R ', -, --v . ,5 7— v,%,.•: :F..�¢ �{",y,. 4 i ^•n- w� .h?'i INSPECTION NO. INSPECTION RECORD Retain a copy with permit Jlq'260 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: 6 Type t Inspection: r i A- /1A" tQ Address: ', "- /Date (gl ov ANDavU W Called: Special Instructions: Date Wanted: 3 - Z a.m t (/ p.m. Requester: Phone No '2,0 6 -31 - /9 44 RIApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: �Cc+WI IP Ratwi S Date: /? Lan ❑ REINSPECTION FEE REQUIRED. Prior to next inspection.. fee must be . paid at 6300 Southcenter Blvd.. Suite 100. Call to schedute.reinspection. . INSPECTION RECORD Retain a copy with permit INSPECTION NO. • PERMIT NO. CITY.OF TUKWILA 'BUILDING DIVISION vk24 6300 Southcenter Blvd., #100, Tukwila: WA 98188' 431=3670 Permit ihspection Request Line (206) 431-2451 ' Project: ‘SI £.4 We c, )Cfr"-ittge T9pe of Inspection: fr'-errOl-pilAi 6 • - Address: • ' AAP 40_ "0,040720rne ile te,., Date Called: Special Instructions: , . , . • . . 44'd.- gg Date W,anteq: p.m. Requester: Phone No: -316 - /74W • ElApproved per applicable codes.. Corrections required prior to approval. COMMENTS: p A T L 44I 1 —5.19.06 iREI P 901ff .REQUIR . Prior t next inspection. fee must be "--1 paid a 6300 Southcenter Blvd.. Suite 10�. Call to schedule reinspection. • .:jaa2t0134,114.0.),,,W• • • .-T.V...ga9.4.7'• 'Mr • ..a • Marlit e • - • • •.•• VI...1We • ...Mr ligti.4 r• • • INSPECTION RECORD Retain. a copy with permit • INSPECTION 0. PERMIT NO. CITY OF TUKWILA BUII ING DIVISION If 6300 Southcenter Blvd., #.100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 . Pro'ect: 001140 Type of l pec 'on: i� ©t r t Addl./706o ihdetivcr Dotal: -- (--d Special Instructions: Cog -41 Ire C/f Date Wanted: ---- __It, Requester: DApproved per applicable codes. COMMENTS: Corrections required prior-to approval. . • o-!k s • Fik ❑ REINSPECTION FEE REQUIRED. Prior to next inspection. fee .must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. CONSTRUCTION TESTING LABORATORIES, INC. February 18, 2011 Segale Properties LLC PO Box 88028 Tukwila, WA 98138 ATTN: Steve Nelson 400 Valley Ave. NE yallup, WA 98372 Telephone (253) 383 -8778 Facsimile (253) 383 -2231 www.ctlwa.com REF: Final Inspection Report for 4099 PROJECT NAME SEGALE OFFICE BLDG. COVERED WALKWAY PROJECT ADDRESS 18100 Andover Park West, Tukwila BUILDING PERMIT # 0 . -1.4,0 Dear Mr. Nelson: CTL, Inc. provided special inspection and testing services for the above referenced project. We specifically provided special inspection and testing services of the reinforced concrete, welding and non -shrink grout. The specific work for which we provided special inspection for was, to the best of my knowledge, in accordance with the approved project plans and applicable codes. If you have any questions regarding this final report, or if we may be of further service, please feel free to call or email. Sincerely Yours, 04,144 Dennis M. Smith Manager DMS /caa cc: Mailing List cathya&tlwa.com JJSTRUCTURAL ENGINEERS Engineers Northwest Inc., P.S. FILE C: PY SEGALE OFFICE Tukwila, WA STRUCTURAL CALCULATIONS FOR COVERED WALKWAY September 15, 2010 ENW Project 07- 080000 -10 Duo -zoo • • REVIEWED FOR CODE COMPLIANCE pp®orIVED SEP 6 0 2010 City of Tukwila BUILDING DIVISInN RECEIVED SEP 16 2010 PERMIT CENTER • 6869 Woodlawn Avenue NE . Seattle, WA 98115 • 206.525.7560 . fax 206.522.6698 www.enwseattle.com FN4'\).T ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS PROJECT # 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522-6698 PROJECT de L1 (� SUBJECT eoveffet 44%104y DATE SHEET OF BY 4 /�. J/ � � y V EN'\ ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT # PROJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 ‘rgwie ekice I,�,� / DATE n SUBJECT w 4 •, SHEET G OF BY Iff.4144 0 I 4 7 it. /lief, w ` 4e5) s , ! q- 14 1217 Wlt.e. 4,/t6,2(15) r,22 44 '' (19 ArA/Vh) ow-0m ataft neflc,biei t 1, 4-k 6$14tx) ASS dx60 3 ICLt,7k Get ,22 44= 6,6k' 0 .1 ` 1f'v.tfnef, g = 4,410 k t Mb") _, 2 4 /14 4'6..61` .67Z, ` z, 1 1 1 /5742 BD(. ` n du. c • 7 e " 41/5.6 410' 495tdk , 4-et 6,8104; x Ll, 7 r 61c. 6,,e _ �.� t 4-1,2 ri a /48 Pb e l I, g vk (fr 14.e ,‘ %g) LbL i.°35"iC b r k 5,eettvl r 441 `- 4,4e ; en ®: - go iv a» PSS 16>z g z 5Z6, --3 pracc4gea 1 1D l' 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 : fe6s1c SHEET OF REV. 1: 4/6/07 REV. 2: 9/29/09 RFV 3 iNr1Nr1 SEISMIC Job name : Segale, Covered Walkway 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 = T� = 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.) = Regular Structure 5 Stories? No height limit Site Coefficient Fa = Site Coefficient Fv = Sms = Sm1 = Sds = Sd1 = Seismic Design Category (SDC) = To = Ts = Ct = Period = T = Sa = R= S2o = Cd = IE = Detailing Reference Section = Cs calc. = Cs max. = Cs min. = Cs use = Vu design = V design = Ev = NBN M1 Inverted pendulum type structures (except elevated tanks, vessels, bins & hoppers) NBN N Y 15.00 ft. 1.429 0.489 6 E 11 15.00 ft. 15.00 ft. 15.00 ft. YES Output 0.900 2.400 1.286 1.174 0.857 0.783 D 0.183 0.914 0.02 0.152 0.770 2 2 2 1 = Nonbuitding Structures NOT Similar to Buildings Section 15.1.1 - for Nonbuikling 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 "F ". roof high point (minimum parapet) roof low point (maximum parapet) Section 12.8.13 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 seconds - Section12.8.2.1 (Eq. 12.8 -7) Section 11.4.5 (Eq_ 11.45)or (Eq.11.4 -6)or (Eq. 11.4-7) Table 122 -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 Table 12.8 -1 Cu = 1.4 0.429 Section 12.8.1.1 (Eq. 12.8 -2) 2.576 Section 12.8.1.1 (Eq. 12.8 -3 & Eq. 12.8 -4) 0.030 Section 12.8.1.1 (Eq. 12.8 -5 & Eq. 12.8 -6) 0 .429 Section 12.8.1.1 (Eq. 12.8-2 thru Eq. 12.8 -6) 0.429 *W At strength level USD (Eq. 12.8-1) 0.300 *W Working (0.7*E ) ASD 0.171 *D = +/ -2 Sds 0 (Eq. 12.4 -0) - May be Zero for proportioning foundations. Diaphragms wp = The weight tributary to the diaphragm at that level Fpu calc. = 0.429 Fpu min.= 0.171 Fpu max.= 0.343 Fpu design = 0.343 Fp design = 0.240 *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) 8/25/2010 EQ. ASCE7- 05Seismic.xls Project No.: ENGINEERS - NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E.(SUITE 205) SEATTLE, WA. 98115 SHEET 4 OF 5/25/07 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful (kib Wind on Other Structures - ASCE 7 -05 Section 6.5.14 (,t/ /y/ l�d �-® /4 Solid Signs h 1 Project Name:- Segale Office walkway Wind Speed = Exposure = Category = Is this a hurricane prone region? Sign depth (parallel to wind) = Kzt = Kd = INPUT 85 mph C 1I NO 12.30 ft. 1.00 1.00 s =h 1 Sign 3 sec. gust Sec.6.5.6.3 Table 1 -1 Table 6 -1 Sec.6.5.7.2 k B= 1 26.50 ft \b As = A NW V 1.30 ft. v Lfdtin41$ ) h (total) = 15.00 ft I 4 Ground surface Elevation View F —0.05H = 0.75ft. s/h < 1.0 Ground surface Cross Section View I= qz = qz = Kz = F= qh = G= Cf = As = Height at centroid of As sign = Design height at F = F sign = M sign = M sign = qw design = OUTPUT 1 0.00256 Kz Kzt 18.50 *Kz 0.85 qhGCfAs 15.70 psf 1.163 1.90 34.5 sq.ft. 14.35 ft. 14.35 ft. 1195.3 # 17152 #-ft. 6335 # -ft. 34.70 psf slh = 1 B= lc 26.50 ft I F 0.2B = 5.3ft. centerline a Plan View Table 6 -1 Kd V2 1 (Eq.6 -15) (Eq.6 -15) Table 6 -3 z = 15 ft. ( Eq. 6 -27 ) Velocity pressure evaluated at height h above the ground. Gust effect factor from Section 6.5.8 Net force coefficient from Fig. 6 -20 Gross area of the solid freestanding wall or solid sign. Total wind load on sign Total moment on sign (at ground surface) Total moment on sign (rotational around the sign centerline) 8/20/2010 Solid Signs ASCE7- 05WindMeth2.xls ENWENGINEERS NORTHWEST, INC., P.S. ^• STRUCTURAL ENGINEERS PROJECT # PROJECT SUBJECT tlr'YV y 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 ie ertvi ( D� 4 :t fef fee 4. 21 t 60c; -bows + 2,0 r l &ryrf , 601 + 1, 5 " 1,n ifv qub- , 4' 2,D" lah 'h ctS t 14'L " telOniff c 1 r' DATE SHEET BY g OF A411/17 Cod ,e h p,.r,'.Mn; '2 i1) 4 I Sn —Pi 717k ,C(2 51 t 115D 'T is/5k1 1i.,? 14,2 Mai. 1-, b. V C . L k,i',(12,. :02,3) a) /4 f ff ./r ' ‘34(2,3) , �efswir conf-ro /f) (1,19) I /4 Ok tvinke col, ; gQ g,Wet. = T,9kc/ ®k. teg3 I '-75,1 Ail, /,27' ok, )2eli t (12,7) _ 6,4k 7/ ®k. GGreek v, 4- - bD1 04-kel , fe fAeo t7r 2,7)k* z- .'3 5, De wA q�r -oPi (shack �' Piave ; Mn "62,7k) = 25, 4 k Vt R L6 -s sy t '2,&4 in 3 C y = 1/' 5.ksi ©!C ENW ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS PROJECT # PROJECT SUBJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 - -7560 FAX (206) 522-6698 SG49iE 04t6e J 1114 G ivwrws 4,1 Cy; '" WA 414 e Curs need 2,5 DATE SHEET (p/�,[( %OFF BY /1 VV/ t 11.5(-11) t t 3.5 k e T; 8, F, nmei :1- t/ 4 %6 h'eec Mrettft. e4 f i - corm /C4, -� �-- 414k t 1416 6'5(24 16' 3(,4,7)t4,4116 • 2. , po sfad v/ wrl, trneof tip + ;7E,.� 6enirevis� pc = 1,5k mpp-, L Ie / .fee fere,2P. keef 1", 755114. '75C, 7E) L., e P t 2,5 75(44,4) t ,( k 75711,5, c t ',l k ZDt, 2, 5 k 46v t 7,1k Berl 4, 4. 4,7k Phi 1d 1 T r7k See sPshed) ENGINEERS - NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA 98115 SHEARWALL FOOTING SHEET 7 OF rev.12/07/05 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful JOB# P1 =0 PROJECT NAME : P2= 2.5 SHEARWALL MK : high column footing P3= 0 Load Comb. W/ 60 % DL WALL HT. (ft.) = 0.1 O.T.M. (k -ft.) = 13.5 L1 (ft)= Z.25 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 2.5 FTG. LENGTH (ft.) = 5 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = F'c = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT ** OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W /SOIL L4 = MOMENT RESISTING (gross)= FOOTING 0.86 0.019 ksf 0.1 ft. 0.5 in. 2.25 ft 0.5 ft. 2.25 ft. 5. ft. 15. in. 3000 psi 60000 psi 1.4 O.k 2.5k O.k O.k 0. ft. 13.5 kit. 1.0 0.60 O.T.M. LEFT 1.63 0.000 ksf 1.213 ksf 2.91 ft. 22 k -ft Mu DESIGN= BOT. ASREQD.= VuDESIGN = Vu allowable = Ay REQUIRED. = Maximum tie spacing = r6,1d ,7g DIST. X = 0 P4 = 0 L2 (ft.)= 0.5 !- L3 (ft.)= 2.25 (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) @ left end @ wall ctr. @ right end @ distance x (from left E.O.W.) H t (in)= 15 B (ft.)= 5 SOIL BRG.(rt.) L4(OTM rt.) (ft.)= 2.91 2.5 ft 0.120 kcf 0.150 kcf 5. it 25. sq.ft. Vertical Toads SUM P1 -P4 = WALL DL = SOIL DL. = FTG. DL. = SUM P = 2.5k 0.02k 7.49k 4.69k 14.71k h 6-x 5 -X .t 3 (inc.to T.O.F.) (above ftg.) @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL 60 %DL= 8.82k O.T.M. RIGHT F.S. must be > =1.0 1.63 F.S. must be > =1.0 1.213 ksf 0.000 ksf 2.91 ft. 22 k-ft. 16 k-ft. 0.43 sq.in. 11.72 k 61.45 k NOT REQ'D. NOT REQ'D. PER FTG.WIDTH @ d = t-4" @ d = t- 4 "(w /o ties) @ d = t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 0.6 Dead Load was used for calculating the F.S. Page 1 8/25/2010 WALLOT.XLS ENGINEERS - NORTHWEST INC. P.S. 6869WOODLAWN AVE_ N.E. (SUITE 205) SEATTLE, WA 98115 SHEARWALL FOOTING Property of Engineers Northwest, Inc., Seattle - PROJECT NAME : SHEARWALL MK : high column footing JOB # SHEET U OF rev.12/07/05 D-t,75.Sh ,7� Use by others unlawful P1 = 0 P2 = 5.6 P3 = 0 Load Comb. W/ 100 % DL WALL HT. (ft.) = O.T.M. (k -ft.) = L1 (ft.)= TOP OF SOIL or SLAB T.O.F. BURY (ft.) = FTG. LENGTH (ft.) = INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = Pc = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = p= DL factor = OUTPUT ** OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W /SOIL L4 = MOMENT RESISTING (gross)= FOOTING 0.86 0.019 ksf 0.1 ft. 0.5 in. 2.25 ft. 0.5 ft. 2.25 ft. 5. ft. 15. in. 3000 psi 60000 psi 1.4 O.k 5.6k O.k O.k 0. ft 10.1 k-ft. E 1.0 1.00 O.T.M. LEFT 4.41 0.227 ksf 1.197 ksf 5. ft. 45 k-ft. Mu DESIGN= BOT. AsREQD.= VUDESIGN = Vu allowable = Ay REQUIRED. = Maximum tie spacing = 0.1 10.1 2.25 2.5 5 DIST. X = 0 P4 = 0 (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT = FTG. LENGTH = FTG. AREA = (conc.) (reinf.) w N 2.5 ft. I-2 UN= 0.5 L3 (ft.)= 2.26 t (in)= 15 B (ft.)= 5 SOIL BRG.(rt.) lord rt.) (ft•)= 5.00 0.120 kcf 0.150 kcf 5. ft. 25. sq.ft. �, e. Vertical Toads @ left end SUM P1 -P4 = 5.6k @ wall ctr. WALL DL = 0.02k (inc.to T.O.F.) @ right end SOIL DL. = 7.49k (above ftg.) @ distance x FTG. DL. = 4.69k (from left E.O.W.) SUM P = 17.81k © B.O.F. kip-ft(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown Toads assumed to be DL 100 %DL = 17.81k O.T.M. RIGHT F.S. must be > =1.0 4.41 F.S. must be > =1.0 1.197 ksf 0.227 ksf 5. ft. 45 k -ft. 19 k -ft. 0.51 sq.in. 15.42 k 61.45 k NOT REQ'D. NOT REQ'D. PER FTG.WIDTH @ d = t-4" @ d = t- 4 "(wlo ties) @ d = t -4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 1 Dead Load was used for calculating the F.S. Page 1 8/25/2010 WALLOT.XLS Job No.: Job Name . IBC 2003 - Section 1913 - Strength Design of Anchorage to Concrete (WHS or Headed bolts only) no J or L bolts For design of the anchor bolts for uplift on 4 bolt column base plates Ref. PCI 1999 Publication by Ronald A. Cook Safety levels specified are for in- service conditions, rather than for short -term handling and construction conditions. "For Normal weight concrete only" SPECIAL INSPECTION is REQUIRED for these anchors 1!! INPUT ENGINEERS NORTHWEST, INC. P.S. 6869 WOODLAWN AVE.N.E. (SUITE 205) SEATTLE, WA. 98115 w k - 4,19A fabonru r 411-orye Property of Engineers Northwest, Inc., Seattle - Use by others unlawful Concrete fc= Bolt material specification = Anchor diameter = Total anchor embedment = Anchor head shape = Total number of anchors in this group "n" = Number of anchors in row 01 = Number of anchors in row 02 = Number of anchors in row 03 Number of anchors in row #4 = Are anchors torqued so as to put tension in the concrete? Edge distance 1 in direction of shear load = c1 = Dimension "s1" = Edge distance 2 = c2 = Edge distance 3 = c3 = Dimension "s2" = Edge distance 4 = c4 = Member thickness "h"= What is the thickness of the plate the anchors are rigidly welded to? Is structure in a region of intermediate or high seismic risk?(Y orN) Is reinforcing added to tie anchors to the structural member?(Y or N) Is anchor in tension zone of member? (Y or N) Use Load combinations per ACI 318-02 (92 or App_ C) ? Bolt grade = Is anchor a WHS or Headed bolt? Specified tensile strength of fastener steel ftu = hef = 3. ksi A 307 /A 36 7/8 in. 9. in. HEX ASTM 4 2 2 2 2 NO 24. in. 12. In. 24. in. 24. In. 12. In. 24. in. 16. In. 7/8 in. fixed SHEET 9 OF eN' = 0. in. Vu = 0. kips overall embedment= 9. in. Section �C row #4 height center to center of anchor group row #3 �\ c3= ,ic s2= sic c4 eq. 124. in. • 12. in. • 24. in. width center to center of anchor group c2= row #2 24. Min.(anchor embedment plus 4 in.) s1 = (0.4375 in. min. if plate is used) 12. in. Se!sn9c Design Category C± row #1 -1= Y N Y App. C OUTPUT C H 58 ksi 8.125 In. ( Net design embedment - under head ) RESULT SUMMARY Pu = Nu = 38.14 kips Maximum per connection BACKUP DATA Steel Strength =4) Ns = 85.70 kips Concrete Breakout Strength =4) Ncb = 50.85 kips Pullout Strength = n 4) N pn = 64.15 kips Concrete Blowout Strength =4) N sb = N/A • Nn = 38.14 kips 0.2 4Nn= 7.63kips req'd.cover = actual cover = 2.00 in. 23.56 In. Anchor groups IBC 2003 24. in. Vu = 0. laps eV= 0. in. Elevation ANCHOR SPACING & EDGE DISTANCES P = Pu/1.6 = 23.84 kips l erPler v ve 604/105 wo rs 8/20/2010 Page 1 4boltcol anchorsxls EN\V 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 ✓ eyrie oke SUBJECT c(/�i .lcir,olpy4 Columns , Yb SOfn t(fi,) L,5' it Di- 154k' %\ Z i n. DATE SHEET BY 1© OF 11,7(12,V11Psi� 2 c , f16k , .4 W L ,21k f'ets 4 --- iwirmis 34, 7, 4 (1, 2)12, 7 () _ , 26k i/vmle Merl 1 ttt6 29.) T6 k'@ t o, F. (w0-111 - a e) W$5 (6Je 9/14, 6f ieket 2 S`709 14-13,f rd ` 6r1 kis 1 (44/4) 6 ter , F'3,2c47.t,25 x l,d (r 6e Br) ' i k 4,'34 ENGINEERS - NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET 11 1 OF rev.12/07/05 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful JOB# P1 =0 PROJECT NAME : ' P2= 0.9 SHEARWALL MK : typical column footing ; T P3 = 0 DIST. X = 0 P4 = 0 Load Comb. W/ 60 % DL WALL HT. (ft.) = 0.1 O.T.M. (k -ft.) = L1 (ft.)= TOP OF SOIL or SLAB T.O.F. BURY (ft.) = FTG. LENGTH (ft.) = INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = Fc= Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT ** OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W /SOIL L4 = MOMENT RESISTING (gross)= FOOTING 0.86 0.019 ksf 0.1 ft. 0.5 in. 1.375 ft 0.5 ft 1.375 ft 3.25 ft 12. in. 3000 psi 60000 psi 1.4 O.k 0.9k O.k O.k 0. ft. 3.6 k-ft. E 1.0 0.60 O.T.M. LEFT 1.36 0.000 ksf 1.430 ksf 1.3 ft 5 k -ft. MU DESIGN= BOT. ASREQD = VUDESIGN = Vu allowable = Ay REQUIRED. = Maximum tie spacing = 3.6 1.375 2 3.25 (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) @ left end @ wall ctr. @ right end @ distance x L2 (ft.)= 0.6 L3 (ft.)= 1.375 t (in)= 12 B (ft.)= 3.25 SOIL BRG.(rt.) (arm It.) lft•)= 1.30 2. ft. 0.120 kcf 0.150 kcf 3.25 ft. 10.6 sq.ft. '' I K t 1-1)21-lie 1-0 Vertical Toads SUM P1 -P4 = 0.9k WALL DL = 0.02k (inc.to T.O.F.) SOIL DL = 2.53k (above ftg.) FTG. DL = 1.58k (from left E.O.W.) SUM P = 5.03k @ B.O.F. kip -ft(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL 60 % DL = 3.02k O.T.M. RIGHT F.S. must be > =1.0 1.36 F.S. must be > =1.0 1.430 ksf 0.000 ksf 1.3 ft. 5 k -ft 4 k-ft. 0.15 sq.in. 4.23 k 29.05 k NOT REQ'D. NOT REQ'D. PER FTG.WIDTH @ d = t-4" @ d = t- 4 "(w /o ties) @ d =t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 0.6 Dead Load was used for calculating the F.S. Page 1 8/25/2010 WALLOT.XLS www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: -1- f-yf GB"ls - anthers Page: Project. Sub - Protect I Pos. No.: Date: PROFIS Anchor 2.0.9 1 Segale Office Walkway 8/20/2010 Specifiers comments: 4het12 NM/ Input data Anchor type and diameter. Effective embedment depth: Material: Evaluation Service Report :: Issued I Valid: Proof. Stand -off installation: Anchor plate: Profile Base material: Installation: Reinforcement: Geometry [in.] HIT -RE 500-SD + HAS, 3/4 hew„ = 3.000 in. (ha,;,,, = 15.000 in.) ASTM F 568M Class 5.8 ESR 2322 11/1/2007 I - design method ACI 318 / AC308 e, = 0.000 in. (no stand -off); t = 0.625 in. it x I x t = 14.000 x 14.000 x 0.625 in. (Recommended plate thickness: not calculated) Square HSS (AISC); (L x W x T) = 6.000 in. x 6.000 in. x 0.188 in. cracked concrete , 3000, f� = 3000 psi; h = 420.000 in., Temp. short/long: 32/32 °F hammer drilled hole, installation condition: dry condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar 3&4� e p, Ql ?th®is wi W / T COO S D al grove Proof I Utilization (Governing Cases) Loading Proof Loading [Ib, in: Ib] Governing loads N = -540 MZ 0.000 = 290 My = 0.000 Eccentricity (structural section) [in.] ex = 0.000 d' Vx = 0 ey = 0.000 Mx = 40080.000 Design values [lb] Load Capacity Utilization [ %] (3N/Pv Tension Shear Loading Concrete Breakout Strength 3347 6290 53 / - Steel Strength (without lever 73 8730 - / 1 arm) PN [3v Utilization 13N„[°%) Combined tension and shear loads 0.532 0.011 Warnings • Please consider all details and hints/wamings given in the detailed report! 5/3 35 Fastening meets the design criteria! Status OK OK Status OK Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003 -2009 HMI AG, FL -9494 Schaan Hiltt is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: Page: Project: Sub - Project I Pos. No.: Date: PROFIS Anchor 2.0.9 1 Segale Office Walkway q is 8/20/2010 MW Specifiers comments: Input data Anchor type and diameter. Effective embedment depth: Material: Evaluation Service Report:: Issued I Valid: Proof: Stand -off installation: Anchor plate: Profile Base material: Installation: Reinforcement: Geometry [in.] HIT -RE 500-SD + HAS, 718 = 5.032 in. = in.) ASTM F 568M Class 5.8 ESR 2322 111120071 - design method ACI 318 / AC308 eb = 0.000 in. (no stand -off); t = 0.875 in. I, x IY x t = 16.000 x 16.000 x 0.875 in. (Recommended plate thickness: not calculated) Square HSS (AISC); (L x W x T) = 8.000 in. x 8.000 in. x 0.250 in. cracked concrete , 3000, f, = 3000 psi; h = 420.000 in., Temp. short/long: 32/32 °F hammer drilled hole, installation condition: dry condition B; no supplemental splitting reinforcement present edge reinforcement none or < No. 4 bar t14 fh 606u141w1 - tp th,Y1 64,0i ailed ea) (not v od) Proof I Utilization (Goveming Cases) Loading Proof Loading [Ib, in. -lb] Goveming loads N = -1500 Mz= 0.000 V„ = 770 My= 0.000 Eccentricity (structu al section) [in.] ex = 0.000 * Vx =0 ey = 0.000 M, = 166800.000 Design values [lb] Load Capacity Utilization [56] 1N/13V Tension Shear Loading Concrete Breakout Strength 12148 12260 99 / - Steel Strength (without lever 192 12051 - / 2 arm) PH Iv Utilization I1N.v[ °,6] Combined tension and shear loads 0.991 0.016 - 84 Wamings • Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! Status OK OK Status OK Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt AG, FL -9494 Schaan Hilt Is a registered Trademark of Hilt AG, Schaan ENWENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 5226698 PROJECT # PROJECT J 6''} /Ye DATE SUBJECT wi%`k y SHEET 14 OF BY h T h cpar1 - ideal . G�� � • VI . _ 4, t n f., 6/4i2I7YIfIn F ' , i 2P 7 �ti (see f.1) Fp P s A174, t 4- 201,3 r cig Wr SLg(l410) l 7, ?ie rr Fr s 1,94k _ 52,6 ra V f!J© h e c k b e e m g / h n oiler �,e>� 101- ',kg Q4 /6 2(6)c pm, ea, fir t z , CCk ;,.1/c/ fly r 467 z ,?g" Ok, z Page 1 of 2 • • Jaimie Reavis - RE: D10 -260 covered walkway questions From: "Bob Fadden" To: "Jaimie Reavis" , Date: 09/27/2010 11:17 AM Subject: RE: D10 -260 covered walkway questions Jaimie, The canopy is made from tube steel sections which are rectangular or square and has a painted finish that is similar in color to the building frames. The canopy sheeting is the same material that is used on the mechanical screens. The color will be medium bronze so it is in the same family as the columns and window frames. Down spouts will match the canopy sheeting in color. The rail siding dead ends into the Segale Business Park. It is privately held and is rarely used. Previously it ran through the parking lot of the building north of the project site. Currently this siding crosses the private street (Andover Park West) that is west of the site. When cars are pushed to the building's it serves a railroad crew provides supervision required by labor and industries of all crossing. The crossing will be constructed to meet rail road standards. Bob Fadden Associate Architect Lance Mueller & Associates / Architects 130 Lakeside Avenue, Suite 250 Seattle, WA 98122 206 - 325 -2553 Office, 206 - 953 -3174 Cell 206 - 328 -0554 F www.lma-architects.conn/ From: Jaimie Reavis [mailto:jreavis @ci.tukwila.wa.us] Sent: Friday, September 24, 2010 10:58 AM To: snelson @segaleproperties.com Cc: Bob Fadden Subject: D10 -260 covered walkway questions Hi Steve, file: / /C: \Documents and Settings \Jaimie -R \Local Settings \Temp\XPgrpwise \4CAO7D2Ft... 09/28/2010 • • I am reviewing the building permit for the covered walkway, and I have a couple of questions: What will be thtsh -of the canopy, columns, downspout, etc.? Is the rail spur the walkway will cross active? Jaimie Reavis Assistant Planner City of Tukwila Ph: (206) 431 -3659 file: / /C: \Documents and Settings \Jaimie -R \Local Settings \Temp\XPgrpwise \4CAO7D2Ft... 09/28/2010 • PE r� PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -260 DATE 09 -16 -10 PROJECT NAME: SEGALE OFFICE BLDG COVERED WALKWAY SITE ADDRESS: 18100 ANDOVER PK W X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: Tding DiYision Olkyv t \p o' 'o Public Works "�AV1"£ _t° Ire Prev ntion Structural k.\ 1 /( Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE: 09 -21 -10 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 [X Structural Review Required Ti No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 1 0-19-10 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 SEGALE PROPERITIES LLC UBI No. 602023533 Phone 2065752000 Status Active Address Po Box 88028 License No. SEGALPL902CQ Suite /Apt. License Type Construction Contractor City Tukwila Effective Date 2/18/2010 State WA Expiration Date 4/1/2012 Zip 981382028 Suspend Date County King Specialty 1 General Business Type Limited Liability Company Specialty 2 Unused Parent Company Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status LAPIALP055MZ LA PIANTA LIMITED PARTNERSHIP Construction Contractor General Unused 7/9/1995 4/1/2001 Archived SEGALBP151M5 SEGALE BUSINESS PARK Construction Contractor General Unused 7/25/1985 7/9/1995 Archived LAPIAL'008J8 LA PIANTA LLC Construction Contractor General Unused 4/28/2000 4/1/2010 Inactive Business Owner Information Name Role Effective Date Expiration Date SEGALE, MARIO A Agent 02/18/2010 Amount SEGALE, MARIO A Partner /Member 02/18/2010 10DLS31006 Bond Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 1 SAFECO INS CO OF AM 6115146 02/18/2010 Until Cancelled $12,000.00 03/28/2002 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 2 ALASKA NATIONAL INSURANCE COMP 10DLS31006 04/01/2010 04/01/2011 $1,000,000.00 03/31/2010 1 ALASKA NATIONAL INSURANCE COMP 09DLS31006 02/18/2010 04/01/2010 $1,000,000.0003 /31/2009 Summons /Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period https: // fortress .wa.gov /lni/bbip /Print.aspx 10/18/2010 SEGALE OFFICE BUILDING VICINITY MAP BUILDING STATISTICS ILmm^/\ CA A RCHITECTE. 130 LAKESIDE o SEATTLE, o LO C) a) a CANOPY BUILDING PERMIT SUBMITTAL C 0 N .5 a) L 0 C 09 -236 job no. drawn FC—hecked o_ I 0 °' v cs) 13 M N N \ / ' // \ / N N N N ▪ N' N' N' N // 2 / \ N\ N' N N N' N / \ / CANOPY FLOOR PLAN SCALE: 1 /8" = 1 -0" 0 . 8' 1 6' 4' 12' GRAPHIC SCALE LIGHTING LEGEND o♦ SHOE BOX FIXTURE ON 30' POLE 0-0-o DOUBLE SHOE BOX FIXTURE ON 30' POLE OO BOLLARD LIGHT ❑-■ PATHWAY LIGHT ON 12' -15' POLE REVIE\ HED FOR CODE CC MPLIA Ce SEP 3 0 N10 Ciiy oiTuktinAla BUILDING fIVISIP ' RECEIVED SEP 16 2010 PST CEO STATISTICS: NEW 2 STORY BUILDING 1ST FLOOR - 27,720 S.F. 2ND FLOOR - 29,848 S.F. TOTAL - 57,568 S.F. (GROSS) 100' PARKING: TOTAL PARKING SHOWN - 239 STALLS (5 H.C., 2 H.C. VAN, 226 STANDARD, 6 COMPACT) PARKING RATIO: NORTH NEW 2 STORY BUILDING 57,568 S.F. - 239 STALLS = 4.15 PER 1000 COMPACT STALL % = 6/239 = 03% BICYCLE PARKING = 239/50 = 5 REQUIRED COMP. PLAN AREA - TUKWILA SOUTH OVERLAY DISTRICT ZONING - TUKWILA SOUTH OVERLAY DISTRICT WALKWAY CANOPY FLOOR (a LANCE MUELLER & A D ILmm^/\ CA A RCHITECTE. 130 LAKESIDE o SEATTLE, "N rn N N **** \444,* ‘4,4\ "to\ \SA•4 \84k \44. ‘04. \480-# 0 N 'N N 000 000• •000• • • 0000 000• Oa00 • 000 00 00• 00• 00• ii%**\'‘\\ N „N 7 \ CANOPY SIDEWALK PLAN SCALE: 1 /8” = 0 . 8' 4' 12' GRAPHIC SCALE 1 6' LIGHTING LEGEND D-• SHOE BOX FIXTURE ON 30' POLE 0-4-0 DOUBLE SHOE BOX FIXTURE ON 30' POLE • BOLLARD LIGHT ❑-u PATHWAY LIGHT ON 12' -15' POLE •\ -..REV E'i ED i"C)R CODE CO PLI ,NCE Si-T 3 0 201O }� City i u! !a E3U�L Dy$iF flRfl X 11 100' NORTH NEW 2TISTORY BUILDING RECEIVED 1ST FLOOR - 27,720 S.F. 2ND FLOOR - 29,848 S.F. SEP 16 2010 TOTAL - 57,568 S.F. (GROSS) PERMIT CENTER PARKING: TOTAL PARKING SHOWN - 239 STALLS (5 H.C., 2 H.C. VAN, 226 STANDARD, 6 COMPACT) PARKING RATIO: NEW 2 STORY BUILDING 57,568 S.F. - 239 STALLS = 4.15 PER 1000 COMPACT STALL % = 6/239 = 03% BICYCLE PARKING = 239/50 = 5 REQUIRED COMP. PLAN AREA - TUKWILA SOUTH OVERLAY DISTRICT ZONING - TUKWILA SOUTH OVERLAY DISTRICT WALKWAY CANOPY SIDEW, ° LANCE MUELLER & A D Lin A R C H I T E C T 130 LAKESIDE o SEATTLE, o L i rn 5 CANOPY BUILDING PERMIT SUBMITTAL revision O C O o C N -a O .— drawn checked o N 0) r, -0 rn N N **** \444,* ‘4,4\ "to\ \SA•4 \84k \44. ‘04. \480-# 0 N 'N N 000 000• •000• • • 0000 000• Oa00 • 000 00 00• 00• 00• ii%**\'‘\\ N „N 7 \ CANOPY SIDEWALK PLAN SCALE: 1 /8” = 0 . 8' 4' 12' GRAPHIC SCALE 1 6' LIGHTING LEGEND D-• SHOE BOX FIXTURE ON 30' POLE 0-4-0 DOUBLE SHOE BOX FIXTURE ON 30' POLE • BOLLARD LIGHT ❑-u PATHWAY LIGHT ON 12' -15' POLE •\ -..REV E'i ED i"C)R CODE CO PLI ,NCE Si-T 3 0 201O }� City i u! !a E3U�L Dy$iF flRfl X 11 100' NORTH NEW 2TISTORY BUILDING RECEIVED 1ST FLOOR - 27,720 S.F. 2ND FLOOR - 29,848 S.F. SEP 16 2010 TOTAL - 57,568 S.F. (GROSS) PERMIT CENTER PARKING: TOTAL PARKING SHOWN - 239 STALLS (5 H.C., 2 H.C. VAN, 226 STANDARD, 6 COMPACT) PARKING RATIO: NEW 2 STORY BUILDING 57,568 S.F. - 239 STALLS = 4.15 PER 1000 COMPACT STALL % = 6/239 = 03% BICYCLE PARKING = 239/50 = 5 REQUIRED COMP. PLAN AREA - TUKWILA SOUTH OVERLAY DISTRICT ZONING - TUKWILA SOUTH OVERLAY DISTRICT WALKWAY CANOPY SIDEW, ° LANCE MUELLER & A D Lin A R C H I T E C T 130 LAKESIDE o SEATTLE, SIM. 4' LONG CANOPY LIGHT 4 12' -0" 0/C +/- SIM. r ,L= BUILDING UNDER CONSTRUCTION REFLECTED CEILING PLAN o SCALE: 1/8" = V-0" —0" 8' 16' 4' 12' GRAPHIC SCALE SIM. SIM. NORTH 100' r PAN ROOF DECK SLOPE MIN. 1/8" PER FT. PAN ROOF DECK SLOPE MIN. 1/8" PER FT. g ROOF PLAN SIM. SCALE: 1 /8" = V-0" —0" 0 8' 4' 12' GRAPHIC SCALE 16' NORTH 100' SIM. BUILDING UNDER CONSTRUCTION SIM. CODE CoMPLIANCE SEP 3 0 2010 City of Tu Q i!a RECEIVED SEP 16 2010 PERMIT CENTER 0 BUILDING U W rz4 0 0 Emi Cs' 8100 ANDOVER PARK WEST z J 0 LL 0 0 z z J W U REFLECTED ASSOCIATES Ca LANCE MUELLER 0) u) N N c0 0 N a N N a) I- U CC .o 130 LAKESIDE sheet A1.5 CD I L, T rn N } 0 CANOPY BUILDING PERMIT SUBMITTAL C 0 > a) L. O C 09 -236 job no. drawn checked 0 rn } 1 D rn "3 0 BUILDING U W rz4 0 0 Emi Cs' 8100 ANDOVER PARK WEST z J 0 LL 0 0 z z J W U REFLECTED ASSOCIATES Ca LANCE MUELLER 0) u) N N c0 0 N a N N a) I- U CC .o 130 LAKESIDE sheet A1.5 ELEVATION 1/8" = 1' -0" A4.6 STEEL FRAMING PER STRUCTURAL - PAINT TYP. STEEL FRAMING PER STRUCTURAL - PAINT TYP. T.S. COL. PER STRUCTURAL - PAINT TYP. C, ELEVATION 1/8" = 1' -0" ELEVATION 1/8" = 1' -0" T.S. COL. PER STRUCTURAL - PAINT TYP. 1 A4.6 STEEL FRAMING PER STRUCTURAL - PAINT TYP. STEEL FRAMING PER STRUCTURAL - PAINT TYP. T.S. COL. PER STRUCTURAL - PAINT TYP. ELEVATION 1/8" = 1' -O" 7-- STEEL FRAMING PER STRUCTURAL - PAINT TYP. T.S. COL. PER STRUCTURAL - PAINT TYP. ELEVATION 1/8" = 1' -0" BUILDING UNDER CONSTRUCTION STEEL FRAMING PER STRUCTURAL - PAINT TYP. T.S. COL. PER STRUCTURAL - PAINT TYP. A4.6 BUILDING UNDER CONSTRUCTION ELEVATION 1/8" = 1' -O" STEEL FRAMING PER STRUCTURAL - PAINT TYP. I ELEVATION 1/8" = 1' -0" T.S. COL. PER STRUCTURAL - PAINT TYP. ELEVATION 1/8" = 1' -0" REVIEWED ED FOR CODE COMPLIANCE apy SEP 3 0 2010 City oi TOT/11a BUILDING DI'IISIflfdi 0 RECEIVED SEP 16 2010 PPRMITCENTER 8' 16' 4' 12' GRAPHIC SCALE BUILDING 8100 ANDOVER PARK WEST 0 O U Q J 0 cn a 0 MUELLER U a J M u) to N M CD 0 a N N a) a w J I- I- W (/) U) C.) W 2 U Q 130 LAKESIDE sheet A3.2 0 1 n i rn 4) } 0 -0 CANOPY BUILDING PERMIT SUBMITTAL C 0 N > O L O C 09 -236 job no. drawn checked 0 1 (3) D a)-0 BUILDING 8100 ANDOVER PARK WEST 0 O U Q J 0 cn a 0 MUELLER U a J M u) to N M CD 0 a N N a) a w J I- I- W (/) U) C.) W 2 U Q 130 LAKESIDE sheet A3.2 1 1/2" PAN DECK SLOPE 1/8" PER FT. METAL END TO MATCH DECKING 3 1/2 X 2 STEEL SUPPORT 8 X 2 STEEL FASCIA M 1 1/2" PAN DECK SLOPE 1/8" PER FT. C 3 X 5 STEEL CHANNEL 5 X 2 STEEL FRAMING 5 X 2 STEEL FRAMING WELD AND GRIND JOINTS SMOOTH 12' -4" 8 X 6 STEEL BEAM 16 x 8 AT SIM. 6 X 6 TS COL. 8 X 8 TS COL. AT SIM. n 2' -0" 6" _ 7' -0" 2' -0" 1" 1' -10" 3' —g„ 3, -9" 1' -9n 2" 4" 1� I A4.6 VARIES r 7' -6" lJ w z 0 A4.6 ■ 2' -6" MIN. SECTION ■ DOWNSPOUT AT COL. SPLASH BLOCK 1/2" = 1' -0" 5 X 2 STEEL FRAMING WELD AND GRIND JOINTS SMOOTH WELD AND GRIND JOINTS SMOOTH 1 1/2" PAN DECK SLOPE 1/8" PER FT. 3 1/2 X 2 STEEL SUPPORT 5 X 2 STEEL FRAMING LIGHTING DETAIL DETAIL 3,, = 1' -0" 10' -4" DOWNSPOUT AT COL. 3" = 1' -0" 12' -4" 1 1/2" PAN DECK SLOPE 1/8" PER FT. 1/2 X 2 STEEL SUPPORT 5 X 2 STEEL FRAMING 8 X 6 STEEL BEAM 6X6TSCOL. 5 X 2 STEEL FRAMING WELD AND GRIND JOINTS SMOOTH WELD AND GRIND JOINTS SMOOTH / 2' -0" 7' -0" 2' -0" ' -1" 1' -10" 3, -9" 3, -9" 1' -9" 211)i,4" B A4.6 7' -6" n ■ DOWNSPOUT AT COL. SPLASH BLOCK A ■4.6 1 1/2" PAN DECK SLOPE 1/8" PER FT. 5X2 2 1/4" 4" 3 1/2 X 2 STEEL SUPPORT METAL GUTTER TO MATCH DECKING STEEL FRAMING WELD AND GRIND JOINTS SMOOTH DETAIL 8 X 2 STEEL FASCIA 3" = 1' -0" 12' -6" 2' -0" 6' -10" 2' -0" 1' -11" 3, -9" 3' —g„ ' -10" 21,4" I 7' -6" D q■4.6 SIM. If E A4.6 DOWNSPOUT AT COL. I REV6'EUiED °oil CODE COQ nP I NQE SEP 3 0 2010 City of Tukwila BUILO1M RECEIVED SEP 16 2010 PERMIT C NTER .cra °$ . a sI • • • • SECTION A SECTION 1 /2" = 1' -0" 1 /2" = 1' -0" 7' -6' 58' -6" 16' -3" OW- 13' —1" 20' -54" 10' -6" I I MARK SIZE REINFORCEMENT F3.25 3' -3" x 3' -3" x 1' -0" 3— #5 E.W. TOP 4 — #5 E.W. BOT. F5.0 5'-0" x 5 " x —0 1 —3 " m a • C 0 N w L C 07080006 job no. P. PATEL drawn D. KAEMINGK checked 8 -12 -10 date 0 _ 0 r 0. / / / / / / / / / / / / / / / 0. co oi N J O 0 b�. O s cro COLUMN \V \ x8 (0 N FOOTING SCHEDULE MARK SIZE REINFORCEMENT F3.25 3' -3" x 3' -3" x 1' -0" 3— #5 E.W. TOP 4 — #5 E.W. BOT. F5.0 5'-0" x 5 " x —0 1 —3 " 4— #5 E.W. TOP 5— #5 E.W. BOT. \( \ I \ Ii4Ori CE? ()ZG City of ..!vela UlLD 1Rn r. i �lslork! \ /`- \ • r- M PARTIAL WALKWAY CANOPY FOUNDATION PLAN " = 1' -0" L1I\ RECEIVED SEP 16 2010 P RMITC L: \2007files \07080 \07080006 \SEGALE OFFICE BUILDING—S1.1—S1.2—WALKWAY FOUNDATION PLAN- 48- 07080006.dwg, 09- 15 -10, 12:00pm, bharatp, 48 12' -10" 4' -9" 2' -6" 1�1 I GENERAL NOTE THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE - ASTM'S NOTED ARE TO BE LATEST EDITION 1. DESCRIPTION Building Name & Covered Walkway 2. DESIGN CODE AND Applicable Code 3. DESIGN LOADS a. Roof Live Load b. Snow Load c. Seismic d. Wind Load Site Location - Segale Office Building, Tukwila, STANDARDS - 2006 International Building Code (IBC) e. Dead loads f. Load Combinations See snow load Basic ground snow load - Pg = 25 psf Basic roof snow load - Pf = 25 psf Ss = 1.429, S1 = 0.489, Ie = 1.0, Site Seismic Design Category = "D ", Seismic SDS = 0.857, SD1 = 0.783. Basic Seismic Force Resisting System = pendulum type structure. Cs = 0.300 (ASD), R = 2. Equivalent Lateral Force Procedure used. Basic wind speed (3 sec. gust) = 85 (mph) Exposure B Importance factor Iw = 1.0. Weight of structure. All Code required load combinations are to the building design. WA Class "E" Use Group Inverted and be used in FOUNDATION THE FOUNDATION WAS DESIGNED WITH AN ALLOWABLE SOIL BEARING CAPACITY OF 3000 PSF FOR 2' -0" WIDE STRIP FOOTINGS AND 4,000 PSF FOR BALANCE OF FOOTINGS IN ACCORDANCE WITH SOILS REPORT #0291- 004 -01 DATED 1 -5 -10 PREPARED BY GEOENGINEERS, INC. PREPARE THE SITE PER SOILS ENGINEER'S RECOMMENDATIONS. BEAR ALL FOOTINGS AND SLABS ON PROPERLY PREPARED COMPACTED STRUCTURAL FILL, SEE SOILS REPORT. COMPACT ALL STRUCTURAL FILL AND BACKFILL PER SOILS ENGINEER'S RECOMMENDATIONS. DETERMINE MAXIMUM DENSITY BY ASTM D 1557. EXTEND ALL EXTERIOR FOOTINGS 18" MIN. BELOW FINAL FINISHED GRADE. SEE ARCH. AND SOILS REPORT FOR SLAB ON GRADE UNDERLAYMENT. CAST -IN -PLACE CONCRETE F'c = 3000 PSI CONCRETE MAY BE PROPORTIONED ON THE BASIS OF FIELD EXPERIENCE AND TRIAL MIXTURES AS DESCRIBED IN CODE. SUBMIT MIX DESIGN AND DATA AS REQUIRED FOR EACH METHOD. MIXING AND PLACING OF ALL CONCRETE AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE UBC AND ACI CODE 318. PROPORTION AGGREGATE TO CEMENT TO PRODUCE A DENSE WORKABLE MIX WITH 4" MAXIMUM SLUMP WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. SEE SPECIFICATIONS FOR ADMIXTURES. PROVIDE 5% + 1 -1/2% TOTAL AIR CONTENT FOR CONCRETE EXPOSED TO FREEZING AND THAWING EXPOSURES. LIMIT WATER- CEMENT RATIO TO .45 AND USE TYPE V CEMENT WHERE CONCRETE IS EXPOSED TO SOIL CONTAINING WATER SOLUBLE SULFATE IN EXCESS OF .2 %. WATER REDUCING OR SUPERPLASTICIZING ADMIXTURES MAY BE USED TO INCREASE WORKABILITY WITHOUT INCREASING WATER- CEMENT RATIO OF DESIGN MIX SUBMITTAL. SEE SPECIFICATIONS FOR CURING. 3/4" CHAMFER ALL EXPOSED CONCRETE EDGES UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. REINFORCING STEEL USE DEFORMED CONCRETE REINFORCING STEEL CONFORMING WITH ASTM A 615, GRADE 60 (fy= 60,000 PSI). LAP CONTINUOUS REINFORCING BARS 52 BAR DIAMETERS FOR #6 BAR OR SMALLER, 65 BAR DIAMETERS FOR #7 BAR AND LARGER, UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS (2' -0" MIN. BEND) FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH "ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES ". WELDED WIRE FABRIC (WWF) TO CONFORM WITH ASTM A 185. REINFORCING HOOKS TO COMPLY WITH STANDARD ACI HOOKS EXCEPT STIRRUPS AND TIES SHALL HAVE 135 DEGREE ACI SEISMIC HOOKS. COVER TO REINFORCEMENT: CAST AGAINST AND PERMANENTLY EXPOSED TO FORMED SURFACES EXPOSED TO EARTH OR WEATHER NOT EXPOSED TO WEATHER OR IN CONTACT SLABS, WALLS, JOISTS BEAMS, COLUMNS PRIMARY REINFORCEMENT (INCHES) EARTH 3 #6 AND LARGER 2 #5 AND SMALLER 1 -1/2 WITH GROUND #11 AND SMALLER 3/4 1 -1/2 STRUCTURAL STEEL ALL WORK IN ACCORDANCE WITH "AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS ", AND THE "CODE OF STANDARD PRACTICE ". STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: WIDE FLANGE SHAPES ASTM A 992 (Fy= 50,000 PSI) OTHER SHAPES & PLATES ASTM A 36 (Fy= 36,000 PSI) TUBE SHAPES ASTM A 500, GRADE B (Fy= 46,000 PSI ANCHOR BOLTS ASTM F 1554 (Fy= 36,000 PSI HIGH STRENGTH BOLTS ASTM A 325 BASE PLATE GROUT ASTM C 1107 ALL STRUCTURAL STEEL BOLTED CONNECTIONS ARE ASTM A 325 TYPE N CONNECTIONS - BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE. CONNECTIONS ARE NON -SLIP CRITICAL AND BOLTS NEED BE TIGHTENED "SNUG TIGHT" ONLY, UNLESS OTHERWISE NOTED. PROVIDE WASHERS AT OUTER PLYS WITH SLOTTED HOLES. INSTALL A 325 BOLTS IN ACCORDANCE WITH "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A 325 OR A 490 BOLTS" (6/23/01). PROVIDE MINIMUM EMBEDMENT FOR ANCHOR BOLTS PER IBC TABLE 1912.2 FOR CONCRETE, UNLESS SHOWN OTHERWISE. ALL WELDING TO CONFORM WITH AWS D1.1 "STRUCTURAL WELDING CODE - STEEL". WELDS NOT SPECIFIED SHALL BE 1/4" CONTINUOUS FILLET MINIMUM. ALL WELDS BY WABO CERTIFIED WELDERS. USE LOW HYDROGEN FILLER METAL WITH A MINIMUM TENSILE STRENGTH OF 70 KSI. ALL WELDED JOINTS SHALL BE AWS PREQUALIFIED. WELDHEAD STUDS (WHS) ARE TO BE MACHINE WELDED WITH PROPER EQUIPMENT AS REQUIRED BY MANUFACTURER. SEE SPECIFICATIONS FOR ITEMS TO BE GALVANIZED. ALL STEEL ERECTION, INCLUDING OPEN WEB JOISTS AND METAL DECK SHALL BE IN ACCORDANCE WITH THE CURRENT OSHA STEEL ERECTION STANDARD. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THIS STANDARD. THE GENERAL CONTRACTOR SHALL REVIEW THE 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. DO NOT PLACE ANY CONSTRUCTION LOADS ON MEMBERS UNTIL THEIR CONNECTIONS ARE COMPLETE. REBAR DOWEL INSTALLATION DRILL HOLES FOR DOWELS IN ACCORDANCE WITH GROUT MANUFACTURERS RECOMMENDATIONS. BLOW HOLE CLEAN WITH OIL FREE COMPRESSED AIR. FILL HOLES WITH A MEASURED AMOUNT OF EPDXY. INSERT REBAR AND SECURE UNTIL GROUT HAS REACHED ITS INITIAL CURE. ALL WORK SHALL BE BY PERSONNEL EXPERIENCED IN THE USE OF THIS PRODUCT, AND IN ACCORDANCE WITH ICC TEST REPORT. 2- #5 CONT. 0 N 0 CO (V 2 is -J 0 2 1 PER ARCH EllIE111E111 0 M HOOK BARS 4' 8" • " TYP. • 4 IN III- III -411- iil 1 1 1 =111=111 1 1 11 = 2" TYP. V 0 • . l\ ' i" BASE R w/ (4)- 4" 0 THREADED RODS DRILLED & EPO44'10 IED w/ HILT! HIT- RE -500SD ADHESIVE (EMBED 8 ") ALTERNATE; (4)- i "cb CIP ANCH. BOLTS (EMBED 8 ") 7 • SECTION Q. COLUMN & FOOTING COLUMN PER PLAN 4" SLAB ON GRADE w/ #4 18 "oc E.W.® MID -DEPTH NOTE; PAINT ALL STEEL EXPOSED TO EARTH w/ 3 COATS ASPHALTIC PAINT, TYP. i" NON SHRINK LEVELING GROUT A -1.2 " = 1' -0" 0 A J 0 NOTE TO MECHANICAL AND ELECTRICAL TRADES CONTRACTOR SHALL SUBMIT PLANS SHOWING LOCATION, LOAD AND ANCHORAGE OF ALL HANGERS SUPPORTING ANY MECHANICAL, ELECTRICAL, PLUMBING OR SPRINKLER LOADS IN EXCESS OF 50 POUNDS. ANY ROOF MOUNTED EQUIPMENT SHALL BE INCLUDED IN THESE PLANS AND SHALL SHOW LOADS AND LOCATIONS. THESE SHALL BE SUBMITTED TO ENGINEERS NORTHWEST FOR APPROVAL PRIOR TO INSTALLATION OF ANY OF THIS EQUIPMENT. ALL DETAILS OF CONNECTIONS TO THE STRUCTURE FOR EQUIPMENT SHALL BE BY THE SUPPLIER OF THAT EQUIPMENT. IF THE BUILDING DEPARTMENT REQUIRES A SUBMITTAL REGARDING THE DESIGN OF THESE DETAILS, IT WILL BE THE RESPONSIBILITY OF THE EQUIPMENT SUPPLIER TO PROVIDE THIS SUBMITTAL. SHOP DRAWINGS SUBMIT 3 SETS OF SHOP DRAWINGS TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED AND STAMPED FOR COMPLIANCE AND PRIOR TO FABRICATION FOR: STRUCTURAL STEEL, MISCELLANEOUS STEEL AND REINFORCING STEEL, CONCRETE MIX DESIGNS AND PANELS. 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. INSPECTIONS INSPECTIONS SHALL CONFORM TO IBC SECTION 109. SPECIAL INSPECTIONS AND TESTS INSPECTIONS ARE TO BE PER IBC CHAPTER 17 AND ARE TO BE BY AN INDEPENDENT TESTING AGENCY. THE SPECIAL INSPECTION AGENCY AND SPECIAL INSPECTION INSPECTORS SHALL BE REGISTERED WITH THE WASHINGTON ASSOCIATION OF BUILDING OFFICIAL (WABO), AND SHALL BE APPROVED BY THE BUILDING OFFICIAL PRIOR TO CONSTRUCTION. SOILS: CONCRETE: CONC. EXPANSION ANCHORS & DRILLED -IN DOWELS: STEEL: FABRICATORS: REPORTS: ABBREVIATIONS ARCH. BAL. B. OR BOT. BTWN. BLDG. B.O.C.A. BRG. C.I.P C.J. CLR. CMU COL. CONC. C.S.J. EA. E.E. E.F. E.J. EL. OR ELEV. E.N.W. OR ENW F.O. EQ. E.S. E.W. F.O.C. F.O.S. F.O.W. FTG. GA. GALV. G.W.B. H. OR HORIZ. I.B.C. I.C.B.O. I.F. INC. I.S. K L.W. L.L.H. L.L.V. CO (V 0 N) VERIFY THAT SITE PREPARATION, FILL PLACEMENT AND IN -PLACE DENSITY MEET REQUIREMENTS OF APPROVED SOILS REPORT. IN ACCORDANCE WITH TABLE 1704.4 OF IBC AND REFERENCED STANDARDS. CONTINUOUS INSPECTION: DURING PLACEMENT TO SAMPLE FRESH CONCRETE FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS AND TEMPERATURE MEASUREMENTS OF CONCRETE. VERIFY CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES. PERIODIC INSPECTION: VERIFY REINFORCING STEEL AND PLACEMENT. CHECK FOR REQUIRED COVER, SIZE, GRADE, AND SPACING. VERIFY PLACEMENT OF EMBEDED CONNECTIONS, DOWELS, AND ANCHOR BOLTS. VERIFY USE OF REQUIRED MIX DESIGN. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES. COPY OF ICC REPORT FOR ANCHORS OR ADHESIVE SYSTEM USED MUST BE AVAILABLE AT JOB SITE. VERIFY ANCHORS OR ADHESIVE SYSTEM INSTALLATION IS IN ACCORDANCE WITH REPORT. IN ACCORDANCE WITH TABLE 1704.3 OF IBC AND REFERENCED STANDARDS. CONTINUOUS INSPECTION: MULTIPASS FILLET WELDS. SINGLE -PASS FILLET WELDS GREATER THAN 5/16 -INCH. PERIODIC INSPECTION: INSTALLATION OF BEARING -TYPE BOLTED CONNECTIONS. SINGLE -PASS FILLET WELDS 5/16 -INCH OR LESS. STEEL JOINTS AND CONNECTIONS FOR COMPLIANCE WITH PLANS. SPECIAL INSPECTION OF STRUCTURAL FABRICATORS IS NOT REQUIRED IF FABRICATOR IS REGISTERED AND APPROVED TO DO SUCH WORK WITHOUT SPECIAL INSPECTION. PROVIDE REPORTS IN ACCORDANCE WITH SECTION 1704.1.2 OF IBC AND QUALITY ASSURANCE SECTION OF THESE GENERAL NOTES. = ARCHITECT = BALANCE = BOTTOM = BETWEEN = BUILDING = BUILDING OFFICIALS CODE ADMINISTRATORS = BEARING = CAST IN PLACE = CONSTRUCTION JOINT = CLEAR = CONCRETE MASONRY UNIT = COLUMN = CONCRETE = CLOSURE STRIP JOINT = EACH = EACH END = EACH FACE = EXPANSION JOINT = ELEVATION = ENGINEERS NORTHWEST = FACE OF = EQUAL = EACH SIDE = EACH WAY = FACE OF CONCRETE = FACE OF STUD = FACE OF WALL = FOOTING = GAGE = HOT DIP GALVANIZED = GYPSUM WALL BOARD = HORIZONTAL = INTERNATIONAL BUILDING CODE = INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS = INSIDE FACE = INCLUDING = INSIDE FACE = KIP (1000 POUNDS) = LONG WAY = LONG LEG HORIZONTAL = LONG LEG VERTICAL S IInn u lliF EINEHL-Ell 1 M.F.R. N.F. N.T.S. 0/C 0.F. 0.S. 0.T.O. REINF. REM. R.O. SECT. SIM. S.J. STL. SW SYMM. T. T.O. T.O.B. T.O.F. T.O.S. TYP. U.B.C. U.N.O. VERT. V.F.F. VFY V.I.F. V.N.F. V.O.F. W/ W/O W.H.S. 4' i" NON SHRINK LEVELING GROUT 0 0 J 0 • 2" TYP. = MANUFACTURER = NEAR = NOT TO SCALE = ON CENTER = OUTSIDE FACE = OUTSIDE = OU TO = REINFORCING G = REMAINDER = ROUGH OPENING = SECTIONS = SIMILAR = SHRINKAGE JOINT = STEEL = SHEARWALL = SYMMETRICAL = TOP = TOP OF = TOP OF BEAM = TOP OF FOOTING = TOP OF STEEL TOP OF SLAP = TYPICAL AT ALL SIMILAR PLACES = UNIFORM BUILDING CODE = UNLESS NOTED OTHERWISE = VERTICAL EACH FACE = VERTICAL = VERTICAL FAR FACE = VERIFY = VERTICAL INSIDE FACE = VERTICAL NEAR FACE = FACE VERTICAL OUTSIDE = WITH = WITH OUT = WELD HEAD STUD = AT = CENTER LINE = PLATE COLUMN & FOOTING COLUMN PER PLAN SLAB PER SECTION A -1.2 •4 IIII I\ V =M=M= 2" TYP. NOTE; PAINT ALL STEEL EXPOSED TO EARTH w/ 3 COATS ASPHALTIC PAINT, TYP. • 1 "B ER w/ (4)- T "0 ANCH. . BOLTS w/ x Q . WASHERS L: \2007files \07080 \07080006 \SEGALE OFFICE BUILDING-S1.1-S1.2-WALKWAY FOUNDATION PLAN- 48- 07080006.dwg, 09- 15 -10, 12:00pm, bharatp, 48 SECTION L1- iii -iii- 111l 1 1 rill l hill l B -1.2 in — 1' —o" — 0 O 0 24' -0" 29' -7" 7' -6" 0 in N 6'.. 6'• rn i 1 03 \ S. 6x6x COLD A\ A ti O • NP. .N. c \\ \ \ \ \ \ ,\ \ , < \ \ \ \ \ \ PARTIAL WALKWAY CANOPY FOUNDATION PLAN 1" - 1' -0" 4 - N5°' $)' `c e CO/ R . 1V93 ran CODE "- +ae7b,0 4 °Cr 1 4,3E SEP 3: fZ.g City of T uittuiIa BUYS DPP ECEIVED SEP 16 2010 PERMIT CENTER W a m -+— Z O W IY revision g I 07080006 job no. P. PATEL drawn D. KAEMINGK checked 8 -12 -10 date BUILDING PARK WEST 8100 ANDOVER C) MUELLER Q co N N N M c0 N N N rn 4 I- 0 a 130 LAKESIDE sheet S1.2 a -E- II -0 I • C 0 m L I C 07080006 job no. P. PATEL drawn D. KAEMINGK checked 8 -12 -10 date GPI Oa \ z H.S.S. 32x2x16 TYPICAL METAL DECK 4,0;=40" ppF GP : vst%'`I Q�a s1. • ,kr E.S. TYP. CAD JOINTS E.S. TYP. @ JOINTS CODE COMP/ / ,I '4 th sill 0 2010 City of BUILDING DI` fISIOil PARTIAL WALKWAY CANOPY FRAMING PLAN u = 1 ► —On RECEIVED SEP 16 2010 PERMITGENTER L: \2007files \07080 \07080006 \SEGALE OFFICE BUILDING— S1.3 —S1.5— WALKWAY ROOF FRAMING PLAN- 48- 07080006.dwg, 09- 15 -10, 11:59am, bharatp, 48 METAL END TO MATCH DECKING 2" 4" (WY.) H.S.S. 31x2xi TYP. TYP> ROOF DECK PER ARCH C3x5 CONT. SLOPE MIN. 8" PER FT. H.S.S. 32x2x16 H.S.S. 8x2xi4 FASCIA TYP. CONTRACTOR NOTE; SECURE EACH SECTION OF ROOF STRUCTURE ASSEMBLY TO COLUMNS EACH END SUFFICIENT TO MEET OSHA. REQUIREMENTS PRIOR TO RELEASING ASSEMBLY FROM HOIST CABLE(S). 2" 4" 1' -11" H.S.S. ES.TYP> I� N.S. & F.S. TYP, NOTE; GRIND JOINTS SMOOTH 0 ALL SHOP & FIELD WELDING EQ. /2" IN 12" \TYP. H.S.S. 32x2x16 H.S.S. PER PLAN H.S.S PER PLAN CONT. H.S.S BEAM PER PLAN I I H.S.S. COLUMN EQ. PER PLAN (WY. (WY.) SECTION A -1.4 . H.S.S. 1, -8i" (VFY.) NOTE; REMAINDER PER SECTION A -1.4 H.S.S. COLUMN PER PLAN E.S. TYP. /N.S. & \F.S. TYP. SECTION B -1.4 v_on 64" 2" 'VFY.) Air-11 (I) L: \2007files \07080 \07080006 \SEGALE OFFICE BUILDING— S1.3 —S1.5— WALKWAY ROOF FRAMING PLAN- 48- 07080006.dwg, 09- 15 -10, 11:58am, bharatp, 48 H.S.S. BEAM PER PLAN 1 i" = 1' -0" H.S.S. 3Ix2x13 TYPICAL E.S. TYP. JOINTS VFY. DIM. TYP. "x2" CONT. R 3 SIDES TYP. PROVIDE H.S.S. 5x5x4x0' -4" CENTERED ON EACH COLUMN w/ :" FILLET WELD ALL AROUND D TO H.S.S. BEAM TYP. w 2" IN 12" TYP. CONT. H.S.S BEAM PER PLAN H.S.S. COLUMN PER PLAN H.S.S. PER PLAN, TYP. PER ARCH -TT n-1 -Ir �II 1L —u —II Ju II I II I II I II I 1 .1. Ip H.S.S. BEYOND PER PLAN w it L4x4x4x0' -5" SEAT ANGLE (REMOVE AFTER BEAM WELDING IS COMPLETE 0 CONTRACTOR'S OPTION) It' L —J CONN. PER SECTION B -1.4 METAL GUTTER TO MATCH DECKING NOTC FOR GUTTER w/ " CAP it, TYP. H.S.S. 8x2x16 FASCIA, TYP. 3 SIDES TYP. H.S.S. 8x2x1- END FACIA, TYP. PROVIDE MITER JT. TYPICAL) C3 SIDES A -1.4 TYP. H.S.S. 6x64 PONY COLUMN CONN. PER SECTION A -1.4 \Z /PONY COL. *v/ TO BEAM z PROVIDE H.S.S. 7x7x1 "x0' -4" a, 2TR'D. ON EACH COLUMN w/ 4" FILLET WELD ALL — AROUND TO H.S.S. BEAM, TYPICAL 10' -6" MAX. ( H.S.S. PER PLAN, TYPICAL \ DETAILS PER SECTION A -1.4 SECTION C -1.4 H.S.S. PER PLAN PARTIAL WALKWAY CANOPY FRAMING PLAN rr C DE COMPLIANCE 85.5 aq Cif: , Fx�'d 2U10 Chi/ of M:.a?ib BUILDING DIVISION RECEIVED SEP 16 2010 PERMITCEMTTF a w -F- 0 -0 z w c 0 m L . o C 07080006 job no. P. PATEL drawn D. KAEMINGK checked 8 -12 -10 date H.S.S. 5x24 TYPICAL H.S.S. 32x2x16 TYPICAL COLUMN BELOW L: \2007files \07080 \07080006 \SEGALE OFFICE BUILDING- S1.3 -S1.5- WALKWAY ROOF FRAMING PLAN- 48- 07080006.dwg, 09- 15 -10, 11:59am, bharatp, 48 H.S.S. 5x24 TYPICAL MITER CORNER HIGH LEVEL CANOPY ROOF FRAMING PLAN METAL DECK H.S.S. 5x24 TYPICAL H.S.S. 32x2xi TYPICAL 1° = 1' -0" 4 TOP VIEW -r �- COLUMN PER SECTION C -1.4 H.S.S. 5x2x . TYPICAL H.S.S. 32x24 TYPICAL PONY COLUMN PER SECTION C -1.4 PONY COLUMN \ 5• PER SECTION C -1.4 H.S.S. 5x24 TYPICAL SEP 3 0 2010 City o Walt. BUILDING rintigir MID -LEVEL CANOPY ROOF FRAMING PLAN :" 1' -0" RECEIVED SEP 16 2010 PERNTCENTER TUKWILA, WA PARK WEST 8100 ANDOVER WALKWAY CANOPY FRAMING PLAN J CL 0] CO C LANCE MUELLER 4 F- n W H N N N M 0 N SEATTLE, WA 98122 sheet S 1.5 m t 5 "0 O W revision : O i 07080006 job no. P. PATEL drawn D. KAEMINGK checked 8 -12 -10 date TUKWILA, WA PARK WEST 8100 ANDOVER WALKWAY CANOPY FRAMING PLAN J CL 0] CO C LANCE MUELLER 4 F- n W H N N N M 0 N SEATTLE, WA 98122 sheet S 1.5