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Permit D12-225 - TUKWILA TRANSIT CENTER - NEW BUS TRANSIT SHELTER AND AMENITIES
TUKWILA TRANSIT CENTER ANDOVER PARK W & BAKER BLVD D12-225 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No: 9202470010 Address: Project Name: TUKWILA TRANSIT CENTER Permit Number: D12-225 Issue Date: 2/24/2014 Permit Expires On: 8/23/2014 Owner: Name: Address: , , WA, Contact Person: Name: CYNDY KNIGHTON Phone: (206) 431-2450 Address: 6300 SOUTHCENTER BL, STE 100 , TUKWILA, WA, 98188 Contractor: Name: RCNW Address: PO BOX 188 , RENTON, WA, 98057 License No: RCNW*CN978L6 Lender: Name: N/A - CITY FUNDED Address: Phone: (425) 254-9999 Expiration Date: 6/26/2015 DESCRIPTION OF WORK: SUBTYPE: NOT STATUS: APPROVED LOCATION: ANDOVER PK W & BAKER BLDESCRIPTION: CONSTRUCTION OF BUS TRANSIT SHELTER AND ASSOCIATED AMENITIES ON BOTH SIDES OF ANDOVER PARK WEST. WORK TO INCLUDE (9) SHELTERS (230 SF EACH) AND (2) TRELLISES (195 SF EACH). SEPARATE PUBLIC WORKS PERMIT IS REQUIRED FOR WATER METERS, PRVs AND BACKFLOWS. Project Valuation: $32,748.00 Fees Collected: $1,165.85 Type of Fire Protection: Sprinklers: YES Fire Alarm: NO Type of Construction: VB Occupancy per IBC: U Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Ccdes adopted by the City of Tukwila: Internations Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: 2012 International Fuel Gas Code: 2012 WA Cities Electrical Code: 2012 WA State Energy Code: 2012 2012 2012 2012 Public Works Activities: Channelization/Striping: N Curb Cut/Access/Sidewalk: N Fire Loop Hydrant: N Flood Control Zone: Hauling/Oversize Load: N Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: PUBLIC Storm Drainage: Street Use: Water Main Extension: PRIVATE Water Meter: Yes Permit Center Authorized Signature: LC).:t Date: I hearby 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 and agree to the conditions attached to this permit. Signature: Print Name: Iv-U(0AI( S Tca L i Date: Z —2 y_ This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING DEPARTMENT CONDITIONS*** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: The special inspections 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: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 10: 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. 11: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special 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: ***PUBLIC WORKS DEPARTMENT CONDITIONS*** 15: Since no civil and landscape plans were part of this submittal the applicant shall obtain a separate Public Works Construction Permit for installation of landscape irrigation water meters, pressure reduced valve(s) and backflows. 16: ***PLANNING DEPARTMENT CONDITIONS*** 17: A soils inspection is required after amending the soil, but before any plants. 18: Prior to requesting a landscaping inspection please provide a landscaping affidavit from the landscape architect, stating that the landscaping was installed per approved plans. Landscape inspection can occur any time after the plants are planted. You do not need to wait until the end of the project to schedule the landscaping inspection. As part of the landscaping inspection you will need to verify that the irrigation system is working properly. 19: The Landscape Architect shall be on-site to supervise installation of structural soils. 20: Contractor is to provide a copy of the Plant Establishment Plan to the City upon completion of landscape installation. 21: The Landscape Architect shall inspect all plants prior to planting to verify adequate quality. 22: The Landscape Architect shall be on site to supervise planting of all trees and shall be on-site periodically to supervise planting of shrubs and groundcover. 23: The Landscape Architect shall be on site to supervise installation of mulch. 24: Tree protection measures shall be installed around all trees to be retained prior to any tree removal. An inspection of tree protection measures shall be completed prior to any tree removals. Please call project planner laimie Reavis at (206) 431-3659 for an inspection. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0201 FOOTING 0409 FRAMING 1500 PLANNING FINAL 0101 PRE -CONSTRUCTION 4000 SI -CONCRETE CONST 4004 SI -WELDING CITY OF TUKPLA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 , Tukwila, WA 98188 http://www.TukwilaWA.gov 1111 Building Permit No. 12 Project No. Date Application Accepted: 01 °I-- 12 Date Application Expires: IA 02 197 (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** 12,0 1141 OO l0 SITE LOCATION 114V,..W `+ i� o22-1, 1000`1 c Site Address: ANDOVER PARK W/BAKER BLVD Tenant Name: CITY OF TUKWILA King Co Assessor's Tax No.: 02-23Iwo 10 Suite Number: Floor: New Tenant: ❑ Yes ❑ ..No PROPERTY OWNER Name: CYNDY KNIGHTON Name: CITY OF TUKWILA City: TUKWILA State: WA Zip: 98188 Address: 6200 SOUTHCENTER BLVD Email: City: TUKWILA State: WA Zip: 98188 CONTACT PERSON — person receiving all project communication Name: CYNDY KNIGHTON Address: 6300 SOUTHCENTER BLVD City: TUKWILA State: WA Zip: 98188 Phone: (206) 431-2450 Fax: Email: GENERAL CONTRACTOR INFORMATION Company Name: Address: fol 1 `r 1 Architect Name: MARK MILLETT Address: City: State: City: SEATTLE State: WA Zip: Phone: Fax: Email: Contr Reg No.: Exp Date: Tukwila Business License No.: H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh ARCHITECT OF RECORD Name: Company Name: IBI GROUP fol 1 `r 1 Architect Name: MARK MILLETT Address: Address: 801 SECOND AVE STE 1400 City: SEATTLE State: WA Zip: 98104 Phone: (206) 521-9091 Fax: State: Email: ENGINEER OF RECORD Name: Company Name: KPFF fol 1 `r 1 Engineer Name: ANDY EWING Address: Address: 1601 FIFTH AVE STE 1800 City: SEATTLE State: WA Zip: 98101 Phone: (206) 622-5822 Fax: State: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: (i ,l v fol 1 `r 1 Address: City: State: Zip: Page 1 of 4 BUILDING PERMIT INFORMATI. 206-431-3670 Valuation of Project (contractor's bid price): $ 32��� D Cp a t") Existing Building Valuation: $ Describe the scope of work (please provide detailed information): CONSTRUCTION OF BUS TRANSIT SHELTER AND ASSOCIATED AMENITIES ON BOTH SIDES OF ANDOVER PARK W in\ % t, r+'e W -1-1W11)-Pa-tutA a IAC c-1-1- Will ill there be new rack storage? ❑ Yes Z.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below • S PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes ▪ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: O Sprinklers 0 Automatic Fire Alarm El None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes I 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 O On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 0-9-11.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure , _„Neyy Type of Construction per IBC Type of Occupancy per IBC 1st Floor ..r (® , , VA V 6 Floor Y1,0 I Vn. VI; 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 Yes ▪ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: O Sprinklers 0 Automatic Fire Alarm El None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes I 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 O On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 0-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFC3IVIATION - 206-433-0179 Scope of Work (please provide detailed information): CONSTRUCTION OF BUS TRANSIT SHELTER AND ASSOCIATED AMENITIES ON BOTH SIDES OF ANDOVER PARK W Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District VI ...Tukwila 0... Water District #I25 ❑ ...Water Availability Provided Sewer District VI ...Tukwila 0 ...Sewer Use Certificate ❑ .. Highline ❑...Valley View 0 .. 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 0 ..insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): 0 ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ...Construction/Excavation/Fill - Right-of-way Non Right-of-way 121 ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ .. Geotechnical Report 0 .. Maintenance Agreement(s) ❑...Traffic Impact Analysis ❑ ... Hold Harmless — (SAO) 0... Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone 0 .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank 0 .. Grease Interceptor ..▪ .Cap or Remove Utilities ® .. Curb Cut 0 .. Channelization ..• .Frontage Improvements ® .. Pavement Cut ® .. Trench Excavation ® ...Traffic Control ❑ .. Looped Fire Line 0 .. Utility Undergrounding ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water 0 ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size WO # 0... Deduct Water Meter Size ❑ ...Sewer Main Extension Public 0 Private 0 ❑ ...Water Main Extension Public 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water 0 ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES —� Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT 1 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 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING 7 1VNER OR UT` a RIZED Signatur- drYND �N TON Print Name: NT: Mailing Address: 6300 SOUTHCENTER BLVD STE 199 H:\Applications\Forms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Date: 06/27/2012 Day Telephone: (206) 431-2450 TUKWILA WA 98188 City State Zip Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK 708.35 D12-225 Address: Apn: 9202470010 $708.35 Building Fee $703.85 Building Fee R000.322.100.00.00 $703.85 STATE BUILDING SURCHARGE $4.50 STATE BUILDING SURCHARGE TOTAL FEES PAID BY RECEIPT: R1306 B640.237.114 [04 _clgt scts. boo Do $4.50 $708.35 (9OOtO) Date Paid: Monday, February 24, 2014 Paid By: PUBLIC WORKS ACCOUNT 104.98.5 Pay Method: UNKNOWN Printed: Monday, February 24, 2014 9:42 AM 1 of 1 CPWS City otTukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-43 1-3670 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov RECEIPT ParcelNo.: 9202470010 Permit Number: D12-225 Address: Status: PENDING Suite No: Applied Date: 07/02/2012 Applicant: TUKWILA TRANSIT CENTER Issue Date: Receipt No.: R12-02029 Initials: User ID: JEM 1165 Payment Amount: $457.50 Payment Date: 07/02/2012 11:54 AM Balance: $708.35 Payee: PUBLIC WORKS ACCT 104.98.595.800.41.00 (90610402.107) TRANSACTION LIST: Type Method Descriptio Amount Payment Other Authorization No. ACCOUNT ITEM LIST: Description 457.50 Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 457.50 Total: $457.50 Printed• 07-02-2012 INSPECTION RECORD Retain a copy with permit TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 pje t: -‘AlType I We la T i rfi- C t� of I spec ion: (dy l 1 Address: Ato /4-4..meir Parr 1-t) Date Ca led: i Special Instructions: Date Wanted: d s l ,) a.m. p.m. Requester: Phone No: Approved per applicable codes. COMMENTS: Corrections required prior to approval. oK- f� t�l Inspector /^ Dal/ -- REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.; Suite 100. Call to schedule reinspection. INSPECTION RECORD INSeN NO. PERMIT NO.Retain a copy with permit INS'. •N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project 764 its/ Cal i ..� �1 /MA'S,/ <I -7Y Type of. Inspection:^% � , r A dress:fkAdo [)$ - "tiorJ /rq',i Date Calle J ///5 Special Instructions:AAd Cd1.4e45;495 Date Wanted: 1! / q F 3® p.m. RequesteA ZIA6A) Y 116(ef V !Atone No: 53/ o97/ EIApproved per applicable codes. :orrections required prior to approval. COMMENTS: C� P'1d. ' iittq/ 6O O roof ppv'y ref- [)$ - "tiorJ /rq',i _,„, (_qi---111/ iwx stagy C -q (( 6 k vrkr c-7/ /° ii Inspector: Date:/ n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Coe INSPECTION RECORD Retain a copy with permit INSPECTION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P7 (4 TiQuStfi Q Ft & € 1--((' ca.� 1,0 -1 -el- of Inspection: dq 3 CType fti- Address: A U.1t/T!AOCCV� q- ,-(-& W Date i=alled:i/ , Special Instructions: Inm bateilansba.m. �'(� p.m. Requester: ,,,,,ij sitCr..t Phone No: A. Approved per applicable codes. EA Corrections required prior to approval. COMMENTS:.rfryta1 X2.6'/— 01•" rlrVrde.'. Q Ft & € 1--((' ca.� 1,0 -1 -el- s 'w F1:[ (�s9 upvat/'l 3 (�csf aeQct cess , ;pets -Fr tflu fro.( P,,,tk used®, ,,,,,ij sitCr..t sect( s lcc�`t1 efritr Cr7 fe A. Inspector. �+ Dat `3 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP — ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd_, #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 p(Z- Proj tkIrVI, ct:Type (Q Theti5 The(I— Clic of Inspection: 1=1 (Afk 1 Addr ss: WO ?ct4-) + gotkv cf. Date Called: -17?--a XS hAs,, -s o p'fit e,1 ye -C. -S - Special Instructions: mil Date Wanted:r 3 `( (J a.m. p.m. Requester: Phone No: ai ® Approved per applicable codes. Corrections required prior to approval. COMMENTS2/ I G�4� p � , fro I/( �- c 45, 14,,,,t r� 1� PL -a ( Ii7ct - m eF )0 GI/ F eq/ /Pkt 4'prover/ •WPLRi , /q6,t file - S`"" el ektr( ( pokR( (vt.Se rip vet/ -17?--a XS hAs,, -s o p'fit e,1 ye -C. -S - ‘ t fq s t c �. o(e ryk C^r Jf q ai C (( (7 -Dr Ve���s�f inspector Oate.:3 ((—( r • REINSPECTION FEE REQUIRED; Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Gall to schedule reinspection. -41 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 INSPECTION RECORD Retain a copy with permit 'VZ -??S PERMIT NO. Project: T Z4NIS i 1- Type of Inspection: 'F©0 i 1 C Address:ss�� t �j Date Called: Special Instructions: Date Wanted: 1 V— Z Z.— 19 �a m: p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 5-?d-01.41L'i nspet or: Date: REIN'PECTION FEE REQUIRED: Prior to next inspection, fee must be paigkt 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INS ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 M2-22 22 NII Project: Type.of Inspection: ~ — Address: APL -6 - FP,PttLC 7 Date Called: Special Instructions: Date Wanted: '7 _ 3 I - , q a.m. p.m. Requester: A AA /1 O AJ Li Phone 4 2 3 .s j1 — GC' 7 •-1 .Z1-',*--. i pproved per applicable codes. 1l Corrections required prior to approval. COMMENTS: 1. D-1-1 C) ,-s•01\1ono°,A t -,J`7OOQ'- i f.N- 4-- r v w'l • �t .Z1-',*--. i W Ajc \C' Qom" 5 CN w i'1 v6C1 1`'/`I -1 1 I\\/I r A l (Nl 1 y ' \.1 Y I Date: 7— 3i /.(/ C ' IN PECTION FEE REQUIRE r . Prior to next inspection. fee must be p• id :t 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • REVIEWED FOR CODE COMPLIANCE APPROVED DEC 1 1 2012 City of Tukwila BUILDING DIVISION Geotechnical Design Report Tukwila Transit Center Redevelopment Tukwila, Washington July 13, 2012 Submitted To: IBI Group 801 Second Avenue, Suite 1400 Seattle, Washington 98104-1573 REM.% . A" ,. CITY OF L# JUL 16 2012 PERMIT CENTER By: Shannon & Wilson, Inc. 400 N 34th Street, Suite 100 Seattle, Washington 98103 21-1-12282-034 INCOMPLETE LTR#_.L PQ22' TABLE OF CONTENTS SHANNON 6WILSON, INC. • Page" 1.0 INTRODUCTION 1 2.0 SITE AND PROJECT DESCRIPTION 1 3.0 FIELDWORK 1 3.1 Subsurface Explorations 1 3.2 Geotechnical Laboratory Testing v-- -•---•••- --• .-----------N 2 1OR C:i`�,l l ''airy 4.0 SUBSURFACE CONDITIONS t RFU?ALit MO 3 300:.):) 1 3 1 CI Et V 5.0 ENGINEERING STUDIES AND RECOMMENDATIONS 3 5.1 Seismic Design i ci rc '` ! '121c1 3 5.2 Earthquake Hazards i 4 5.3 Shallow Foundations 1 4 5.4 Estimated Total and Differential Settlements i, siiv,':Ju ► lz-' "ttt0 4 5.5 Lateral Earth Pressures for Permanent Walls 1 V1OIa1\/it? 2 VIC.I.JIi.l'c 5 5.6 Lateral Resistance 5 5.7 Sidewalks 5 6.0 CONSTRUCTION CONSIDERATIONS 6 6.1 Transit Center Subgrade Preparation and Grading 6 6.2 New Bus Lane Pavement 6 6.3 Fill Placement and Compaction 6 6.4 Wet Weather and Wet Conditions Considerations 7 6.5 Environmental Considerations 8 6.6 Construction Observation 8 7.0 LIMITATIONS 8 8.0 REFERENCES 11 FIGURES 1 Vicinity Map 2 Site Plan v:jvou: 5,-° ''-1 viii;irr is • 21-1-12282-034-R1.docx/wp/Iknl�':;'�'t *Mk%.Ct. 'oak ..•:'._.. "lc 47 01 21-1-12282-034 TABLE OF CONTENTS (cont.) APPENDICES SHANNON &WILSON. INC. A Current and Previous Subsurface Explorations B Laboratory Test Results C Important Information About Your Geotechnical/Environmental Report 21-1-12282-034-RI.docx/wp/Ikn 11 21-1-12282-034 SHANNON 6WILSON, INC. GEOTECHNICAL DESIGN REPORT TUKWILATRANSIT CENTER REDEVELOPMENT TUKWILA, WASHINGTON 1.0 INTRODUCTION This report presents the results of our geotechnical data development and engineering studies performed for the proposed Tukwila Transit Center (TTC) redevelopment. Our studies included evaluation of the subsurface soil 'conditions and developing engineering recommendations for the pedestrian shelter foundations and transit center development. Our scope of services included drilling one boring at the project site, developing geotechnical design parameters, and preparing this report. Our services were authorized by a signed subcontract between IBI Group and Shannon & Wilson, Inc. dated July 22, 2011. 2.0 SITE AND PROJECT DESCRIPTION The project site is located along the east and west sides of Andover Park West (APW) in Tukwila, Washington, at the locations shown in Figure 1. Based on the 30 percent design drawings from the IBI Group, the proposed redevelopment extends for about 2,000 feet between Strander Boulevard to the south and Tukwila Parkway to the north. We understand that TTC improvements will include new bus stops at the northeast corner of the intersection of Baker Boulevard and APW, and on the south side of Baker Boulevard, just east of the intersection with APW. The proposed bus stops will include a pedestrian shelter, pavement, and landscaping features such as planting boxes. Improvements are also proposed for the existing southbound stop at the southwest corner of APW and Baker Boulevard. The locations are shown in the Site and Exploration Plan, Figure 2. New signs and canopies will be installed at the existing southbound stop. Upgrades to the existing utilities will be made as needed. 3.0 FIELDWORK 3.1 Subsurface Explorations The subsurface explorations used to evaluate the subsurface conditions for this project consisted of previously completed borings at the intersection of APW with Baker Boulevard, and one recently completed soil boring on the east side of APW to identify the subsurface conditions within the northbound bus stop of the TTC project. The approximate locations of the project borings, designated SW -B1-12 and SW -B1-91 through SW -B4-91, and are shown in Figure 2. The recent subsurface exploration SW -B1-12 was completed on March 16, 2012. The logs of the borings are presented in Figures A-2 through A-7. 21-1-12282-034-RI.docx/wp/lkn 1 21-1-12282-034 SHANNON 6WILSON, INC. The recent boring was drilled by CN Drilling, Inc. using a portable, limited -access, hollow -stem auger drill. It was drilled using hollow -stem auger methods to a depth of 11.5 feet. An engineer from Shannon & Wilson, Inc. was present throughout the field exploration to observe the drilling, collect representative soil samples, and to prepare descriptive field logs of the borings. Each soil sample was classified according to the Unified Soil Classification System presented on the Soil Classification and Log Key (Figure A-1). The previous borings were performed June 19, 1991, by Associated Drilling under subcontract to Shannon & Wilson, Inc. using a truck -mounted B-61 drill rig advancing a hollow -stem auger. For both previous and recent borings, disturbed samples were taken in conjunction with Standard Penetration Tests (SPTs) at an interval of 2.5 feet in the upper 20 feet and 5 feet thereafter. Retrieved samples were classified by our field representative, placed in airtight containers, and transported to the Shannon & Wilson geotechnical laboratory in Seattle for further classification and testing. SPTs were performed in general accordance with ASTM International (ASTM) D1586-98 Test Method for Penetration and Split -Barrel Sampling of Soils. The SPT consists of driving a 2 -inch outside -diameter, split -spoon sampler a total distance of 18 inches into the bottom of the boring with a 140 -pound hammer falling 30 inches. The number of blows required to drive the sampler 18 inches in 6 -inch increments is recorded. The number of blows required for the last 12 inches of penetration is termed the Standard Penetration Resistance (N -value). These values provide a means for evaluating the relative density or compactness of cohesionless (granular) soils and relative consistency or stiffness of cohesive soils. When penetration resistances exceeded 50 blows for 6 inches or less penetration, the test was terminated. The resistance values and resulting penetrations were recorded by our field representative and are plotted on the respective boring logs. 3.2 Geotechnical Laboratory Testing Laboratory tests were performed on selected samples retrieved from the current boring to evaluate the basic index and engineering properties of the soils encountered at the project site. Laboratory testing included visual soil classification, moisture content determinations, and three grain size analyses on selected samples. The results of the water content determinations are shown in the individual logs of the soil borings in Appendix A. Grain size analyses results are presented graphically in Figure B-1 (Appendix B). Geotechnical laboratory testing was performed in the Shannon & Wilson, Inc. laboratory in Seattle, Washington, and in general accordance with the ASTM standard procedures (ASTM, 2009). 21-1-12282-034-RI.docx/wp/Ikn 2 21-1-12282-034 SHANNON 6WILSON, INC. 4.0 SUBSURFACE CONDITIONS In the early 1960s, about 15 to 20 feet of fill was placed over the native compressible soils throughout the project site to develop the Southcenter Shopping Center and surrounding streets and businesses. Based on our previous and recent explorations, the underlying compressible soils consist primarily of clayey silt with peat layers. This compressible soil layer varies from about 15 to 30 feet. Medium dense to dense sand and gravel deposits underlie the silt layers to depths of 90 to 100 feet. The subsurface conditions encountered at each boring location are shown on the boring logs in Appendix A, Figures A-2 to A-6. A key to the terms and symbols used in the boring logs is provided in Figured A-1. In the previous borings, fill was encountered to depths ranging from 14 to 17 feet. In the recent boring, fill was present in the entire depth of the boring (11.5 feet). The fill materials consisted of a combination of loose/soft to dense/stiff silty SAND and sandy SILT. SPT blow counts in the fill materials varied widely per foot from 4 to 50 for 6 inches, but averaged about 16 blows per foot indicating a medium dense consistency. Groundwater was generally encountered in the previous borings at around 15 feet deep and was not observed in the recent boring. In boring SW -B2-91, groundwater was observed at about 7.5 feet deep; however, this appears to have been a local anomaly. 5.0 ENGINEERING STUDIES AND RECOMMENDATIONS 5.1 Seismic Design Seismic design considerations for the bus stop shelters of the TTC will be based on the 2009 International Building Code (IBC). The IBC considers a design ground motion with a return period of about 2,500 years (2 percent chance of occurrence in 50 years) (IBC, 2009). The design earthquake magnitude is 7.0. For the TTC, the site can be classified as Site Class E under 2009 IBC, based on the blow counts and subsurface conditions encountered in the deep borings performed for the nearby Southcenter Mall. Based on regional probabilistic ground motion studies conducted by the U.S. Geological Survey (2009), the mapped short -period spectral acceleration, Ss, and spectral acceleration at the 1 -second period, S1 for structures subjected to a design earthquake with a 2 percent chance of exceedance in 50 years (return interval of 2,475 years) are 1.42g and 0.49g, respectively. The soil response factors Fa and Fv corresponding to Ss and Si and Site Class E are 0.9 and 2.4, • respectively. The design spectral response values are calculated by taking two-thirds of the 21-1-12282-034-RI.dacx/wp/lkn 3 21-1-12282-034 SHANNON &WILSON. INC. mapped special values. Therefore, SDs and SDI for the design spectral response are 0.85g, and 0.78g respectively, and the peak ground acceleration (SDs/2.5) at ground surface is 0.34g. 5.2 Earthquake Hazards Earthquake hazards can include liquefaction, settlement, and landslides. Based on the topography, it is our opinion that the risk of earthquake -induced landslides at the site is low and, therefore, not considered a design issue for this project. The upper fill soils were observed to be in a medium dense/stiff condition and groundwater was generally at about 15 feet below existing grades. Our liquefaction analyses performed for previous projects in the vicinity including the Southcenter Mall expansion that occurred between 2005 and 2007, indicated liquefaction may occur in the saturated sand and silt below the water table. In our opinion, there is a moderately high probability for localized zones of liquefaction -induced settlement in the lower saturated soils below the 15- to 20 -foot -thick surficial fills that will support the shelter structures. However, the density of the upper fill soils, the wide mat foundations used for the structures, and the relatively light loads of the structures will help mitigate potential settlements. In our opinion, mitigation of potential total and differential settlements caused by liquefaction should not be considered a design issue for the project. 5.3 Shallow Foundations In general, based on the results of subsurface explorations, loose to dense, granular soil underlies the development site near the existing ground surface. Some areas of loose fill were observed. Mat foundations and individual spread footings bearing in near -surface medium dense, silty sand and sandy silt may be designed for a maximum allowable bearing pressure of 2,000 pounds per square foot. This allowable bearing pressure is based on the assumption that the foundations bear at least 18 inches below the adjacent ground surface and have a minimum width of 2 feet. The allowable bearing pressure may be increased by one-third to account for transient wind and seismic loads. The exposed subgrade soils should be probed with a steel T -bar and visually evaluated by a geotechnical engineer prior to concrete placement. For slab or mat foundation design, we recommend a modulus of subgrade reaction of 175 pounds per cubic inch be used where the upper clean fill soils have be compacted to a dense and unyielding condition. 5.4 Estimated Total and Differential Settlements Because of the mostly granular nature of the soils on which the footings or mats will be founded, settlements are expected to take place as the load is applied. Assuming the above recommendations are followed, individual footings are anticipated to settle 1 inch or less. 21-1-12282-034-RI.docx/wp/Ikn 4 21-1-12282-034 SHANNON tiWILSON, INC. Differential settlements between footings or along a 20 -foot span of continuous footing may approach %2 inch if there is variation between the relative densities of bearing soils. 5.5 Lateral Earth Pressures for Permanent Walls We understand that landscaping features for the project may include low walls. Walls should be designed to withstand active soil pressures. Lateral earth pressure against these walls is dependent on the method of the backfill placement and degree of compaction, the backfill slope, the type of backfill material, the drainage provisions, and whether or not the wall can yield laterally after or during placement of backfill. For landscaping retaining walls that are allowed to move at least 0.001 times the wall height, we recommend that a static, active, lateral earth pressure of 35 pounds per cubic foot (pcf) be used. For walls that are not allowed to move 0.001 times the wall height, static, an at -rest, lateral earth pressure of 55 pcf should be used. The equivalent fluid unit weights given are based on the assumptions that the ground surface behind the wall is level, and that proper drainage is installed to prevent water from building up behind the wall. For walls with a sloping backfill, add 1 pcf to the equivalent unit weights given for each upward degree of backfill inclination. 5.6 Lateral Resistance For structures founded on mats or footings, lateral loads may be resisted by a combination of base friction and passive pressure against the footings and buried portions of the walls. We recommend that the base sliding resistance be determined using an allowable coefficient of friction of 0.24 for the surficial fill soils. We recommend an allowable passive pressure of 350 pcf for compacted structural fill against buried structures. These pressures are for soil above the groundwater table. Both the coefficient and passive pressure values above include a factor of safety of 1.5. 5.7 Sidewalks In order to provide firm bearing for concrete sidewalks, we recommend that these areas be prepared by removing loose, soft, or disturbed soils; organics; and debris (if present) to expose the underlying, medium dense fill soils. The exposed fill soils should then be probed with a steel T -bar and visually evaluated by a geotechnical engineer. New fills under sidewalks and overexcavated areas should consist of structural fill. Structural fill compaction requirements are discussed in Section 6.3. 21-1-122 82-034-R I .docx/wp/Ilei 5 21-1-12282-034 SHANNON iWILSON, INC. 6.0 CONSTRUCTION CONSIDERATIONS 6.1 Transit Center Subgrade Preparation and Grading We recommend that sod and topsoil be cleared and that roots, concrete, asphalt, and other construction debris be removed from beneath proposed structures. Following stripping of organic and loose material and excavation to obtain desired grades, the exposed surface should be compacted to achieve a firm and unyielding condition. Areas that are wet, soft, loose, or yielding under the compaction process should be further compacted, removed and reconditioned, or replaced with compacted structural fill so that a dense and unyielding subgrade condition is achieved. 6.2 New Bus Lane Pavement We understand from the 30 percent plans that the new Bus loading lanes will be constructed of 12 inches of Portland cement concrete (PCC) pavement underlain by 4 inches of crushed surfacing base course (CSBC). In our opinion this section is reasonable for the anticipated bus types and volumes. Areas to receive new PCC pavement should be cleared and stripped of existing asphalt, concrete, organics, and other unsuitable materials. After stripping is performed, the subgrade should be smoothed, compacted to a firm and unyielding condition, and proof -rolled to identify any remaining soft or unsuitable soils in the subgrade. The proof -rolling operations should consist of several passes of a heavy (10 -ton or heavier static weight) vibratory roller or loaded dump truck. If loose and/or wet, spongy soil zones are identified by the proof -rolling process, these soils should be removed and replaced with compacted structural fill conforming to the requirements in Section 6.3 of this report. 6.3 Fill Placement and Compaction All fill soil placed in the footprint of the proposed structures and roadway should be structural fill. Structural fill soil should consist of a well -graded mixture of sand and gravel, free of organics, debris, and rubbish with not more than 15 percent fines (material passing the No. 200 mesh sieve, based on the minus 3/ -inch fraction); the fines should be nonplastic; and the moisture content of the soil should be within ±2 percent of its optimum. Imported structural fill should be at a moisture content near optimum to allow proper compaction. All structural fill should have a maximum particle size of 3 inches. During wet weather or in wet conditions, structural fill material should consist of clean, granular soil with not more than 5 percent by weight passing the No. 200 mesh sieve, based on wet -sieving the fraction passing the %-inch sieve. 21-1-12282-034-R1.docx/wp/]kn 6 21-1-12282-034 SHANNON FiWILSON, INC. Prior to the placement of structural fill, any ponding water should be drained from the area. Structural fill should be placed in uniform lifts and compacted to a dense and unyielding condition, to at least 95 percent of the Modified Proctor maximum dry density (ASTM D 1557). Drain backfill should be compacted to at least 92 percent of the Modified Proctor maximum dry density (ASTM D 1557). The thickness of loose lifts should not exceed 14 inches for heavy equipment compactors or 6 inches for hand -operated mechanical compactors. The maximum lift thickness after compaction should not exceed 12 inches. Backfill compaction adjacent to walls and should be performed using hand -operated compactors. 6.4 Wet Weather and Wet Conditions Considerations Wet weather generally begins about mid-October and continues through about May, although rainy periods may occur at any time of year. Nearly all of the soil at the site contains sufficient silt and fines to produce an unstable mixture when wet. Such soil is susceptible to changes in water content and tends to become unstable and difficult or impossible to compact if its moisture content significantly exceeds the optimum. If earthwork at the site continues into the wet season, or if wet conditions are encountered, we recommend the following: • The ground surface in and surrounding the construction area should be sloped to promote runoff of precipitation away from work areas and to prevent ponding of water. • Work areas should be covered with plastic. The use of sloping, ditching, sumps, dewatering, and other measures should be employed as necessary to permit proper completion of the work. • Earthwork should be accomplished in small sections to minimize exposure to wet conditions. That is, each section should be small enough so that the removal of unsuitable soil and placement and compaction of clean structural fill can be accomplished on the same day. The size of construction equipment may have to be limited to prevent soil disturbance. It may be necessary to excavate soils with an excavator located so that equipment does not traffic over the excavated area. • Fill material should consist of clean, well -graded, pit -run sand granular soils, with not more than 5 percent fines by dry weight passing the No. 200 mesh sieve, based on wet -sieving the fraction passing the 3/ -inch mesh sieve. The gravel content should range from between 20 and 50 percent retained on a No. 4 mesh sieve. The fines should be nonplastic. • No soil should be left uncompacted and exposed to moisture. A smooth -drum vibratory roller, or equivalent, should roll the surface to seal out as much water as possible. 21 -1 -12282 -034 -RI .docx/wp/lkn 7 21-1-12282-034 SHANNON &WILSON, INC. • In-place soil or fill soil that become wet and unstable and/or too wet to suitably compact should be removed and replaced with clean, granular soil described above. • Excavation and placement of structural fill material should be observed as required by the City of Tukwila by a geotechnical engineer (or representative) experienced in earthwork to determine that work is being accomplished in accordance with the project specifications and our recommendations. • Grading and earthwork should not be accomplished during periods of heavy, continuous rainfall. We suggest that these recommendations for wet weather earthwork be included in the contract specifications. 6.5 Environmental Considerations We recommend temporary erosion and sedimentation control measures using Best Management Practices be implemented to prevent untreated water and/or sediment from leaving the construction site. The presence or remediation of contaminated materials from soils or structures located in the project area is not addressed in this report, but will be addressed in the Phase 2 investigation report. 6.6 Construction Observation We recommend that we be retained to provide geotechnical construction observation services during construction activities. Our services would include observing earthwork construction, subgrade preparation and proof -roll evaluation, placement and compaction of structural fill, and observing other geotechnically related earthwork activities. 7.0 LIMITATIONS The analyses and conceptual recommendations contained in this report are based on site conditions as they existed at the time of our subsurface explorations. Within the limitations of the scope, schedule, and budget, the analyses and recommendations presented in this report were prepared in accordance with generally accepted professional geotechnical engineering principles and practice in this area at the time this report was prepared. We make no other warranty, either expressed or implied. Our conclusions and recommendations were based on our understanding of the project as described in this report and the site conditions as interpreted from subsurface explorations. 21-1-12282-034-RI.docx/wp/lkn 8 21-1-12282-034 SHANNON 6WILSON, INC. If, during final design and construction, subsurface conditions different from those assumed based on the subsurface explorations are observed or appear to be present, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. If there is substantial lapse of time between the submission of this report and the start of work at the site, or if conditions have changed because of natural forces or construction operations at or adjacent to the site, we recommend that this report be reviewed to determine the applicability of the conclusions and recommendations concerning the changed conditions or the time lapse. We recommend that we review those portions of the plans and specifications that pertain to the recommendations contained in this report to determine if they are consistent. This report was prepared for the exclusive use of IBI Group and the City of Tukwila. It should be made available for information on factual data only, and not as a warranty of subsurface conditions. Unanticipated soil conditions are commonly encountered and cannot be fully determined through any subsurface exploration plan. Such unexpected conditions frequently require that additional expenditures be made to attain properly constructed projects. Therefore, some contingency fund is recommended to accommodate such potential extra costs. The scope of our geotechnical services did not include an environmental assessment or evaluation regarding the presence or absence of hazardous or toxic materials in the soil, surface water, groundwater, or air on or below the site, or for evaluation and disposal of contaminated soils or groundwater should any be encountered. 21- I -12282-034-R l , docx/wp/lkn 9 21-1-12282-034 SHANNON FIWILSON, INC. Shannon & Wilson, Inc. has prepared Appendix C, "Important Information About Your Geotechnical/Environmental Report," to assist you and others in understanding the uses and limitations of our reports. SHANNON & WILSON, INC. e— Dana C. Bigger"staff Geotechnical Engineer Martin W. Page, P.E., L.E.G. Senior Associate Geotechnical Engineer, LEED AP DCB:MWP:TMG/dcb 21-1-12282-034-RI.docx/wp/Ikn 10 21-1-12282-034 SHANNON i;WILSON, INC. 8.0 REFERENCES ASTM International (ASTM), 2009, Annual book of standards, Construction, v. 04.08 soil and rock: West Conshohocken, Pa., ASTM. International Code Council, Inc. 2009, International building code: Country Club Hills, Ill., International Code Council, Inc., 676 p. U.S. Geological Survey, 2009, Java ground motion parameter calculator: Available: http://earthquake.usgs.gov/hazards/designmaps/javacalc.php. 21-1-12282-034-RI.docx/wpl(kn 11 21-1-12282-034 S 1.53rd: St •ukiv,la,p, tvy,.. St F-7-I SIM PROJECT LOCATION _drill I ak�er8`Ivd _ •;-1 ongacr C.; O J cD . " 7/. Truck Dr1 nw. �' 4 nr'rs Ilit Upland Dr• 0 1000 2000 Approximate Scale in Feet NOTE Map adapted from aerial imagery provided by Google Earth Pro, reproduced by permission granted by Google Earth TM Mapping Service. Mir Tukwila Transit Center Tukwila, Washington VICINITY MAP July 2012 SHANNON & WILSON, INC. Geotechnical and Environmental Consultants 21-1-12282-034 FIG. 1 // .rr.] / // //,/ 1� --s 1 '4 I m eI . . _. c \` ♦ \ • 1 j -` • i /''fit .45 kill 1J I i v 'CA18 :13>1vi8 3170 Jo_S cNroalsv3 I I I rr'2' I^ IL, r 1 9 SITE PLAN 21-1-12282-034 0 w J 0 Scale in Feet 0 10:4o, aoreZ-co :aua A`D'Z O4 KPZ9ZZI-I-1Z\KPZ82ZNJJZ1:1':aweaapj SHANNON &WILSON, INC. APPENDIX A CURRENT AND PREVIOUS SUBSURFACE EXPLORATIONS 21-1-12282-034 SHANNON FiWILSON, INC. APPENDIX A CURRENT AND PREVIOUS SUBSURFACE EXPLORATIONS TABLE OF CONTENTS FIGURES A-1 Soil Classification and Log Key (2 sheets) A-2 Log of Boring SW -B1-12 A-3 Log of Boring SW -B1-91 A-4 Log of Boring SW -B2-91 A-5 Log of Boring SW -B3-91 A-6 Log of Boring SW -B4-91 21-1-12282-034-RI-Ax.dacx/wp/Ikn A -i 21-1-12282-034 BORING CLASS1 21-12282.GPJ SWNEW.GDT 4/3/12 Shannon & Wilson, Inc. (S&W), uses a soil classification system modified from the Unified Soil Classification System (USCS). Elements of the USCS and other definitions are provided on this and the following page. Soil descriptions are based on visual -manual procedures (ASTM D 2488-93) unless otherwise noted. S&W CLASSIFICATION OF SOIL CONSTITUENTS • MAJOR constituents compose more than 50 percent, by weight, of the soil. Major consituents are capitalized (i.e., SAND). • Minor constituents compose 12 to 50 percent of the soil and precede the major constituents (i.e., silty SAND). Minor constituents preceded by "slightly" compose 5 to 12 percent of the soil (i.e., slightly silty SAND). • Trace constituents compose 0 to 5 percent of the soil (i.e., slightly silty SAND, trace of gravel). MOISTURE CONTENT DEFINITIONS Dry Absence of moisture, dusty, dry to the touch Moist Damp but no visible water Wet Visible free water, from below water table ABBREVIATIONS ATD Elev. ft FeO MgO HSA ID in lbs Mon. N NA NP OD OVA PID ppm PVC SS SPT USC WOH WOR WLI At Time of Drilling Elevation feet Iron Oxide Magnesium Oxide Hollow Stem Auger Inside Diameter inches pounds Monument cover Blows for last two 6 -inch increments Not applicable or not available Non plastic Outside diameter Organic vapor analyzer Photo -ionization detector parts per million Polyvinyl Chloride Split spoon sampler Standard penetration test Unified soil classification Weight of hammer Weight of drill rods Water level indicator GRAIN SIZE DEFINITION DESCRIPTION SIEVE NUMBER AND/0R SIZE FINES < #200 (0.08 mm) SAND* - Fine - Medium - Coarse #200 to #40 (0.08 to 0.4 mm) #40 to #10 (0.4 to 2 mm) #10 to #4 (2 to 5 mm) GRAVEL* - Fine - Coarse #4 to 3/4 inch (5 to 19 mm) 3/4 to 3 inches (19 to 76 mm) COBBLES 3 to 12 inches (76 to 305 mm) BOULDERS > 12 inches (305 mm) * Unless otherwise noted, sand and gravel, when present, range from fine to coarse in grain size. RELATIVE DENSITY / CONSISTENCY COARSE-GRAINED SOILS FINE-GRAINED SOILS N, SPT, BLOWS/FT. RELATIVE DENSITY N, SPT, RELATIVE BLOWS/FT. CONSISTENCY 0 - 4 4 - 10 10 - 30 30 - 50 Over 50 Very loose Loose Medium dense Dense Very dense Under 2 2 - 4 4 - 8 8 - 15 15 - 30 Over 30 Very soft Soft Medium stiff Stiff Very stiff Hard WELL AND OTHER SYMBOLS Bent. Cement Grout Bentonite Grout Bentonite Chips Silica Sand PVC Screen Vibrating Wire Surface Cement Seal Asphalt or Cap Slough Bedrock Tukwila Transit Center Tukwila, Washington SOIL CLASSIFICATION AND LOG KEY March 2012 21-1-12282-034 SHANNON 8r WILSON, INC. Geotechnlcal and Environmental Consultants FIG. A-1 Sheet 1 of 2 BORING CLASS2 21-12282.GPJ SWNEW.GOT4/3/12 UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) (From USACE Tech Memo 3-357) . ; . MAJOR DIVISIONS GROUP/GRAPHIC SYMBOL TYPICAL DESCRIPTION COARSE-(more GRAINED SOILS (more than 50% retained on No. 200 sieve) Gravels (more than 50% of coarse fraction retained on No. 4 sieve) Clean Gravels (less than 5% fines) GW 1w le • 1' ►• ', Well-graded gravels, aravels, grave san mixtures, ittle or no fines. Gp C O 0 Q°C o p Poorly graded gravels, gravel-sand mixtures, little or no fines Gravels with Fines than 12% fines) GM ilielli ' IV a. q Silty gravels, gravel-sand-silt mixtures GC Clary gravels, gravel-sand-clay y Sands (50% or more of coarse fraction passes the No. 4 sieve) Clean Sandslittle (less than 5% fines)Poorly SW .�' Well-graded sands, gravelly sands, or no fines SP . '• ' i ; . "•' •" graded sand, gravelly sands, little or no fines Sands with Fines (more than 12% fines) SM ' Silty sands, sand-silt mixtures SC// • Clayey sands, sand-clay mixtures FINE-GRAINED SOILS (50% or more passes the No.Inorganic 200 sieve) Silts and Clays (liquid limit less than 50) Inorganic ML Inor anic silts of low to medium plasticity, rock flour, sandy silts, gravelly silts, or clayey silts with slight plasticity CL j Inorganic cla of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Organic OL � — _ — — — Organic silts and organic silty clays of low plasticity Silts and Clays Y (liquid limit 50 or more) Inorganic MH silts, micaceous or diatomaceous fine sands or silty soils, elastic silt CH / Inorganic clays of medium to high plasticity, sandy fat clay, or gravelly fat clay Organic OH /// // Organic clays of medium to high plasticity, organic silts HIGHL- ORGANIC SOILS Primarily organ'c matter, dark in color, and organic odor pi- n u Peat, humus, swamp soils with high organic content (see ASTM D 4427) NOTE: No. 4 size = 5 mm; No. 200 size = 0.075 mm NOTES 1. Dual symbols (symbols separated by a hyphen, i.e., SP -SM, slightly silty fine SAND) are used for soils with between 5% and 12% fines or when the liquid limit and plasticity index values plot in the CL -ML area of the plasticity chart. 2. Borderline symbols (symbols separated by a slash, i.e., CL/ML, silty CLAY/clayey SILT; GW/SW, sandy GRAVE/gravelly SAND) indicate that the soil may fall into one of two possible basic groups. Tukwila Transit Center Tukwila, Washington SOIL CLASSIFICATION AND LOG KEY March 2012 21-1-12282-034 SHANNON & WILSON, INC. FIG. A-1 Geotechnical and Environmental Consultants Sheet 2 of 2 0 c� —S1 43 csi 43 a. o_ Csi ce m w C9 0 o: w Total Depth: 11.5 ft. Northing: Drilling Method: Hollow Stem Auger Hole Diam.: 4 in. Top Elevation: — Easting: Drilling Company: CN Drilling Rod Diam.: 2 -inch Vert. Datum: Station: Drill Rig Equipment: Acker Hammer Type: Cathead Horiz. Datum: Offset: Other Comments: SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines Indicated below represent the approximate boundaries between material types, and the transition may be gradual. Depth, ft. Symbol o a E m Ground Water Depth, ft. PENETRATION RESISTANCE (blows/foot) ♦ Hammer Wt. & Drop: 140 lbs / 30 inches 0 20 40 60 Sod/Topsoil.{ 0.5 7'5 11.5 >. . 11 21 3 a 5 None Observed Dunng Drilling Oo T A N O co co A N Loose, gray/brown, sandy SILT, trace of gravel and clay; moist; ML. < •. ;< Medium dense, gray/brown, gravelly, silty SAND; moist; SM. BOTTOM OF BORING COMPLETED 3/16/2012 i. 0 20 40 60 LEGEND 0 % Fines (<0.075mm) * Sample Not Recovered 1 Split Spoon • % Water Content NOTES Tukwila Transit Center Tukwila, Washington 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual -manual classification and selected lab testing. LOG OF BORING SW -B1-12 April 2012 21-1-12282-034 SHANNON & WILSON, INC. Geotechnical and Environmental Consultants FIG. A-2 SOIL DESCRIPTION Surface Elevation: .-i u. ." 8 Lo a) 0. E 0 Ground Water Depth, Ft. Standard Penetration Resistance (140 Ib. weight, 30" drop) A Blows pertoot 0 • 20 40 60 Dense, gray and tan, slightly clayey, silty SAND with gravel (Fill) 4 14 26.5 1-1 21 31 41 51 61 71 81 91 During Drilling 11 ca ...... • T 0 0 • Very loose to medium dense, gray, slightly clayey, fine to medium sandy SILT; moist (Fill) . Soft to medium stiff, gray, organic, clayey SILT; scattered wood fragments and particles _ ...._ .. ..........._____ . • _..... _ ..._ ........ ... ______ _......_ _______. _ ________ 0 • .64 .. 2% . BOTTOM OF BORING COMPLETED 6-1991 . . . • . • LEGEND Impervious seal 3Z Water level I Plezometer tip P Sample pushed approx. boundaries may be gradual. • % Water Content T 2" 0.0. split spoon sample It r 0.0. thin-wall sample Sample not recovered Atterberg limits: I-0-1— Liquid limit \\-- Natural water content Plastic limit • The stratification lines represent the il types, and the transition between so. South Center Signal Poles Tukwila, Washington LOG OF BORINGSW-B1-91 June 1991 W-4978-03 SHANNON & WILSON, INC Geotechnical and Environmental Consultants FIG. A-3 SOIL DESCRIPTION Surface Elevation: Depth, Ft. Samples Ground Water Depth, Ft. Standard Penetration Resistance (140 Ib. weight, 30" drop) ♦ Blows per foot 0 20 40 60 Loose to medium dense, gray, slightly clayey, silty fine to medium SAND; moist to wet with scattered coarse sand and fine gravel (Fill) 7 12 17 26.5 11 31 41 T 81 61 71 81 During Drilling b CJ N N -+ 1 o cn o cn o cn o .. -. — .: . A21 - O f �__ .7777 —; _ _ --- _ ___ __ ... - -- -- Medium dense to dense, gray, slightly silty to silty, fine to medium SAND; moist to wet (Fill) Stiff to very stiff, mottled gray and tan, slightly fine sandy, clayey SILT; scattered gravel and wood fragments; moist (FILL) ------ • . -- _.. ----- ------ 0 0 . . ___77 •e'3.0s% . ' ' .136.5% i ---- Medium stiff to very stiff, mottled gray and tan, slightly sandy, organic, clayey SILT to slightly clayey SILT; numerous wood fragments and particles; moist to dry BOTTOM OF BORING COMPLETED 6-19-91 • LEGEND Impervious seal 2. Water level Piezometer tip P Sample pushed approx. boundaries may be gradual. 0 % Water Content 1 2" O.D. split spoon sample If 3" O.D. thln-wall sample • Sample not recovered Atterberg limits: South Center Signal Poles Tukwila, Washington LOG OF BORING SW-B2-91 June 1991 W-4978-03 1-0-1 Liquid limit \\-- Natural water content Plastic limit The stratification lines represent the between soil types, and the transition SHANNON & WILSON, INC. eeoladrYoaland Environments! Consultants FIG. A-4 i SOIL DESCRIPTION Surface Elevation: Depth, Ft. Samples Ground Water • Depth, Ft. Standard Penetration Resistance (140 Ib. weight, 30" drop) ®Blows perfoot 0 20 40 60 Medium dense to very dense, gray, slightly clayey, silty, gravelly SAND to sandy GRAVEL; moist (Fill) 14 17 26.5 II 3I 41 51 6 T 7I 1 81 91 10I. During Drilling b 01 o 01 o 01 o AP :9: : : i.. IV 50/6" Medium dense, gray, slighlty clayey gravelly, silty SAND; moist (Fill) • . Medium stiff,g y slightly clayey SILT; numerousod fragments and particles; moist to wet ___ • .. ___________ ' ' .. .. ' _,-.__.__.._______ O' ' ' ' ' ' ' ®... • .116.6%o I BOTTOM OF BORING COMPLETED 6-19-91 LEGEND Impervious seal Q Water level Piezometer tip P Sample pushed approx. boundaries may be gradual. ® % Water Content 1 2" O.D. split spoon sample 1-1 3" O.D. thln-wall sample • Sample not recovered I Atterberg limits: 1-0---1— Liquid limit \�— Natural water content Plastic limit The stratification lines represent the between soil types, and the transition South Center Signal Poles Tukwila, Washington LOG OF BORING SW -B3-91 June 1991 W-4978-03 SHANNON & WILSON, INC. GeaeeMlealend Emfrom�enmlCorsukanle FIG. A-5 SOIL DESCRIPTION Surface Elevation: if s a g v ,_ �i § i t ''a Standard Penetration Resistance (140 Ib. weight, 30" drop) ♦ Blows per foot 0 20 40 60 Medium dense, gray, slightly clayey, silty SAND and sandy SILT; dry to moist (Fill) 0 II 2I 3I T 41, 51 61 71 81 9I 0 5 10 15 co o 20 25 30 • Loose to medium dense, gray, silty fine to medium SAND; moist to wet with zones of sift (Fill) 7 14 26.5 a p Soft to medium stiff, gray, organic, clayey SILT;c numerous wood fragments and particles; moist to wet A • —-•-.... _.____ _._._:_.------------- -- 89.9% 1 BOTTOM OF BORING COMPLETED 6-19-91 • LEGEND j Impervious seal Q Water level Piezometer tip P Sample pushed approx. boundaries may be gradual. • % Water Content Z 2" O.D. split spoon sample 1E 3" O.D. thin-wall sample Sample not recovered Atterberg.limits: I-8-1-- Liquid limit \\--- Natural water content South Center Signal Poles Tukwila, Washington LOG OF BORING SW-B4-91 June 1991 W-4978-03 Plastic limit The stratification lines represent the between soil types, and the transition SHANNON & WILSON, INC. ceole:Mealend Environmental Consultants FIG. A-6 APPENDIX B LABORATORY TEST RESULTS SHANNON &WILSON, INC. 21-1-12282-034 SHANNON iWILSON, INC. APPENDIX B LABORATORY TEST RESULTS TABLE OF CONTENTS FIGURE B-1 Grain Size Distribution 21-1-12282-034-R1-Ax.docx/wpNrn B -i 21.4-12282-034 AASHTO GSA MAIN 21-12282.GPJ SHAN WIL.GDT 4/3/12 GRAIN SIZE IN MILLIMETERS SIEVE ANALYSIS NO. OF MESH OPENINGS PER INCH, U.S. STANDARD SIZE OF MESH OPENING IN INCHES 100' Z00' 200' 000' 900' 800' LO' ZO' CO" 00' 90' 00Z 001 09 00 r 11-1013M A8 213S21b'001N3013d 0 b 0 0 OD 0 m 0 0 OZ 01. 4/1 9/2 6/1. 8/S 0/� 9 rn 0 8 N' 1I -1013M AS 21314131N3013d 0 O 1.0 ' Z00' £00' P00' 900' 800' LO' ZO. CO' 40. 90' 80' L' Z Z 9 8 OL OZ 0£ 04 09 09 001 00Z 00£ w H w 2 J J z w N_ 07 • z C9 FINES: SILT OR CLAY w LL 2 D w i w m K 0 U z0 to Z LL w 0 uJ -J 0] 0 U Tukwila Transit Center Tukwila, Washington GRAIN SIZE DISTRIBUTION 21-1-12282-034 • = z o ° M = N `o DOW z. f=A u FZ 0 I- < 00 N N yN 8 o O 0» Um LL u u 1- ai0 <0 r� rn m I,- • N N .e QU z3 a> 7 co 0i 0 C) • M a• je Gray, slightly fine gravelly, sandy SILT, trace of clay Gray, slightly sandy SILT, trace of day Gray -brown, gravely, silty SAND • Sample specimen weight did not meet required minimum mass for ASTM test method. • gl 00 Um jy 2 2 tr) d Eh - 0` o rn cV i0 t` • SW -81-12, S-2' • SW -B1-12, S-3 ♦ SW -B1-12, S-4* FIG. B-1 • SHANNON 6WILSON. INC. APPENDIX C IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL/ENVIRONMENTAL REPORT 21-1-12282-034 =11 ISHANNON & WILSON, INC. Geotechnical and Environmental Consultants Attachment to and part of Report 21-1-12282-034 Date: July 13, 2012 To: IBI Group Seattle, Washington IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL/ENVIRONMENTAL REPORT CONSULTING SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND FOR SPECIFIC CLIENTS. Consultants prepare reports to meet the specific needs of specific individuals. A report prepared for a civil engineer may not be adequate for a construction contractor or even another civil engineer. Unless indicated otherwise, your consultant prepared your report expressly for you and expressly for the purposes you indicated. No one other than you should apply this report for its intended purpose without first conferring with the consultant. No party should apply this report for any purpose other than that originally contemplated without first conferring with the consultant. THE CONSULTANTS REPORT IS BASED ON PROJECT -SPECIFIC FACTORS. A geotechnicallenvironmental report is based on a subsurface exploration plan designed to consider a unique set of project -specific factors. Depending on the project, these may include: the general nature of the structure and property involved; its size and configuration; its historical use and practice; the location of the structure on the site and its orientation; other improvements such as access roads, parking lots, and underground utilities; and the additional risk created by scope -of -service limitations imposed by the client. To help avoid costly problems, ask the consultant to evaluate how any factors that change subsequent to the date of the report may affect the recommendations. Unless your consultant indicates otherwise, your report should not be used: (1) when the nature of the proposed project is changed (for example, if an office building will be erected instead of a parking garage, or if a refrigerated warehouse will be built instead of an unrefrigerated one, or chemicals are discovered on or near the site); (2) when the size, elevation, or configuration of the proposed project is altered; (3) when the location or orientation of the proposed project is modified; (4) when there is a change of ownership; or (5) for application to an adjacent site. Consultants cannot accept responsibility for problems that may occur if they are not consulted after factors which were considered in the development of the report have changed. SUBSURFACE CONDITIONS CAN CHANGE. Subsurface conditions may be affected as a result of natural processes or human activity. Because a geotechnical/environmental report is based on conditions that existed at the time of subsurface exploration, construction decisions should not be based on a report whose adequacy may have been affected by time. Ask the consultant to advise if additional tests are desirable before construction starts; for example, groundwater conditions commonly vary seasonally. Construction operations at or adjacent to the site and natural events such as floods, earthquakes, or groundwater fluctuations may also affect subsurface conditions and, thus, the continuing adequacy of a geotechnicallenvironmental report. The consultant should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary. MOST RECOMMENDATIONS ARE PROFESSIONAL JUDGMENTS. Site exploration and testing identifies actual surface and subsurface conditions only at those points where samples are taken. The data were extrapolated by your consultant, who then applied judgment to render an opinion about overall subsurface conditions. The actual interface between materials may be far more gradual or abrupt than your report indicates. Actual conditions in areas not sampled may differ from those predicted in your report. While nothing can be done to prevent such situations, you and your consultant can work together to help reduce their impacts. Retaining your consultant to observe subsurface construction operations can be particularly beneficial in this respect. Page 1 of 2 1/2012 A REPORTS CONCLUSIONS ARE PRELIMINARY. The conclusions contained in your consultant's report are preliminary because they must be based on the assumption that conditions revealed through selective exploratory sampling are indicative of actual conditions throughout a site. Actual subsurface conditions can be discerned only during earthwork; therefore, you should retain your consultant to observe actual conditions and to provide conclusions. Only the consultant who prepared the report is fully familiar with the background information needed to determine whether or not the report's recommendations based on those conclusions are valid and whether or not the contractor is abiding by applicable recommendations. The consultant who developed your report cannot assume responsibility or liability for the adequacy of the report's recommendations if another party is retained to observe construction. THE CONSULTANTS REPORT IS SUBJECT TO MISINTERPRETATION. Costly problems can occur when other design professionals develop their plans based on misinterpretation of a geotechnical/environmental report. To help avoid these problems, the consultant should be retained to work with other project design professionals to explain relevant geotechnical, geological, hydrogeological, and environmental findings, and to review the adequacy of their plans and specifications relative to these issues. BORING LOGS AND/OR MONITORING WELL DATA SHOULD NOT BE SEPARATED FROM THE REPORT. Final boring logs developed by the consultant are based upon interpretation of field logs (assembled by site personnel), field test results, and laboratory and/or office evaluation of field samples and data. Only final boring logs and data are customarily included in geotechnical/environmental reports. These final logs should not, under any circumstances, be redrawn for inclusion in architectural or other design drawings, because drafters may commit errors or omissions in the transfer process. To reduce the likelihood of boring log or monitoring well misinterpretation, contractors should be given ready access to the complete geotechnical engineering/environmental report prepared or authorized for their use. If access is provided only to the report prepared for you, you should advise contractors of the report's limitations, assuming that a contractor was not one of the specific persons for whom the report was prepared, and that developing construction cost estimates was not one of the specific purposes for which it was prepared. While a contractor may gain important knowledge from a report prepared for another party, the contractor should discuss the report with your consultant and perform the additional or alternative work believed necessary to obtain the data specifically appropriate for construction cost estimating purposes. Some clients hold the mistaken impression that simply disclaiming responsibility for the accuracy of subsurface information always insulates them, from attendant liability. Providing the best available information to contractors helps prevent costly construction problems and the adversarial attitudes that aggravate them to a disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY. Because geotechnical/environmental engineering is based extensively on judgment and opinion, it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted claims being lodged against consultants. To help prevent this problem, consultants have developed a number of clauses for use in their contracts, reports and other documents. These responsibility clauses are not exculpatory clauses designed to transfer the consultant's liabilities to other parties; rather, they are definitive clauses that identify where the consultant's responsibilities begin and end. Their use helps all parties involved recognize their individual responsibilities and take appropriate action. Some of these definitive clauses are likely to appear in your report, and you are encouraged to read them closely. Your consultant will be pleased to give full and frank answers to your questions. The preceding paragraphs are based on information provided by the ASFE/Association of Engineering Firms Practicing in the Geosciences, Silver Spring, Maryland Page 2 of 2 1/2012 veva P!^ r,i • Transit Center Tukwila, WA For: City of Tukwila Structural Calculations CALCULATIONS INCLUDED: These Calculations are for the design of the structure and foundation of the canopies and for the site walls. Consulting Engineers 1601 Fifth Avenue, Suite 1600 Seattle, WA 98101 KPFF Project No. 108570.31 May 18, 2012 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 1 1 2012 • City of Tukwila BUILDING DIVISION CI gOFThKVW A JUL •.0 2 2012 PERMIT CENTER Transit Center °^� City of Tukwila Permit Submittal Structural Calculations May 17, 2012 KPFF Job #108570 Framing Design for Dead, Live, and Wind Loads Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project location client by A -Ni date 0/1-1/ I I sheet no, lob no. TU�WI A 1-tr .tSlrt CC -1.1 XPA- YBeerwS 2 Pi PE 6,��CZS WTD 3 A'`. 651' -VRAz gyp- = Li A-SSLW C"D LO r\ O( C,}J\) ' WT 4P l — z6 QLF ass pipe RDE-, .S ,Dl- t = lou PLF PuNcric Rcov-A(1 , D L = 5 Ps F i° L o KI) - (1i '—o S' 20 s C a g take) SlQN.)*f-t) = • 30 PS . WIDJD ,or) 41.b; PCS {" 12151N Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project location client by fIN\C date IO/ I/I1 sheet no. job no. V.ois0 S ��cst�1(3 V4 T 1ar-r v L E L4 V`) W1NI, 2_13Pt-F ± CjPSF><- 20 psc- 3 o Psc x `-�\ ` c 0 �bjc- A_ _ 12 0 \\o, LA �}l7 PsE X4-\1 y0 03C too t CotABIAfr-nc s (I -R -FD) e -km, 01,21 } 1,(0S A- 0,VW 0 ),2D + 1�w i 0.5 S ©bAb - 1;(9w S? ANfi-L-qsts Mw aX ZO ,0\ max . LIvL o,� - 0.0y 5 z P LC - 2 20 P1 -F G ov F--1\15 LAY -1- Cii-s ) 11 x\2 0.25 3 \0,k. 10/5/11 12:16:28 0 ir- Q L) o N' .o a0 ,a_ cv U) Ii i 1 0/4/1 1 1 7:50:03 0l e, II • 0 _Ern U_ co 0 CN E 0) co 0 c) E 02 1 0 to tri c 0 .1 ff Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project by c location date to11'1/ 11 sheet no. job no. p� U J W 1 6.0e A-\ c, 1 •q ; 3.19t wT 3X 2.3 D \ 6 C�:tl N Mme" Sip r �,c 4 It C0i\Nk., Cs�-y flJ 't -NSW) 1A,4 C si-c-M- s t ►v Cor✓\ W) omv, = o.c\ sx rt -y w -r X t 2 , 5 1' S Xc = - X5 KA v\ = I �'L k �►� 20.01 .3 RI -1S Vet1 ``J LT fin= N\U- CIA_ b)�� (V)( M ke, 51-(4 (9,k o FL'k,Jt‘E L43C IN1- 5U0k- L I Q./ G ; n ' r,,r. Si ORw.,4 aom ers Cq, = }I)7,03 g,s3 1 iV 'i$ 0 8 tQefQ C00(41-6'1' F 4 0th' C/ - tiruNcompAc-T 1111 Consulting Engineers 16015th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project by tocalion date . sheetno. client job no, Cc 1 Co ,1 -. ) / 2-0 .F,.C,6'5°(= 90 bAq_ 0. s ( k).(c, , 5 kst ub�go Sx c 3 3 Ih Mn=6,1(5o)(3t %, 3 = dW r )01.0 -t1ti \r*0. \ 03Ca/V- SWC/Ag, =(o.;Yok)(So �sX3,,kCI"Xpt32.)- % 115, Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project by location date sheet no. client job no. .ki 10/5/11 10:O9:33 ID u_ Hc a) •a) lo (I) 0 uJ0 -c) 0 0. a) n_ a) (1) • 2 : 6 0 t() 0 0 10/5/11 9:58:46 S8'9b9 0 Z17 6 D u_ i 1< 0 I a 0 0 (NI ; • Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project by 1)IVC location oiler)! date to%qn sheet no. Job no. C i'� Lv._ 3`--6,1( 3,S Q -i-Gtnlg = (,S 4) + Tsv12-g1 =-17 T = 19.15 k (2'1)2- -1 2`1)2T P, = 0.9 161.615 (0,Y, SAP2000 10/5/11 10:22:42 CS)(V) \ 0 \ csi • .; L( 0 SAP2000 v15.0.1 - File:WT BM - Joint Reactions (0.9D+1.6W) - Kip, ft, F Units ilffir 'Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project by location date sheet no. client job no. OR6V WU\ o.c‘.1) 1_,ecow 1,1 0,c12 1.j"/ 4,s ,e .so DW 1-12. 111)/c+ ,1' 4/ k ccettA Dw=is. co, (Q3 c---0(0,9) = ue\e_ )( 9 4 o, k X 2 t. 2./0(c). \s'• 14_ mkA..C-i- G \AT 2tvq Transit Center City of Tukwila Permit Submittal Structural Calculations May 17, 2012 KPFF Job #108570 Deflection Check 10/5/11 11:49:08 SAP2000 i a i� U 0 n ©Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project by location date sheet no. client job no. A -i- c v� ►— -- 7 Q `f.- t PN)D X12 wv. 0r&g1 0.6 0•'\2- L L1 L ��- 31`-i ® DL � p eau L ('i" k2 = ti32 Leo =C9 -"IS" aac 2v� ass" 2\lp 0 0 CV 34 0 v 0 / • 1,43 l• ----- i(7---&-... 1 1 • / 4 .... v ci 0 0) 0. (/) -o 0) E 0 0 0 0) 0) 0) a) • rn Ic 1— (0 : z -0j 11- I Id • 1' 0 • 0 4:( . _ • (f) Transit Center City of Tukwila Permit Submittal Structural Calculations May 17, 2012 KPFF Job #108570 Seismic Check • Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project 1)l! 71TAt CENTER by }MY location -fut.( W1 L j ) W4 trent T date sheet no. "buts Aoor? FKAMINl 5t 35mTC, WADS (15C CAN on NoN-1 L-Qr-NV "1-1 OT1�EK Std L -tFPG&-X2.8 v= CSW C3 = 5ns Fors 1 1$ $ ZAP COE) 51r& CLt#-ss t7 Sos= 0.A539 L1Th%& 15- 1-a) C,5„, O.'S33 (3/1) -11S.15 WET(, - T Tb (1) %LSI N sRUC,TL/C- NoDTLPrr2, i 'i -DL S PL-511extu,-reo Mfl55 0. 31-77 H55 1.5Dx o 5Do Vrs 61X11.5 a"0 Roo LEN/ -,T1-1 a 11.0 4t 3 11.5 4 t -7. ft TL (M/KEN FROM 5A -P: MoOeL). 14 Fo '644- %/1-4- [00 1W-r 4lvf4- 4001W-r f 1„EN 61-1.4 .1o•s -(4- 1� s f+ . 11 VW_ STD -tet-= 0, 31. h C4o.5 tb4f) DI -1 16/-4 VB - 5n) -r 4' - 0.3t 11 C3l0 ''4t) = (. I t�/4 WT% Fr 37 tt'4+ 11.51'94t 10,1 '7/t job no. lCA 570, 31 57leu.c es ` T5TRt_ WT 8-13 1 b (004 lb "7°t lb \ss(, 'ibT 'L. WT Ius 1b 9-ao 1 b hoc) Ib 16as lb V. 0.31.1`7 (1551 1.b+ ll.as 110)= 1011 1b } Effi©Consu:ling Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 proled .l< W t --A ,° A -N53 T C E-Nreic by TA Y tocation ill. k 1NT L A ) Y v client . 4- 5-r date 3/8/ra sheet no. 13U.5 CAN 0? Y FNtTN v job no. CAN n ue-ves CLAN LILT MoM ENT' . put 1D S S1'4S� LoA-OS'. 151-b" t ?;-0 1' o -au EL fi E`=--- to ti Ib IDA lb/ft- . JAR.= (.1.j 119441 f)(13.5 fi) - - (to tl 1b)UcH0 -t-- I64r)(u04 )( ff') 8t,0 lb- wow Ib -A- + yrs- 16-14 llt,S'Ho- f4 13'1 -v- 3i'W rbboE L: (11C'FeiseNCE : 5iW curicu r, 'J r O :-r S 7 41 lb-- 44- CO-D+I.u3+0.6w) > 11, tots = It .O( 16- {}- (- o :a- ,. �5-� o. S Lv ) tk) (015 i117-4+ Fars. 0 Esrc;IN 6 cuviN 5� j am" T4_4? `F -N 1 t (,aro FA „ �'j'y �p /. /�/� L C Q� f�yy .Yj1441 i y .i (..(,R. Std:, � 3. A ltit 3.. L1i3. �e ?�k�i:. tl` 1 �?.�1.. �1(} ' e r i i 3 k � b'Y.• iir : � f J _.Joint L. ;OutputCase ';.F1: _ F2 -F3 : ; • -M1 ti M2.; t,,Texf ;; _::' ext`. 2 Lb-, ' ::.'Lb _c':: Lb '.Lb-ft Lb ft _, Lbft ':; 1 DEAD 1157.5 -5.667E-10 4271.19 -18123.84 2904.91 -820.21 1 LIVE 888.01 0.004459 2632.93 -13203.69 2206.51 -588.22 1 WIND 1695.97 -6.892E-10 4400 -22000 4256.99 -967.75 1 SNOW 1271.98 -5.187E-10 3300 -16500 3192.74 -725.81 1 1.2D+1.6S+0.8W ' 4780.94 -2.061E-09 13925.43 -65748.61 11999.87 -2919.75 1 0.9D+1.6W -1671.81 5.928E-10 -3195.93 18888.54 -4196.76 810.21 4 DEAD -1157.5 -1.799E-09 4271.19 -18123.84 -2904.91 820.21 4 LIVE -888.01 -0.004459 2607.07 -13206.31 -2250.98 588.32 4 WIND -1695.97 -2.183E-09 4400 -22000 -4256.99 967.75 4 SNOW -1271.98 -1.632E-09 3300 -16500 -3192.74 725.81 4 1.2D+1.6S+0.8W -4780.94 -6.518E-09 13925.43 -65748.61 -11999.87 2919.75 4 0.9D+1.6W 1671.81 1.874E-09 -3195.93 18888.54 4196.76 -810.21 m DEAD zbA-DS (.ib, fly 0 O 0 0 0 0 i tokaS (1b, +t) 0 0 0 0 0 0 N I TukwilaTransitCenterShelterCanopy_BAY 03-08-12.sdb SAP2000 v15.1.0 - License #28E28 1. Model geometry 17 May 2012 1. Model geometry This section provides model geometry information, including items such as joint coordinates, joint restraints, and element connectivity. Figure 1: Finite element model 1.1. Joint coordinates Table 1: Joint Coordinates Table 1: Joint Coordinates 1 GLOBAL Cartesian -11.0000 0.0000 0.0000 2 GLOBAL Cartesian -11.0000 0.0000 8.1667 3 GLOBAL Cartesian -11.0000 0.0000 16.3333 4 GLOBAL Cartesian 11.0000 0.0000 0.0000 5 GLOBAL Cartesian 11.0000 0.0000 8.1667 6 GLOBAL Cartesian 11.0000 0.0000 16.3333 9 GLOBAL Cartesian -11.0000 -7.5000 8.1667 10 GLOBAL Cartesian 11.0000 -7.5000 8.1667 17 GLOBAL Cartesian -10.0000 -10.5000 8.1667 18 GLOBAL Cartesian -10.0000 0.5000 8.1667 19 GLOBAL Cartesian -10.0000 0.0000 8.1667 20 GLOBAL Cartesian -10.0000 -7.5000 8.1667 21 GLOBAL Cartesian -6.0000 -10.5000 8.1667 22 GLOBAL Cartesian -6.0000 0.5000 8.1667 23 GLOBAL Cartesian -6.0000 0.0000 8.1667 24 GLOBAL Cartesian ------6:0000 -75000 8.1667 25 GLOBAL Cartesian -2.0000 -10.5000 8.1667 KPFF Consulting Engineers TukwilaTransitCenterShelterCanopyBAY 03-08-12.sdb SAP2000 v15.1.0 - License #28E28 1. Model geometry 17 May 2012 Table 1: Joint Coordinates 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 44 45 GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL Cartesian Cartesian Cartesian Cartesian Cartesian Cartesian Cartesian Cartesian Cartesian Cartesian Cartesian Cartesian Cartesian Cartesian Cartesian Cartesian Cartesian -2.0000 -2.0000 -2.0000 2.0000 2.0000 2.0000 2.0000 6.0000 6.0000 6.0000 6.0000 10.0000 10.0000 10.0000 10.0000 11.0000 -11.0000 0.5000 0.0000 -7.5000 -10.5000 0.5000 0.0000 -7.5000 -10.5000 0.5000 0.0000 -7.5000 -10.5000 0.5000 0.0000 -7.5000 0.0000 d.0000 8.1667 8.1667 8.1667 8.1667 8.1667 8.1667 8.1667 8.1667 8.1667 8.1667 8.1667 8.1667 8.1667 8.1667 8.1667 11.6667 11.6667 1.2. Joint restraints Table 2: Joint Restraint Assignments Table 2: Joint Restraint Assignments 1 4 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 1.3. Element connectivity Table 3: Connectivity - Frame Table 3: Connectivity - Frame 1 2 3 4 5 7 15 16 17 21 22 23 1 2 2 3 4 5 5 6 2 5 9 10 19 20 20 17 19 18 23 24 24 21 23 22 0.5000 8.1667 8.1667 8.1667 8.1667 22.0000 22.0000 7.5000 3.0000 0.5000 7.5000 3.0000 KPFF Consulting Engineers TukwilaTransitCenterShelterCanopy_BAY_03-08-12.sdb SAP2000 v15.1.0 - License #28E28 1. Model geometry 17 May 2012 Table 3; Connectivity - Frame 24 25 26 27 28 29 30 31 32 33 34 35 44 45 27 28 27 31 32 31 35 36 35 39 40 39 45 44 28 25 26 32 29 30 36 33 34 40 37 38 9 10 7.5000 3.0000 0.5000 7.5000 3.0000 0.5000 7.5000 3.0000 0.5000 7.5000 3.0000 0.5000 8.2765 8.2765 Table 4: Frame Section Assignments Table 4: Frame Section Assignments 1 2 3 4 5 7 15 16 17 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 44 45 PIPE12XS PIPE IOSCH80 PIPE12XS PIPEIOSCH80 HSS7.500X.500 HSS7.500X.500 WT9X17.5 WT9X17.5 WT9X17.5 WT9X17.5 WT9X17.5 WT9X17.5 WT9X17.5 WT9X17.5 WT9X17.5 WT9X17.5 WT9X17.5 WT9X17.5 WT9X17.5 WT9X17.5 WT9X17.5 wT9X17.5 WT9X17.5 WT9X17.5 PIPE2SH40 PIPE2SH40 PIPE12XS PIPEIOSCH80 PIPE12XS PIPEIOSCH80 HSS7.500X.500 HSS7.500X.500 WT9X17.5 WT9X17.5 WT9X17.5 WT9X17.5 WT9X17.5 WT9X17.5 WT9X17.5 WT9X17.5 WT9X17.5 WT9X17.5 WT9X17.5 WT9X17.5 WT9X17.5 WT9X17.5 WT9X17.5 WT9X17.5 WT9X17.5 WT9X17.5 PIPE2SH40 PIPE2SH40 Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default Default KPFF Consulting Engineers TukwilaTransitCenterShelterCanopy_BAY_03-08-12.sdb SAP2000 v15.1.0 - License #28E28 2. Material properties 17 May 2012 Table 5: Frame Release Assignments 1 - General, Part 1 of 2 Table 5: Frame Release Assignments 1 - General, Part 1 of 2 5 No No No No No Yes Table 5: Frame Release Assignments 1 - General, Part 2 of 2 Table 5: Frame Release', Assignments 1 - General, Part 2 of 2 5 No No No No No Yes 2. Material properties This section provides material property information for materials used in the model. Table 6: Material Properties 02 - Basic Mechanical Properties Table 6: Material Properties 02- Basic Mechanical Properties 4000Psi 1.5000E-01 4.6621E-03 519119.50 216299.79 0.200000 A500GrB46 4.9000E-01 1.5230E-02 4176000.0 1606153.8 0.300000 0 5 A53GrB 4.9000E-01 1.5230E-02 4176000.0 1606153.8 0.300000 6.5000E-06 0 5 A992Fy50 4.9000E-01 1.5230E-02 4176000.0 1606153.8 0.300000 6.5000E-06 0 ' 5 5.5000E-06 6.5000E-06 Table 7: Material Properties 03a - Steel Data Table 7: Material Properties 03a'- Steel Data 4.1.3:7-#1* A500GrB46 A500GrB46 6624.00 A53GrB 5040.00 A992Fy50 7200.00 8352.00 8640.00 9360.00 -0.100000 -0.100000 -0.100000 3. Section properties This section provides section property information for objects used in the model. 3.1. Frames KPFF Consulting Engineers TukwilaTransitCenterShelterCanopyBAY_03-08-12.sdb 3. Section properties Table 9: Frame Section Properties 01 - General, Part 1 of 4 Table 9: Frame Section Properties 01 - General, Part 1 of 4 SAP2000 v15.1.0 - License #28E28 17 May 2012 FSEC1 A992Fy50 I/Wide Flange 1.00000 HSS10X.500 A500GrB46 Pipe 0.83333 HSS12.750X.500 A500GrB46 Pipe 1.06250 HSS3X.125 A500GrB46 Plpe 0.25000 HSS7.500X.500 A500GrB46 Plpe 0.62500 HSS8.625X.625 A500Gr846 Pipe 0.71875 PIPE1OSCH40 A53GrB Pipe 0.89583 PIPEIOSCH80 A53GrB Pipe 0.89583 PIPE12STD A53GrB Pipe 1.06250 PIPE12XS A53GrB Pipe 1.06250 PIPE2SH40 A53GrB Pipe 0.19792 WT12X27.5 A992Fy50 Tee 0.98333 0.58417 WT3X12.5 A992Fy50 Tee 0.26583 0.50667 WT6X13 A992Fy50 Tee 0.50917 0.54083 WT6X17.5 A992Fy50 Tee 0.52083 0.54667 WT8X13 A992Fy50 Tee 0.65417 0.45833 WT9X17.5 A992Fy50 Tee 0.73750 0.50000 WT9X23 A992Fy50 Tee 0.75250 0.50500 0.41667 0.03167 0.04208 0.03792 0.03167 0.04333 0.02875 0.03542 0.05042 0.02083 0.04167 0.04167 0.01042 0.04167 0.05208 0.03042 0.04167 0.03125 0.04167 0.01283 0.03292 0.02667 0.01917 0.02500 0.02083 0.02500 0.03000 0.41667 0.03167 Table 9: Frame Section Properties 01 - General, Part 2 of 4 Table 9: Frame Section Properties 01 - General, Part 2 of 4 FSEC1 0.0459 0.000011 0.007615 HSS10X.500 0.0965 0.015287 0.007668 HSS12.750X.500 0.1243 0.032697 0.016348 HSS3X.125 0.0073 0.000106 0.000053 HSS7.500X.500 0.0715 0.006173 0.003082 HSS8.625X.625 0.1021 0.011526 0.005739 PIPEIOSCH40 0.0771 0.014564 0.007282 PIPE1OSCH80 0.1042 0.019194 0.009597 PIPE12STD 0.0944 0.025222 0.012635 PIPE12XS 0.1243 0.032697 0.016348 PIPE2SH40 0.0069 0.000060 0.000030 WT12X27.5 0.0563 0.000028 0.005642 WT3X12.5 0.0255 0.000011 0.000110 WT6X13 0.0265 7.234E-06 0.000564 WT6X17.5 0.0359 0.000018 0.000772 WT8X13 0.0267 6.269E-06 0.001133 WT9X17.5 0.0358 0.000012 0.001934 WT9X23 0.0470 0.000029 0.002513 0.000382 0.007668 0.016348 0.000053 0.003082 0.005739 0.007282 0.009597 0.012635 0.016348 0.000030 0.000699 0.000411 0.000418 0.000588 0.000231 0.000370 0.000545 0.0208 0.0869 0.1119 0.0066 0.0644 0.0919 0.0407 0.0560 0.0494 0.0661 0.0038 0.0324 0.0071 0.0098 0.0130 0.0136 0.0184 0.0226 0.0220 0.0869 0.1119 0.0066 0.0644 0.0919. 0.0407 0.0560 0.0494 0.0661 0.0038 0.0205 0.0160 0.0143 0.0197 0.0110 0.0148 0.0212 Table 9: Frame Section Properties 01 - General, Part 3 of 4 Table 9: Frame Section Properties 01 - General, Part 3 of 4 HSS10X.500 HSS12.750X.500 730 0.018403 0.030773 KPFF Consulting Engineers 0..0a1836_0_017346__0.002850 0A0730 0.09428 0.018403 0.024479 0.024479 0.28184 0.28184 0.030773 0.040625 0.040625 0.36265 0.36265 TukwilaTransitCenterShelterCanopy_BAY_03-08-12.sdb 3. Section properties Table 9: Frame Section Properties 01 - General, Part 3 of 4 HSS3X.125 0.000421 0.000421 0.000558 HSS7.500X.500 0.009861 0.009861 0.013310 HSS8.625X.625 0.015969 0.015969 0.021817 PIPE1OSCH40 0.016258 0.016258 0.021354 PIPE10SCH80 0.021425 0.021425 0.028472 PIPE12STD 0.023784 0.023784 0.031076 PIPEI2XS 0.030773 0.030773 0.040625 PIPE2SH40 0.000306 0.000306 0.000413 WT12X27.5 0.008158 0.002394 0.014815 WT3X12.5 0.000514 0.001624 0.000972 WT6X13 0.001393 0.001544 0.002431 WT6X17.5 0.001871 0.002152 0.003304 WT8X13 0.002361 0.001008 0.004259 WT9X17.5 0.003592 0.001480 0.006481 WT9X23 0.004500 0.002158 0.008044 0.000558 0.013310 0.021817 0.021354 0.028472 0.031076 0.040625 0.000413 0.003848 0.002477 0.002361 0.003316 0.001580 0.002326 0.003380 0.08491 0.20756 0.23710 0.30736 0.30353 0.36576 0.36265 0.06599 0.31672 0.06583 0.14584 0.14660 0.20615 0.23253 0.23118 0.08491 0.20756 0.23710 0.30736 0.30353 0.36576 0.36265 0.06599 0.11150 0.12705 0.12547 0.12801 0.09307 0.10170 0.10766 Table 9: Frame Section Properties 01 - General, Part 4 of 4 Table 9: Frame Section Properties 01 - General, Part 4 of 4 SAP2000 v15.1.0 - License #28E28 17 May 2012 FSEC1 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 H SS10X.500 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 HSS 12.750X.500 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 HSS3X.125 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1-1667.500X500 1.000000 1.000000 1,000000 1.000000 1.000000 1.000000 1.000000 HSS8.625X.625 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 PIPE 1 OSCH40 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 PIPE 1 OSCH80 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 PIPE12STD 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 PIPEI2XS 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 P IPE2S H40 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 WT12X27.5 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 WT3X12.5 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1NT6X13 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 WT6X17.5 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 WT8X13 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 WT9X17.5 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 WT9X23 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 1.000000 Table 10: Frame Property Modifiers Table 10: Frame Property Modifiers 5 1.000000 1.000000 1.000000 0.000000 1.000000 1.000000 1.000000 7 1.000000 1.000000 1.000000 0.000000 1.000000 1.000000 1.000000 1.000000 1.000000 KPFF Consulting Engineers TukwilaTransitCenterShelterCanopy_BAY 03-08-12.sdb SAP2000 v15.1.0 - License #28E28 4. Load patterns 4. Load patterns This section provides loading information as applied to the model. 4.1. Definitions Table 12: Load Pattern Definitions Table 12: Load Pattern Definitions DEAD LIVE WIND SNOW Self Weight DEAD LIVE WIND SNOW DEAD 1.000000 0.000000 0.000000 0.000000 1.000000 None 5. Load cases This section provides Toad case information. 5.1. Definitions Table 13: Load Case Definitions Table 13: Load Case Definitions DEAD MODAL LIVE LinStatic Zero LinModal LinStatic WIND LinStatic SNOW LinStatic Self Weight LinStatic Zero Zero Zero Zero Zero Prog Det Non - Composite Prog Det Other Prog Det Short -Term Composite Prog Det Short -Term Composite Prog Det Short -Term . Composite Prog Det Non - Composite 5.2. Static case load assignments 17 May 2012 KPFF Consulting Engineers TukwilaTransitCenterShelterCanopy_BAY_03-08-12.sdb SAP2000 v15.1.0 - License #28E28 6. Load combinations Table 14: Case - Static 1 - Load Assignments Table 14: Case - Static 1 - Load Assignments DEAD Load pattern DEAD 1.000000 LIVE Load pattern LIVE 1.000000 WIND Load pattern WIND 1.000000 SNOW Load pattem SNOW 1.000000 Self Weight Load pattem Self Weight 1.000000 6. Load combinations This section provides load combination information. Table 16: Combination Definitions Table 16: Combination Definitions 1.2D+1.6S+0.8W 1.2D+1.6S+0.8W 1.2D+1.6S+0.8W 0.9D+1.6W 0.9D+1.6W Linear Add Linear Add DEAD SNOW WIND DEAD WIND 1.200000 1.600000 0.800000 0.900000 -1.600000 17 May 2012 KPFF Consulting Engineers Transit Center City of Tukwila Permit Submittal Structural Calculations May 17, 2012 KPFF Job #108570 Foundation Design !I'll] Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project -ry K\ J I7c4 1-K NS by l/-? location WYA date 3/8/a sheet no. client ;y V_L 13u5 CA -N oP`( FelrM :N L, job no. Fau.tv)k v D��rGN 1NPLY S R,v1C-F Lok0s T.Nrroool- c Y'15i foc_M4-r (ONVC-tCST�Gs4 z CFa) o A x (.F1) A D Company : KPFF Consulting Engineers Designer : BAY Job Number : 108570.31 Tukwila Transit Center - Bus Canopy May 17, 2012 Checked By: Sketch 8 ft Details B #6@15 in 8 ft IC w o #6@15 in X Dir. Steel: 3.09 in2 (7,#6) Z Dir. Steel: 3.09 int (7 #6) Bottom Rebar Plan Geometry, Materials and Criteria z X 0 4-1 D Footing Elevation Length :8 ft Width :8 ft Thickness :16 in Height :0 In eX :0 in eZ :O in pX;12in pZ :12 in Footing Top Bar Cover :1.5 in Footing Bottom Bar Cover :3 in Pedestal Longitudinal Bar Cover :1.5 in Gross Allow. Bearing Concrete Weight Concrete fc Design Code :2000 psf (gross) :150 pcf :3 ksi :ACI 318-05 Overturning Safety Factor Coefficient of Friction Passive Resistance of Soil Steel fy Minimum Steel Maximum Steel :60 ksi :.0018 :.0075 :1.5 Phi for Flexure :0.9 :0.3 Phi for Shear :0.75 :0 k Phi for Bearing :0.65 RISAFoot Version 3.0[G:\...1...\...1Bus_Canopy_Ftgs.rft] Page 1 Company : KPFF Consulting Engineers Designer : BAY Job Number : 108570.31 Tukwila Tr• ansit Center - Bus Canopy May 17, 2012 Checked By: Loads DL LL EL WL SL P (k Vx (k Vz (k Mx(k- 4.271 1.158 2000 18.124 -2.905 2.633 .888 2000 13.204 -2.207 ASCE-2.3.2-3a 1.2DL+1.6SL+1LL 2000 11.615 -11.615 4.4 1.696 2000 22 -4.257 3.3 1.272 2000 16.5 -3.192 +P Soil Bearing +Vx A D +Vz D C 01+Mx DILE D C kl+Mz A D overburden (psf) 0 +Over ll 1U4 sem: rt�.�1 Description Categories and Factors Gross Allow ,(psf) Max Bearing (psf) Max/Allowable Ratio ASCE-2.3.2-1 1.4DL 2000 693.104 (C) .347 ASCE-2.3.2-2 1.2DL+1.6LL+.5SL 2000 1128.31 (C) .564 ASCE-2.3.2-3a 1.2DL+1.6SL+1LL 2000 1374.41 (C) .687 ASCE-2.3.2-3b 1.2DL+1.6SL+.8WL 2000 1493.54 (C) .747 ASCE-2.3.2-4 1.2DL+1.6WL+1 LL+.5SL 2000 1864.99 (C) .932 ASCE-2.3.2-5 1.2DL+1 EL+1 LL+.2SL 2000 1307.24 (C) .654 ASCE-2.3.2-6 .9DL+1.6WL 2000 1181.2 (C) .591 ASCE-2.3.2-7 .9DL+1 EL 2000 801.535 (C) .401 A D B 1.4DL QA: 53.752 psf QB: 648.446 psf QC: 693.104 psf QD: 98.41 psf NAZ: 111.886 in NAX: 1489.95 in 1.2DL+1 EL+1 LL+.2SL QA: 0 psf Q8: 811.497 psf QC: 1307.24 psf QD: 0 psf NAZ: 81.603 in NAX: 253.146 in A B 1.20L+1.6LL+.5SL QA: 0 psf QB: 1006.12 psf QC: 1128.31 psf QD: 0 psf NAZ: 78.22 in NAX: 886.443 in A B .9DL+1.6WL QA: 0 psf QB: 1018.25 psf QC: 1181.2 psf QD: 0 psf NAZ: 65.525 in NAX: 695.914 in 1.2DL+1.6SL+1 LL QA: 0 psf QB: 1202.33 psf QC: 1374.41 psf QD: 0 psf NAZ: 70.437 in NAX:766.756 in A D .9DL+1 EL QA: 0 psf QB: 408.885 psf QC: 801.535 psf QD: 11.891 psf NAZ: 97.446 in NAX: 195.969 in 1.2DL+1.6SL+.8WL QA: 0 psf QB: 1292.57 psf QC: 1493.54 psf QD: 0 psf NAZ: 67.499 in NAX:713.444 in 1.2DL+1.6W L+1 LL+.SSL QA: 0 psf QB: 1595.31 psf QC: 1864.99 psf QD: 0 psf NAZ: 59.332 in NAX: 663.895 in RISAFoot Version 3.0[G:1...1...1...1Bus_Canopy_Ftgs.rft] Page 2 Company : KPFF Consulting Engineers Designer : BAY Job Number : 108570.31 Tukwila Transit Center - Bus Canopy May 17, 2012 Checked By: Footing Flexure Design (Bottom Bars) Description Categories and Factors Mu -XX (k -ft) Z Dir As (int) Mu -ZZ (k -ft) X Dir As (int ASCE-2.3.2-1 1.4DL 14.898 .263 5.353 .094 ASCE-2.3.2-2 1.2DLr+1.6LL+.5SL 30.638 .542 10.061 .177 ASCE-2.3.2-3a 1.2DL+1.6SL+1 LL 37.984 .673 12.057 .213 ASCE-2.3.2-3b 1.2DL+1.6SL+.8WL 41.321 .733 12.973 .229 ASCE-2.3.2-4 1.2DL+1.6WL+1 LL+.5SL 51.454 .914 15.308 .27 ASCE-2.3.2-5 1.2DL+1 EL+1 LL+.2SL 29.16 .516 12.578 .222 ASCE-2.3.2-6 .9DL+1.6WL 32.7 .579 10.15 .179 ASCE-2.3.2-7 .9DL+1EL 15.193 .268 8.418 .148 Footing Flexure Design (Top Bars) Description Categories and Factors SW+OB Mu -XX (k -ft) Z Dir As (int) Mu -ZZ (k -ft) X Dir As (int) 1 SW+1 OB -(ASCE -2.3.2 -..,ASCE -2.t3.2-..) 9.793 0 3.007 0 Moment Capacity of Plain Concrete Section Along XX and ZZ=39.363k-ft,39.363k-ft Per Chapter 22 of ACI 318. Footing Shear Check Two Way (Punching) Vc: 272.451 k One Way (X Dir. Cut) Vc 132.768 k One Way (Z Dir. Cut) Vc: 132.768 k Punching X Dir. Cut Z Dir. Cut Description Categories and Factors Vu(k) Vu/ysVc Vu(k) Vu/' fVc Vu(k) Vu ASCE-2.3.2-1 1.4DL 5.586 .027 5.871 .059 2.133 .021 ASCE-2.3.2-2 1.2DL+1.6LL+.5SL 10.42 .051 12.051 .121 4.007 .04 ASCE-2.3.2-3a 1.2DL+1.6SL+1LL 12.568 .062 14.918 .15 4.801 .048 ASCE-2.3.2-3b 1.2DL+1.6SL+.8WL 13.542 .066 16.216 .163 5.165 .052 ASCE-2.3.2-4 1.2DL+1.6WL+1LL+.5SL 16.451 .081 20.141 .202 6.094 .061 ASCE-2.3.2-5 1.2DL+1 EL+1 LL+.2SL 8.206 .04 11.438 .115 4.967 .05 ASCE-2.3.2-6 .9DL+1.6WL 10.655 .052 12.826 .129 4.041 .041 ASCE-2.3.2-7 .9DL+1EL 3.716 .018 5.961 .06 3.307 .033 Concrete Bearing Check (Vertical Loads Only) Bearing Bc : 734.4 k Description Categories and Factors Bearing Bu (k) Bearing Bu/rzfBc ASCE-2.3.2-1 1.4DL 23.899 .05 ASCE-2.3.2-2 1.2DL+1.6LL+.5SL • 26.348 .055 ASCE-2.3.2-3a 1.2DL+1.6SL+1 LL 28.398 .059 ASCE-2.3.2-3b 1.2DL+1.6SL+.8WL 29.285 .061 ASCE-2.3.2-4 1.2DL+1.6WL+1LL+.5SL 31.808 .067 ASCE-2.3.2-5 1.2DL+1 EL+1 LL+.2SL 23.778 .05 ASCE-2.3.2-6 .9DL+1.6WL 22.404 .047 ASCE-2.3.2-7 .9DL+1EL 15.364 .032 . RISAFoot Version 3.0[G:\...\...\...\Bus_Canopy_Ftgs.rft] Page 3 Company : KPFF Consulting Engineers Designer : BAY Job Number : 108570.31 Tukwila Transit Center - Bus Canopy May 17, 2012 Checked By: Overturning Check (Service) Description Categories and Factors Mo -XX (k -ft) Ms -XX (kms Mo-ZZ(k-ft) Ms -ZZ (k -ft) OSF-XX OSF- ASCE-2.3.2-1 1.40L 25.374 95.598 4.067 97.759 3.768 24.037 ASCE-2.3.2-2 1.20L+1.6LL+.5SL 51.125 105.392 8.613 109.987 2.061 12.77 - ASCE-2.3.2-3a 1.2DL+1.6SL+1 LL 61.353 113.593 10.8 119.343 1.851 11.05 ASCE-2.3.2-3b 1.2DL+1.6SL+.8WL 65.749 117.141 11.999 123.516 1.782 10.294 ASCE-2.3.2-4 1.2DL+1.6W L+1 LL+.. 78.403 127.233 14.1 134.736 1.623 9.556 ASCE-2.3.2-5 1.2DL+1 EL+1 LL+.2.. 49.868 95.113 17.946 98.489 1.907 5.488 ASCE-2.3.2-6 .9DL+1.6WL 51.512 89.616 9.426 94.623 1.74 10.039 ASCE-2.3.2-7 .9DL+1 EL 27.927 61.456 14.23 62.845 2.201 4.417 Mo -XX: Governing Overturning Moment about AD or BC Ms -XX: Goveming Stablizing Moment about AD or BC OSF-XX: Ratio of Ms -XX to Mo -XX Sliding Check (Service) Description Categories and Factors Va-XX (k) Vr-XX (k) Va-ZZ(k) Vr-ZZ (k) SR -XX SR - ASCE -2.3.2-1 1.4DL 1.621 7.17 0 7.17 4.423 NA ASCE-2.3.2-2 1.2DL+1.6LL+.5SL 3.446 7.904 0 7.904 2.294 NA ASCE-2.3.2-3a 1.2DL+1.6SL+1 LL, 4.313 8.519 0 8.519 1.975 NA ASCE-2.3.2-3b 1.2DL+1.6SL+.8WL 4.782 8.786 0 8.786 1.837 NA ASCE-2.3.2-4 1.2DL+1.6WL+1LL+.. 5.627 9.542 0 9.542 1.696 NA ASCE-2.3.2-5 1.2DL+1 EL+1 LL+.2.. 2.532 7.133 0 7.133 2.817 NA ASCE-2.3.2-6 .9DL+1.6WL 3.756 6.721 0 6.721 1.79 NA ASCE-2.3.2-7 .9DL+1EL 1.042 4.609 0 4.609 4.423 NA Va-XX: Applied Lateral Force to Cause Sliding Along XX Axis Vr-XX: Resisting Lateral Force Against Sliding Along XX Axis SR -XX: Ratio of Vr-XX to Va-XX RISAFoot Version 3.0[G:\...\...\...\Bus_Canopy_Ftgs.rft) Page 4 Company : KPFF Consulting Engineers Designer : BAY Job Number : 108570.31 Tukwila Transit Center - Bus Canopy May 17, 2012 Checked By: Sketch Details B MUM •uum ■■■1■■• EMU ■uui.I♦■ MUM Dt tC w 0 #6@13 in 7 £t Controlling Z direction Region 1 (starts at A): Region 2 (middle): Region 3 (ends at D): 1X steel requires the following placement: 18 in Steel: .44 in2(11 #6 @NA) 84 in Steel: 3.53 in (8 #6 @12 In) 18 in Steel: .44 in2(1 #6 @NA) Bottom Rebar Plan Geometry, Materials and Criteria `"D Footing Elevation C Length :7 ft Width :10 ft Thickness :18 in Height :0 in eX :O in eZ :O in pX:12in pZ :12 in Footing Top Bar Cover :1.5 in Footing Bottom Bar Cover :3 in Pedestal Longitudinal Bar Cover :1.5 in Gross Allow. Bearing Concrete Weight Concrete fc Design Code :2000 psf (gross) :150 pcf :3 ksi :ACI 318-05 Overturning Safety Factor Coefficient of Friction Passive Resistance of Soil Steel fy :60 ksi Minimum Steel :.0018 Maximum Steel :.0075 :1.5 Phi for Flexure :0.9 :0.3 Phi for Shear :0.75 :0 k Phi for Bearing :0.65 RISAFoot Version 3.0[G:\...1...1...1Bus_Canopy_Ftgs.rft] Page 1 Company : KPFF Consulting Engineers Designer : BAY Job Number : 108570.31 Tukwila Transit Center - Bus Canopy May 17, 2012 Checked By: Loads DL LL EL WL SL P (k Vx (k Vz (k Mx(k-f 4.271 1.158 2000 18.124-2.905 .363 2.633 .888 2000 13.204 -2.207 ASCE-2.3.2-3a 1.2DL+1.6SL+1 LL 2000 11.615 -11.615 4.4 1.696 2000 22 -4.257 3.3 1.272 .964 16.5 -3.192 Soil Bearing +Vz D C r!+Mx D C r +Mz A D overburden (psf) 0 +Over 11 .: Sb:: Description Categories and Factors Gross Allow.(psf) Max Searing (psf) Max/AIInwable Ratio ASCE-2.3.2-1 1.4DL 2000 725.133 (C) .363 ASCE-2.3.2-2 1.2DL+1.6LL+.5SL 2000 1152.46 (C) .576 ASCE-2.3.2-3a 1.2DL+1.6SL+1 LL 2000 1404.1 (C) 1527.33 (C) .702 1 .764 ASCE-2.3.2-3b 1.2DL+1.6SL+.8WL 2000 ASCE-2.3.2-4 1.2DL+1.6WL+1LL+.5SL 2000 1928.04 (C) .964 ASCE-2.3.2-5 1.2DL+1EL+1LL+.2SL 2000 1267.98 (C) • .634 ASCE-2.3.2-6 .9DL+1.6WL 2000 1209.99 (C) .605 ASCE-2.3.2-7 .9DL+1EL 2000 758.785 (C) .379 A D 1.4DL QA: 75.707 psf QB: 697.101 psf QC: 725.133 psf QD: 103.739 psf NAZ: 98.023 in NAX: 3104.17 in 1.2DL+1 EL+1 LL+.2SL QA: 0 psf QB: 924.536 psf QC: 1267.98 psf QD: 0 psf NAZ: 68.614 in NAX: 443.034 in 1.2DL+1.6LL+.5SL QA: 0 psf QB: 1075.42 psf QC: 1152.46 psf QD: 0 psf NAZ: 66.594 in NAX: 1795.17 in Ate'^'` B .9DL+1.6WL QA: 0psf. QB: 1104.83 psf QC: 1209.99 psf QD: 0 psf NAZ: 54.285 in NAX: 1380.76 in 1.2DL+1.6SL+1 LL QA: 0 psf QB: 1294.27 psf QC: 1404.1 psf QD: 0 psf NAZ: 59.093 in NAX: 1534.05 in A D B C .9DL+1EL QA: 0 psf QB: 491.165 psf QC: 758.785 psf QD: 0 psf NAZ: 82.746 in NAX:340.237 in 1.2DL+1.65L+.8WL QA: 0 psf QB: 1398.2 psf QC: 1527.33 psf QD: 0 psf NAZ: 56.198 in NAX:1419.35 in 1.20L+1.6WL+1 LL+.SSL QA: 0 psf QB: 1751.19 psf QC: 1928.04 psf QD: 0 psf NAZ: 48.296 in NAX: 1308.22 in RISAFoot Version 3.0[G:\...1...\...\Bus_Canopy__Ftgs.rft] Page 2 Company : .KPFF Consulting Engineers Designer : BAY Job Number : 108570,31 Tukwila Transit Center - Bus Canopy May 17, 2012 Checked By: Footing Flexure Design (Bottom Bars) Description Categories and Factors Mu -XX (k -ft) Z Dir As (int) Mu-ZZ(k-ft) X Dir As (int ASCE-2.3.2-1 1.4DL 13.831 .21 6.75 .103 ASCE-2.3.2-2 1.2DL+1.6LL+.5SL 28.632 .436 12.597 .192 ASCE-2.3.2-3a 1.2DL+1.6SL+1 LL 35.733 .545 15.054 .229 ASCE-2.3.2-3b 1.2DL+1.6SL+.8WL 38.999 .595 16.165 .246 ASCE-2.3.2-4 1.2DL+1.6W L+1 LL+.5SL 49.075 .749 19.077 .291 ASCE-2.3.2-5 1.2DL+1EL+1LL+.2SL 27.202 .414 14.676 .223 ASCE-2.3.2-6 .9DL+1.6WL 30.935 .472 12.643 .192 ASCE-2.3.2-7 .9DL+1EL 14.06 .214 9.444 .144 Footing Flexure Design (Top Bars) Description Categories and Factors SW+OB 1 SW+1 OB -(ASCE -2.3.2 -..,ASCE -2. Mu -XX (k -ft) Z Dir As (in2 Mu -ZZ (k -ft) X Dir As (int ) 3.2-..)10.125 0 1 2.923 0 Moment Capacity of Plain Concrete Section Along XX and ZZ�4.266k-ft,44.986k-ft Per Chapter 22 of ACI 318. Footing Shear Check Two Way (Punching) Vc: 341.245 k One Way (X Dir. Cut) Vc 192.251 k One Way (Z Dir. Cut) Vc: 134.575 k Punching X Dir. Cut Z Dir. Cut Description Categories and Factors Vu(k) Vu/OVc Vu(k) Vu/ Vc Vu(k ASCE-2.3.2-1 1.4DL 5.559 .022 5.648 .039 2.178 .022 ASCE-2.3.2-2 1.2DL+1.6LL+.5SL 10.412 .041 11.738 .081 4.063 .04 ASCE-2,3.2-3a 1.2DL+1.6SL+1 LL 12.638 .049 14.7 .102 4.854 .048 ASCE-2.3.2-3b 1.2DL+1.6SL+.8WL 13.667 .053 16.072 .111 5.211 .052 ASCE-2.3.2-4 1.2DL+1.6WL+1LL+.5SL 16.661 .065 20.359 .141 6.15 .061 ASCE-2.3.2-5 1.2DL+1EL+1LL+.2SL 8.172 .032 11.2 .078 4.667 .046 ASCE-2.3.2-6 .9DL+1.6WL 10.768 .042 12.766 .089 4.075 .04 ASCE-2.3.2-7 .9DL+1 EL 3.66 .014 5.78 .04 2.978 .03 Concrete Bearing Check (Vertical Loads Only) Bearing Bc : . 734.4 k Description Categories and Factors Bearing Bu (k) Bearing Bu/Bc ASCE-2.3.2-1 1.4DL 28.029 .059 ASCE-2.3.2-2 1.2DL+1.6LL+.5SL 29.888 .063 ASCE-2.3.2-3a 1.2DL+1.6SL+1 LL 31.938 .067 ASCE-2.3.2-3b 1.2DL+1.6SL+.8WL 32.825 .069 ASCE-2.3.2-4 1.2DL+1.6WL+1LL+.5SL 35.348 .074 ASCE-2.3.2-5 1.2DL+1EL+1LL+.2SL 27.318 .057 ASCE-2.3.2-6 .9DL+1.6WL 25.059 .052 ASCE-2.3.2-7 .9DL+1 E L 18.019 .038 RISAFoot Version 3.0 [G:\...\...1...\Bus_Canopy Ftgs.rft] Page 3 Company : KPFF Consulting Engineers Designer : BAY Job Number : 108570.31 Tukwila Transit Center - Bus Canopy May 17, 2012 Checked By: Overturning Check (Service) Description Categories and Factors Mo -XX (k -ft) Ms -XX (k -ft) Mo -77 (k -ft) Ms -ZZ (k - ASCE -2.3.2-1 1.4DL 25.374 98.103 • 4.067 142.579 3.866 35.057 ASCE-2.3.2-2 1.2DL+1.6LL+.5SL 51.125 104.608 8.613 154.61 2.046 17.95 ASCE-2.3.2-3a 1.2DL+1.6SL+1LL 61.353 111.784 10.8 166.16 1.822 15.385 ASCE-2.3.2-3b 1.2DL+1.6SL+.8W L 65.749 114.888 11.999 171.298 1.747 14.276 ASCE-2.3.2-4 1.2DL+1.6W L+1 LL+.. 78.403 123.719 14.1 185.182 1.578 13.133 ASCE-2.3.2-5 1.2DL+1 EL+1 LL+2.. 49.868 95.614 17.946 140.389 1.917 7.823 ASCE-2.3.2-6 .9DL+1.6WL 51.512 87.706 9.426 130.928 1.703 13.891 ASCE-2.3.2-7 .9DL+1 EL 27.927 63.066 14.23 91.658 2.258 6.441 Mo -XX: Governing Overturning Moment about AD or BC Ms -XX: Governing Stablizing Moment about AD or BC OSF-XX: Ratio of Ms -XX to Mo -XX Sliding Check (Service) Description Categories and Factors Va-. ASCE-2.3.2-1 1.4DL 1.621 8.409 0 8.409 5.187 NA ASCE-2.3.2-2 1.2DL+1.6LL+.5SL 3.446 8.966 0 8.966 2.602 NA ASCE-2.3.2-3a 1.2DL+1.6SL+1 LL 4.313 9.581 0 9.581 2.222 NA ASCE-2.3.2-3b 1.2DL+1.6SL+.8WL 4.782 9.848 0 9.848 2.059 NA ASCE-2.3.2-4 1.2DL+1.6WL+1 LL+.. 5.627 10.604 0 10.604 1.885 NA ASCE-2.3.2-5 1.2DL+1 EL+1 LL+.2.. 2.532 8.195 0 8.195 3.237 NA ASCE-2.3.2-6 .9DL+1.6WL 3.756 7.518 0 7.518 2.002 NA ASCE-2.3.2-7 .9DL+1EL 1.042 5.406 0 5.406 5.187 NA _ Va-XX: Applied Lateral Force to Cause Sliding Along XX Axis Vr-XX: Resisting Lateral Force Against Sliding Along XX Axis SR -XX: Ratio of Vr-XX to Va-XX RISAFoot Version 3.0[G:\...1...1...1Bus_Canopy_Ftgs.rft] Page 4 Transit Center City of Tukwila Permit Submittal Structural Calculations May 17, 2012 KPFF Job #108570 Design: Connections and Details 11 I Consulling Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project IAKW 4l• Lf"1 i Tr \ ENTeR by 1/,+Y Location K\,J3 44 , WA Y 1 date )/IV Irl sheet no. `,u5 Cf? =R`A-PAIN 1, job no. tE 15 / DTss&N of r too t Mv\n'S F+RoM 31-P (tett) uLTI('1ftT 1"5v TLE RAM 7 i Roos = MEw5 44 at5 ' -11,k= i3.o (I.a.rYr 1-(5+ 0.8w) C ufte2 €. 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TEC -1-1 ?I o + A -D F in K -/R Fo DA-T2acic 13 ME a Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 • I I • 1 . • 1 project location by date sheet no. client • 'A : • ; I ; 111 1 I I I • • !. 1 1 • • ! • • ; I I • . Iii• , • , • I ! I ; • ; I i • -I I • • • ; . • 1.- i,•II i job no. t I I ; I -1- . -- -r.--i •-: .; , . , . lof • 1-7- (ILO) + EM10 2,•2-53 ; E_Vz.11..5 • --r • . • : bofI4t! • ! ! . ; 3 • 1.1 lilt_ • . • • • • i ' . . • • I 1 ! • 1_ 1 ; 1 • *.i — ' i • • I . : . ..„ I ! I ; • I • i • • I ; • !-, 1 1 - 1 .•- : i I I I :_. , _ • ..., .i._.: . 1_ , , . _ i . i . D Company . Designer . Job Number : Footing Title March 14, 2012 Checked By: Sketch 5 ft Details 4.3 w M 5 ft #4@5.8 in C Controlling X direction steel requires the following placement: Region 1 (starts at A): 3 in Steel: .2 in2(1 #4 @NA) Region 2 (middle): 36 in Steel: 1.571'12(8 #4 @5.14 in) Region 3 (ends at B): 21 in Steel: .59 in2(3 #4 @8.75 in) Bottom Rebar Plan ci D Footing Elevation #3@6 in co 42 in 36#3 8 N rl Aimee ••N NOG N••I Pedestal Rebar Plan C RISAFoot Version 3.0 jUntitled.rlt] Page 1 Company . Designer . Job Number : March 14, 2012 Footing Title Checked By: Geometry, Materials and Criteria Length :5 ft Width :3 ft Thickness :18 in Height :18 in eX :O in eZ :9 in pX :17 in pZ :42 in Footing Top Bar Cover :3.5 in Footing Bottom Bar Cover : 3.5 in Pedestal Longitudinal Bar Cover :1.5 in Loads Gross Allow. Bearing Concrete Weight Concrete f'c Design Code :2000 psf (gross) :145 pcf :3 ksi :ACI 318-05 Overturning Safety Factor Coefficient of Friction Passive Resistance of Soil Steel fy :60 ksi Minimum Steel :.0018 Maximum Steel :.0075 :1.5 Phi for Flexure :0.9 :0.3 Phi for Shear :0.75 :0 k Phi for Bearing :0.65 DL WL P (k Vx (k Vz .4 1DL 2000 441.9631A) .221 ASCE 2.4.1-2 .317 2000 441.963 (A) 2.3 flEiMignq Soil Bearing +Vx uE A D D C �+Mx D C ▪ +Mz A D verburden 100 sf) +Over aEgSMSa Description Categories and Factor ASCE 2.4.1-1 1DL 2000 441.9631A) .221 ASCE 2.4.1-2 1DL+1LL 2000 441.963 (A) .221 ASCE 2.4.1-3a 1 DL+1 WL 2000 885.011 (A) .443 ASCE 2.4.1-3b 1DL+.7EL- 2000 441.963 (A) .221 ASCE 2.4.1-3c 1DL+.75LL+.75WL 2000 767.063 (A) .384 ASCE 2.4.1-3d 1DL+.75LL+.7EL 2000 441.963 (A) .221 ASCE 2.4.1-4 .6DL+1WL 2000 890.729 (A) .445 ASCE 2.4.1-5 .6DL+.7EL 2000 265.178 (A) .133 A D B C 1DL QA: 441.963 psf QB: 324.051 psf QC: 324.051 psf QD: 441.963 psf NAZ: 224.894 in NAX: -1 in A B D C 1 DL+.75LL+.7EL QA: 441.963 psf QB: 324.051 psf QC: 324.051 psf QD: 441.963 psf NAZ: 224.894 in NAX: -1 in A D 1DL+1LL QA: 441.963 psf QB: 324.051 psf QC: 324.051 psf QD: 441.963 psf NAZ: 224.894 in NAX:-1 in A D 111111111111 ..6DL+1WL QA: 890.729 psf QB: 763.184 psf QC: 0 psf QD: 0 psf NAZ: 419.016 in NAX: 21.509 in A D B C 1 DL+1 W L QA: 885.011 psf QB: 758.284 psf QC: 0 psf QD: 1.942 psf NAZ:419.016 in NAX:36.079 in A B D C .6DL+.7EL QA: 265.178 psf QB: 194.43 psf QC: 194.43 psf QD: 265.178 psf NAZ: 224.894 in NAX: -1 in A D Ratio B A B C D C 1DL+.7EL QA: 441.963 psf QB: 324.051 psf QC: 324.051 psf QD: 441.963 psf NAZ: 224.894 in NAX: -1 in 1 DL+.75LL+.75W L QA: 767.063 psf QB: 649.151 psf QC: 0 psf QD: 116.863 psf NAZ: 390.322 in NAX: 42.47 in RISAFoot Version 3.0 jUntitledrft] Page 2 Company . Designer . Job Number : Footing Title March 14, 2012 Checked By: Footing Flexure Design (Bottom Bars) Description Categories and Factors Mu-XX(k-ft) Z Dir As (inz) Mu -ZZ (k -ft) X Dir As (int ACI -99 9-1 1.4DL+1.7LL .087 .001 .144 .002 ACI -99 9-2 1.05DL+1.275LL+1.275W L .068 .001 .862 .013 ACI -99 9-3 .9DL+1.3WL .058 .000904024 .933 .015 IBC 16-5 1.2DL+1 LL+1 EL .074 .001 .123 .002 IBC 16-6 .9DL+1EL .056 .000868846 .092 .001 Footing Flexure Design (Top Bars) Description Categories and Factors Mu -XX (k -ft) Z Dir As (int) Mu -ZZ (k -ft) X Dir As (inz ) SW+OB 1 SW+1 OB -(IBC 16-6,ACI-99 9-3) .051 0 1 .497 0 Moment Capacity of Plain Concrete Section Along XX and ZZ=19.28k-ft,32.133k-ft Per Chapter 22 of ACI 318. Footing Shear Check Two Way (Punching) Vc: NA One Way (X Dir. Cut) Vc 56.196 k One Way (Z Dir. Cut) Vc: 93.661 k Punching X Dir. Cut Z Dir. Cut Description Categories and Factors Vu(k) Vu V ACI -99 9-1 1.4DL+1.7LL NA NA .013 0 .000687823 0 ACI -99 9-2 1.05DL+1.275LL+1.275WL NA NA .011 0 .005 0 ACI -99 9-3 .9DL+1.3W L NA NA .01 0 .005 0 IBC 16-5 1.2DL+1 LL+1 EL NA NA .012 0 .000589563 0 IBC 16-6 .9DL+1EL NA NA .009 0 .000442172 0 Pedestal Design Shear Check Results (Envelope): Shear Along X Direction Vc:68.725 k Shear Along Z Direction Vc:74.374 k Pedestal Ties: #3 @ 6 in Bending Check Results (Envelope): Unity Check: .027 Phi :.9 Pu :O k Mux :O k -ft Pn :0 k Mnx : NA Mnox: NA Pedestal Bars: 36 #3 % Steel: .557 Vs: 32.996 k Vs: 88.219 k Vu: .412 k Vu: 0 k Parme Beta:.65 Muz: :3.608 k -ft Mnz: :146.238 k -ft Mnoz :NA Compression Development Length Pedestal Bars (Envelope): Lreq.: 8.216 in Lpro.: 13.125 in Lreq./Lpro.: .626 Concrete Bearing Check (Vertical Loads Only) Vu/0 Vn:.005 ¢:.75 Vu/0 Vn: 0 Bearing Bc : 1820.7 k Description Categories and Factors Bearing Bu (k) Bearing B ACI -99 9-1 1.4DL+1.7LL 8.043 .007 ACI -99 9-2 1.05DL+1.275LL+1.275WL 6.032 .005 ACI -99 9-3 .9DL+1.3WL '5.171 .004 IBC 16-5 1.2DL+1 LL+1 EL 6.894 .006 IBC 16-6 .9DL+1EL 5.171 . .004 RISAFoot Version 3.0 [Untitled.rft] Page 3 Company : Designer . Job Number : Footing Title March 14, 2012 Checked By: Overturning Check (Service) Description Categories and Factor -AA 18-111 IVIS -AA IK -TTI Mff-f7 IK -TT MC-// (I[- ASCE 2.4.1-1 1DL . 0 13.626 0 8.618 NA NA ASCE 2.4.1-2 1DL+1LL 0 13.626 0 . 8.618 NA NA ASCE 2.4.1-3a 1DL+1WL 0 13.626 3.251 8.618 NA 2.651 ASCE 2.4.1-3b 1DL+.7EL 0 13.626 0 8.618 NA NA ASCE 2.4.1-3c 1DL+.75LL+.75WL • 0 13.626 2.438 8.618 NA 3.534 ASCE 2.4.1-3d 1DL+.75LL+.7EL 0 13.626 0 8.618 NA NA ASCE2.4.1-4 .6DL+1WL 0 8.175 3.251 5.171 NA 1.59 - ASCE 2.4.1-5 .6DL+.7EL 0 8.175 0 5.171 NA NA Mo -XX: Governing Overturning Moment about AD or BC Ms -XX: Governing Stablizing Moment about AD or BC OSF-XX: Ratio of Ms -XX to Mo -XX Sliding Check (Service) Description Categories and Factor ASCE 2.4.1-1 1DL 0 1.724 0 1.724 NA NA ASCE 2.4.1-2 1DL+1LL 0 1.724 0 1.724 NA NA ASCE 2.4.1-3a 1DL+1WL .317 1.724 0 1.724 5.437 NA - ASCE 2.4.1-3b 1DL+.7EL 0 1.724 0 1.724 NA NA ASCE 2.4.1-3c 1 DL+.75LL+.75W L • .238 1.724 0 1.724 7.249 NA ASCE 2.4.1-3d 1DL+.75LL+.7EL 0 1.724 0 1.724 NA NA ASCE 2.4.1-4 .6DL+1 W L .317 1.034 0 1.034 3.262 NA ASCE 2.4.1-5 .6DL+.7EL 0 1.034 0 1.034 NA NA Va-XX: Applied Lateral Force to Cause Sliding Along XX Axis Vr-XX: Resisting Lateral Force Against Sliding Along XX Axis SR -XX: Ratio of Vr-XX to Va-XX RISAFoot Version 3.0 [Untitled.rft] Page 4 Eng; Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 96101 (206) 622-5822 Fax (206) 622-8130 project 1411;l01 "Fran by 471/0 location client date 3//'t/ 1 sheet no. job no. 1 1 1 , , 0C tN6 --- .NUL.im yrLrl. i i ! I I j .. I 1. -.... 0, ko 1) -F' .W ,_i. -.i.. ' O, (‘ l ?. l,S% ISO ;-. 41/.51i z.•0213 t) Is, • Iii _- _ 5tpg.,--r2 .__. 100 i• . I i i j ._ p5 tiLl I I L; ; i ... - &--- 1I i( I I I I I j i , i i- --- - -- i II I .I EConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622.8130 project location by date sheet no. client ;-I : I I , 1 ___ 1 . I _I_ ._.. _ l_l_.. .1___!__ : I I ! _ _ 7 i - , . I ; • , . ; I _ • ; . I . ! —7 tjjj'a., - • . 1 4'-F.' I [ I'. • : • Tri*k I ; 1 I fell 1! 1 I • • , ; 1 ! 1 1 L .• 1 I I ! I • . ; . • H 1 ! . 1 • ; ; • ; - • ; 1.__t_ j ; • : _ ' I ! ; . , . . : ! ! I i 1 ; .: • 1 • I - i : 1 : 1 ., : J 1 : I • J. ' ..- l• . . I I I i • i : 1 i ; I job no. ' I ' ' • . ; I . • ; • ' ; I I . . - 1--1 ! • i 71 ; • ; ! 1 1 2 i i • I •--. I ; ; d. I . • , - I I * 1 1 1 I ! I ; 1 ' I ; ; • Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project 'Tta e. -W I LR-- t47/t r location client Wt.. byWt date 3k1/1 sheet no. job no. A Company . Designer . Job Number : MTR - Sign March 14, 2012 Checked By: Sketch 1.458 ft Af 4.)w z Details 3 ft w D C B #4@5.8 in Di 3 ft {c #4@5.8 in X Dir. Steel: 1.18 in2 (6,#4) Z Dir. Steel: 1.18 inZ (6 #4) Bottom Rebar Plan Geometry, Materials and Criteria z /\X r • Footing Elevation Length :3 ft Width :3 ft Thickness :18 in Height :0 in eX :0 in eZ :O in pX :1 in pZ :1 in Footing Top Bar Cover :3.5 in Footing Bottom Bar Cover : 3.5 in Pedestal Longitudinal Bar Cover :1.5 in Loads Gross Allow. Bearing Concrete Weight Concrete fc Design Code : 2000 psf (gross) :145 pcf :3 ksi :ACI 318-05 Overturning Safety Factor Coefficient of Friction Passive Resistance of Soil Steel fy Minimum Steel Maximum Steel :60 ksi :.0018 :.0075 :1.5 Phi for Flexure :0.9 :0.3 Phi for Shear :0.75 :0 k Phi for Bearing :0.65 DL WL P (k) Vx (k) .2 +P +Vx A D Vz (k) .26 +Vz D C Mx (k -ft) 1.99 (A+Mx D Mz (k -ft) �+Mz A D Overburden (psf) 100 +Over i1 '111 RISAFoot Version 3.0 [Untitled:rft] Page 1 Company . Designer : Job Number : MTR-Sign March 14, 2012 Checked By: Footing Shear Check Two Way (Punching) Vc: 190.443 k One Way (X Dir. Cut) Vc 56.196 k One Way (Z Dir. Cut) Vc: 56.196 k Punching X Dir. Cut Z Dir. Cut Description Categories and Factors Vu(k) Vu/RSVc Vu(k) Vu/ j Vc Vu(k) Vu/ ACI -99 9-1 1.4DL+1.7LL .23 .002 .025 0 .025 0 ACI -99 9-2 1.05DL+1.275LL+1.275WL .186 .001 .365 .009 .019 0 ACI -99 9-3 •.9DL+1.3WL .206 .001 .395 .009 .016 0 IBC 16-5 1.2DL+1 LL+1 EL .197 .001 .022 0 .022 0 IBC 16-6 .9DL+1EL .148 .001 .016 0 .016 0 Concrete Bearing Check (Vertical Loads Only) Bearing Bc : 5.1 k Description Categories and Factors Bearing Bu (k) Bearing Bu/s6Bc ACI -99 9-1 1.4DL+1.7LL 4.281 1.291 ACI -99 9-2 1.05DL+1.275LL+1.275WL 3.21 .968 ACI -99 9-3 .9DL+1.3WL 2.752 .83 IBC 16-5 1.2DL+1LL+1EL 3.669 1.107 IBC 16-6 .9DL+1EL 2.752 .83 Overturning Check (Service) Description Categories and Factors Mo -XX (k -ft) Ms -XX (k -ft) Mo -ZZ (k -ft) Ms -ZZ (k -ft) OSF-XX OSF-ZZ ASCE 2.4.1-1 1DL 0 4.586 0 4.586 NA NA ASCE 2.4.1-2 1 DL+1 LL 0 4.586 0 4.586 NA NA ASCE 2.4.1-3a 1DL+1WL 1.99 4.976 0 4.586 2.501 NA ASCE 2.4.1-3b 1DL+.7EL 0 4.586 0 4.586 NA NA ASCE 2.4.1-3c 1DL+.75LL+.75WL 1.492 4.879 0 4.586 3.269 NA ASCE 2.4.1-3d 1DL+.75LL+.7EL 0 4.586 0 4.586 NA NA ASCE 2.4.1-4 .6DL+1WL 1.99 3.142 0 2.752 1.579 NA ASCE 2.4.1-5 .6DL+.7EL 0 2.752 0 2.752 NA NA Mo -XX: Governing Overturning Moment about AD or BC Ms -XX: Governing Stablizing Moment about AD or BC OSF-XX: Ratio of Ms -XX to Mo -XX Sliding Check (Service) Description Categories and Factors Va-XX (k) Vr-XX (k) Va-ZZ (k) Vr-ZZ (k) SR -XX SR -ZZ ASCE 2.4.1-1 1DL 0 .917 0 .917 NA NA ASCE 2.4.1-2 1 DL+1 LL 0 .917 0 .917 NA NA ASCE 2.4.1-3a 1 DL+1 W L 0 .917 .26 .917 NA 3.527 ASCE 2.4.1-3b 1DL+.7EL 0 .917 0 .917 NA NA ASCE 2.4.1-3c 1DL+.75LL+.75WL 0 .917 .195 .917 NA 4.703 ASCE 2.4.1-3d 1DL+.75LL+.7EL 0 .917 0 .917 NA NA ASCE 2.4.1-4 .6DL+1WL 0 .55 .26 . .55 NA 2.116 ASCE 2.4.1-5 .6DL+.7EL 0 .55 0 .55 NA NA Va-XX: Applied Lateral Force to Cause Sliding Along XX Axis Vr-XX: Resisting Lateral Force Against Sliding Along XX Axis SR -XX: Ratio of Vr-XX to Va-XX RISAFoot Version 3.0 [Untitled.rft] Page 3 1113 Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 i I I I ; ! 1111:!-Hil• —1" - 1 i 1 , I I I 1 • I 1 1 ; • . : . 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'1004 10114 A 1/d '4»1 10'01 :-I0AV1 154p -aa 'dl-atl) 6uw41j 0;04p 10467 A .et1d '4111 l0'CV\cwld 6uwwd\715 PP!Ivulzuo3 - OJ\11»4S\1P:a p!doa 11041\111afP�d l0hf00- :1\\i 113711 0 Consulting Englneers 1601 51h Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project by location date sheet no. client job no. e,p;wreR ft) /41. -MA FO(ANDP-77vA/ 1'-9" POST 1'-9" WRAP r-4" /\ T.O. STATION MARKER ph 19'-0" 12,6 SEAL EDGE OF WALKWAY (E) SLAB TYP. EJ ALL AROUND AT FIN SLAB 1 TRANSIT CENTER MARKER SCALE: 1/2" = 1'-0" L. f1le-4 -( C i g na3e- ? Wind C1o1}ro11ei -r,4.1 .1 tura. area I� K 9 7(0{6 p.col4p = 7(o psi, a5 ps () :-- 1900 .23, 7 50 �ti5txm� FT(� P02°0100-4 A-0--RF-4; )1-7,/c- TO O\ER r ZA//A/b T.0. SIDEWALK ppik 0'-O" SEE STRUCTURAL DRAWINGS FOR FOOTING AND ATTACHMENTS &f Ri7PrGii4 C-f.GuL-PROW 60% C.D. NOT FOR CONSTRUCTION CITY OF TUKWILA ,�l.wq Js o.yZa J�\ -41 o V.; PROJECTTSRE TRANSIT CENTER SHEET nne DETAILS PROJECT NO: 24735.3 DRAWN BY: B. SONANS CHMO BY: L MANGW SCALE: DATE: 2012.04.02 ENEET NUMBER AD505 • Company : Designer . Job Number : Tukwila Transit Center Sign Footing May 15, 2012 Checked By: Sketch 8 ft Details B 8 ft c w #6@12.71 in #6@12.71. in X Dir. Steel: 3.53 1n2 (8,#6) Z Dir. Steel: 3.53 in2 (8 #6) Bottom Rebar Plan Geometry, Materials and Criteria x N Cf;D a a . . a • Footing Elevation C Length :8 ft Width :8 ft Thickness :18 in Height :0 in eX :0 in eZ :O in pX:10in pZ :10 in Footing Top Bar Cover : 3.5 in Footing Bottom Bar Cover :3.5 in. Pedestal Longitudinal Bar Cover :1.5 in Loads Gross Allow. Bearing Concrete Weight Concrete fc Design Code :2000 psf (gross) :145 pcf :3 ksi :ACI 318-05 Overturning Safety Factor Coefficient of Friction Passive Resistance of Soil Steel fy Minimum Steel Maximum Steel :60 ksi :.0018 :.0075 :1.5 Phi for Flexure :0.9 :0.3 Phi for Shear :0.75 :0 k Phi for Bearing :0.65 DL WL P (k) Vx (k) +Vx A D Vz (k) 1.9 +Vz D C Mx (k -ft) 23.75 (A+Mx D C Mz (k -ft) +Mz A D Overburden (psf) 0 +Over 111 RISAFoot Version 3.0 [Untitled.rft] Page 1 Company . Designer : Job Number : Tukwila Transit Center Sign Footing May 15, 2012 Checked By: Soil Bearing Description Categories and Factors Gross AIIow.(psf) Max Bearing (psf) Max/Allowable Ratio ASCE 2.4.1-1 1DL 2000 217.5 (A) .109 ASCE 2.4.1-2 1 DL+1 LL 2000 217.5 (A) .109 ASCE 2.4.1-3a 1DL+1WL 2000 464.267 (B) .232 ASCE 2.4.1-3b 1DL+.7EL 2000 217.5 (A) .109 ASCE 2.4.1-3c 1DL+.75LL+.75WL 2000 401.191 (B) .201 ASCE 2.4.1-3d 1DL+.75LL+.7EL 2000 217.5 (A) .109 ASCE 2.4.1-4 .6DL+1WL 2000 464.742 (B) .232 ASCE 2.4.1-5 .6DL+.7EL 2000 130.5 (A) .065 AA 1 DL 1 DL+1 LL QA: 217.5 psf QA: 217.5 psf QB: 217.5 psf GB: 217.5 psf QC: 217.5 psf QC: 217.5 psf QD: 217.5 psf QD: 217.5 psf NAZ: -1 in NAZ: -1 in NAX: -1 in NAX: -1 in AA B C• 1DL+1WL QA: 0 psf QB: 464.267 psf QC: 464.267 psf QD: 0 psf NAZ: 89.948 in NAX: -1 in B A B C D 1DL+.75LL+.7EL .6DL+1WL QA: 217.5 psf QA: 0 psf QB: 217.5 psf QB: 464.742 psf QC: 217.5 psf QC: 464.742 psf QD: 217.5 psf QD: 0 psf NAZ: -1 in -NAZ: 53.914 in NAX:-1 in NAX:-1 in Footing Flexure Design (Bottom Bars) .6DL+.7EL QA: 130.5 psf QB: 130.5 psf QC: 130.5 psf QD: 130.5 psf NAZ: -1 in NAX: -1 in C 1 DL+.7EL QA: 217.5 psf QB: 217.5 psf QC: 217.5 psf QD: 217.5 psf NAZ: -1 in NAX: -1 in 1 DL+.75LL+.75W L QA: 33.809 psf QB: 401.191 psf QC: 401.191 psf QD: 33.809 psf NAZ: 104.834 in NAX: -1 in Description Categories and Factors Mu -XX (k -ft) Z Dir As (int) Mu -ZZ (k -ft) X Dir As(int ACI -99 9-1 1.4DL+1.7LL • 4.73695e-15 0 4.73695e-15 0 ACI -99 9-2 1.05DL+1.275LL+1.275WL 11.752 .185 0 0 ACI -99 9-3 .9DL+1.3WL 12.861 .203 3.55271e-15 0 IBC 16-5 1.2DL+1 LL+1 EL 2.36848e-15 0 2.36848e-15 0 IBC 16-6 .9DL+1EL 0 0 0 0 Footing Flexure Design (Top Bars) Description Categories and Factors SW+OB 1SW+1OB-(ACI-99 9-3,IBC 16-6) Mu -XX (k -ft) Z Dir As (int Mu -ZZ (k -ft) X Dir As (in2 0 I 1.117 10.998 0 Moment Capacity of Plain Concrete Section Along XX and ZZ=51.413k-ft,51.413k-ft Per Chapter 22 of ACI 318. RISAFoot Version 3.0 [Untitled.rft] Page 2 Company . Designer : Job Number : May 15, 2012 Tukwila Transit Center Sign Footing Checked By: Footing Shear Check Two Way (Punching) Vc: 298.632 k One Way (X Dir. Cut) Vc 148.542 k One Way (Z Dir. Cut) Vc: 148.542 k Punching X Dir. Cut Z Dir. Cut Description Categories and Factors Vu. k. Vu/f6Vc Vu(k) Vu/�Vc Vu(k) Vu/QsVc ACI -99 9-1 1.4DL+1.7LL NA NA 8.88178e-16 0 8.88178e-16 0 ACI -99 9-2 1.05DL+1.275LL+1.275WL .047 0 4.39 .039 8.88178e-16 0 ACI -99 9-3 .9DL+1.3WL .165 0 4.803 .043 4.44089e-16 0 IBC 16-5 1.2DL+1 LL+1 EL 1.77636e-15 0 8.88178e-16 0 8.88178e-16 0 IBC 16-6 .9DL+1EL NA NA 0 0 0 0 Concrete Bearing Check (Vertical Loads Only) Bearing Bc : 510 k Description Categories and Factors Bearing Bu. k, Bearin ACI -99 9-1 1.4DL+1.7LL 19.488 .059 ACI -99 9-2 1.05DL+1.275LL+1275WL 14.616 .044 ACI -99 9-3 .9DL+1.3WL 12.528 .038 IBC 16-5 1.2DL+1 LL+1 EL 16.704 .05 IBC 16-6 .9DL+1EL 12.528 .038 Overturning Check (Service) Description Categories and Factors Mo -XX (k -ft) Ms-XX(k-ft) Mo -ZZ (k -ft) Ms -ZZ (k -ft) OSF-XX OSF- ASCE 2.4.1-1 1DL 0 55.68 0 55.68 NA NA ASCE 2.4.1-2 1 DL+1 LL 0 55.68 0 55.68 NA NA ASCE 2.4.1-3a 1DL+1WL 23.75 58.53 0 55.68 2.464 NA ASCE 2.4.1-3b 1DL+.7EL 0 55.68 0 55.68 NA NA ASCE 2.4.1-3c 1DL+.75LL+.75WL 17.813 57.817 0 55.68 3.246 NA ASCE 2.4.1-3d 1DL+.75LL+.7EL 0 55.68 0 55.68 NA NA ASCE 2.4.1-4 .6DL+1WL 23.75 36.258 0 33.408 1.527 NA ASCE 2.4.1-5 .6DL+.7EL 0 33.408 0 33.408 NA NA Mo -XX: Governing Overturning Moment about AD or BC Ms -XX: Governing Stablizing Moment about AD or BC OSF-XX: Ratio of Ms -XX to Mo -XX Sliding Check (Service) Description Categories and Factors Va-XX (k) Vr-XX(k) Va-ZZ (k) Vr-ZZ (k) SR -XX SR ASCE 2.4.1-1 1DL 0 4.176 0 4.176 NA NA ASCE 2.4.1-2 1 DL+1 LL 0 4.176 0 4.176 NA NA ASCE 2.4.1-3a 1DL+1WL 0 4.176 1.9 4.176 NA 2.198 ASCE 2.4.1-3b 1DL+.7EL 0 4.176 0 4.176 NA NA ASCE 2.4.1-3c 1DL+.75LL+.75WL 0 4.176 1.425 4.176 NA 2.931 ASCE 2.4.1-3d 1DL+.75LL+.7EL 0 4.176 0 4.176 NA NA ASCE 2.4.1-4 .6DL+1WL 0 2.506 1.9 2.506 NA 1.319 ASCE 2.4.1-5 .6DL+.7EL 0 2.506 0 2.506 NA NA Va-XX: Applied Lateral Force to Cause Sliding Along XX Axis Vr-XX: Resisting Lateral Force Against Sliding Along XX Axis SR -XX: Ratio of Vr-XX to Va-XX RISAFoot Version 3.0 [Untitled.rft] Page 3 IOW0 Consulting Engineers 1601 5th Avenue, Suite 1600 See le, WA 98101 (206) 622-5822 Fax (206) 622-8130 projed bY 4141 - location date sheet no. client job no. P r 0 -rA i A-Af L / I, /4 -1-- ) tit /kJ P i917 od 0 Consulting Engineers M 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project by 1114)g sheet no, location date 3/ ' client job no. • i 1 t , 1 ; 1_1,_._! ; I ! I : , ' • I , I i I : 1 ! • • . ! ', i • , I I , i 1 , ' , ' • - i ii . i : •.__L i • . k . • I- . . . . , . . ; • ' I : . • • • . i ( • • i' L L • : f' I . • i•— • I • : L__i_4.. .;,_, __L.—. 1 . , : • • • • • l' - 't - . -.- : . .I._ ! • . . . . __!: '' I ' • , , I , 1, • • . : , ; . ; •••!- -it ' • • , • ! 1 , ! , ' ! . „-- it IH• . , Jr_ ,,__t_ ,_ ' • • ._ ' • • • • • • I ; • t I I . i • . • • • ' . . 1___ ; 1 I . 1 ---• • ---; 1 ' - , • iI ,, , f . _vn A.) : i A „Cou __;_i_l_ .I._,...1.. ' . : , . . • : 1 • 1- ' : I I- 1----I-- . ! I . ,_ .._ 1 ! ! ; ; • , r • • • I I 1 ! I • . : r I ' • i • i L ; • : I • ' ; r 1 . , r I . 1 . ; ' ' ; i 1 i ; • • • • .: : I • r i .. ri , , i . : ! • 1' i , . _ . • -..-- •.; •,• • 1 •. 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I ; • --I----- __J__ , , -,--/- , • ' • --r , - . ___ _ _ __L r , , ! 1 , I . 1 , . ; • ---f- • ! ! , : :— 1 • r . , . 1 . ! , . . , i_ , , , . • ' b !0 to , 0 ----- o I • - . ! 2.--j---. i ' 1 ; ' , i L L. - ! 1 - , • I . : 1 . 1 r- • ; 1 I . . !--;-- i • Li : - , . . :.. :.....; 1, ; - : ...: ....___!_._ L __L. _i...:._1....._._ .;_.... . : , L L. • , • 1_ • , . • ! 4 : ; 1 • 1 • 1 i I • ' ; . . .._., L_ . . __ - . : 1 ' 1 I I . • : 1 i • . ; . • . . • 1 1 1 '1 ' ! L • I 1 r : • i • : , i ___,.__.:__--i.•- ; , : , ;-• , ; : . --I---h-i— . : ; • L. ; . . • , . ; 1 ; , i , , , . ; ,_;_., • I___,..L • L ; ; ..._.; 1 ;_.i.. , -; . H. _. . . ; C-Ouxtvtiv , i • . • . .......•, , . 1 . . : L_ :. , ! , . ! , ..,. i • ; i.N r ' , • , _ _. ;,; . -.--- = , . • . , i : _,__ 1 . : 1 .I : • 1 . ._ ___,._._ .___ __:_i_ . _ _ „ .. --._ A Company . Designer : Job Number : MTR -Sign March 14, 2012 Checked By: Sketch Details 6 #4@5.8 in A D 3 ft C #4@5.8 in X Dir. Steel: 1.18 1n2 (6,#4) Z Dir. Steel: 1.18 int (6 #4) Bottom Rebar Plan Geometry, Materials and Criteria t z 1x 0;D a Footing Elevation C Length :3 ft Width :3 ft Thickness :18 in Height :0 in eX :0 in eZ :O in pX :1 in pZ :1 in Footing Top Bar Cover Footing Bottom Bar Cover Pedestal Longitudinal Bar Cover Loads :3.5 in :3.5 in :1.51n Gross Allow. Bearing Concrete Weight Concrete fc Design Code :2000 psf (gross) :145 pcf :3 ksi : ACI.318-05 Overturning Safety Factor Coefficient of Friction Passive Resistance of Soil Steel fy :60 ksi Minimum Steel :.0018 Maximum Steel :.0075 :1.5 Phi for Flexure :0.9 :0.3 Phi for Shear :0.75 :0 k Phi for Bearing :0.65 DL WL P (k) .465 +P Vx (k) +Vx A D Vz (k) .267 +Vz Mx (k -ft) 2.13 ("+Mx D C Mz (k -ft) k)+Mz A D Overburden (psf) 100 l +Over 'ill RISAFoot Version 3.0 [Untitled.rft] Page 1 Company . Designer : Job Number : MTR - Sign March 14, 2012 Checked By: Soil Bearing Description Categories and Factors Gross.Allow.(psf) Max Bearing (psf) Max/Allowable Ratio ASCE 2.4.1-1 1DL 2000 369.167 (A) .185 ASCE 2.4.1-2 1 DL+1 LL 2000 369.167 (A) ..185 ASCE 2.4.1-3a 1DL+1WL 2000 - 753.818 (B) .377 ASCE 2.4.1-3b 1 DL+.7EL 2000 369.167 (A) . .185 ASCE 2.4.1-3c •1DL+.75LL+.75WL 2000 657.417 (B) .329 ASCE 2.4.1-3d 1 DL+.75LL+.7EL . 2000 369.167 (A) • .185 __ASCE 2.4.1=4-.--- _.6DL+_1_WL_ _____ ______ ------ -- 2000 • 700,412A.) --_...__.-35 ASCE 2.4.1-5 .6DL+.7EL 2000 221.5 (A) .111 AA D D B A C D B 10L- 1DL+1LL - 1DL+1WL 1DL+.7EL 1DL+.75LL+.75WL QA: 369.167 psf QA: 369.167 psf QA: 0 psf QA: 369.167 psf QA: 80.917 psf QB: 369.167 psf QB: 369.167 psf QB: 753.818 psf QB: 369.167 psf QB: 657.417 psf QC: 369.167 psf QC: 369.167 psf QC: 753.818 psf QC: 369.167 psf QC: 657.417 psf QD: 369.167 psf QD: 369.167 psf QD: 0 psf QD: 369.167 psf QD: 80.917 psf NAZ: -1 in NAZ: -1 in NAZ: 35.26 in NAZ: -1 in NAZ: 41.053 in NAX: -1 in NAX: -1 in NAX: -1 in NAX: -1 in NAX:-1 in A A A B D C D D- C 1 DL+.75LL+.7EL .6DL+1 WL .6DL+.7EL QA: 369.167 psf QA: 0 psf QA: 221.5 psf QB: 369.167 psf QB: 700.472 psf QB: 221.5 psf QC: 369.167 psf QC: 700.472 psf QC: 221.5 psf QD: 369:167 psf QD: 0 psf _ QD: 221.5 psf„ NAZ: -1 in NAZ: 22.767 in . NAZ: -1 in NAX: -1 in NAX: -1 in NAX:-1 in Footing Flexure Design (Bottom Bars) Description Cate goriesand Factors Mu -XX (k -ft) Z Dir As (int) Mu -ZZ (k -ft) X Dir As int ACI -99 9-1 1.4DL+1.7LL .231 .004 .231 .004 ACI -99 9-2 1.05DL+1.275LL+1.275WL 1.254 .02 .173 .003 ACI -99 9-3 .9DL+1.3WL 1.308 .02 .148 .002 IBC 16-5 1.2DL+1 LL+1 EL .198 .003 .198 .003 IBC 16-6 .9DL+1EL .148 .002 .148 .002 '. Footing Flexure Design (Top Bars) Description Categories and Factors SW+OB 1 SW+1 OB -(ACI -99 9-3,ASCE 2.4.1 Mu -XX (k -ft) Z Dir As (int 1 Mu -ZZ (k -ft) X Dir As (int .944 0 Moment Capacity of Plain Concrete Section Along XX and ZZ=19.28k-ft,19.28k-ft Per Chapter 22 of ACI 318. RISAFoot Version 3.0 [Untitled.rft] Page 2 Company . Designer : Job Number : ' MTR-Sign March 14, 2012 Checked By: Footing Shear Check Two Way (Punching) Vc: 190.443 k One Way (X Dir. Cut) Vc 56.196 k One Way (Z Dir. Cut) Vc: 56.196 k Description Categories and Factors Punching X Dir. Cut Vu(k) V Z Dir. Cut ACI -99 9-1 . 1.4DL+1.7LL .534 .004 .059 .001 .059 .001 ACI -99 9-2 1.05DL+1.275LL+1.275W L .415 .003 .417 .01 .044 .001 ACI -99 9-3 .9DL+1.3WL .404 .003 .446 .011 .038 0 IBC 16-5 1.2DL+1 LL+1 EL .458 .003 .05 .001 .05 .001 IBC 16-6 .9DL+1EL .343 .002 .038 0 .038 0 Concrete Bearing Check (Vertical Loads Only) Bearing Bc : 5.1 k Description Categories and Factors Bearing B ACI -99 9-1 1.4DL+1.7LL 4.651 1.403 ACI -99 9-2 1.05DL+1.275LL+1.275WL 3.489 1.052 ACI -99 9-3 .9DL+1.3WL 2.99 .902 IBC 16-5 1.2DL+1 LL+1 EL 3.987 1.203 IBC 16-6 .9DL+1EL 2.99 .902 Overturning Check (Service) Description Categories and Factors Mo-XX(k-ft) Ms -XX (k -ft) Mo -ZZ (k -ft) Ms -ZZ (k -ft) OSF-XX OSF- ASCE 2.4.1-1 1DL 0 4.984 0 4.984 NA NA ~ ASCE 2.4.1-2 1 DL+1 LL 0 4.984 0. 4.984 NA NA ASCE 2.4.1-3a 1DL+1WL 2.13 5.384 0 4.984 2.528 NA ASCE 2.4.1-3b 1DL+.7EL 0 4.984 0 4.984 NA NA ASCE 2.4.1-3c 1 DL+.75LL+.75W L 1.597 5.284 0 4.984 3.308 NA ASCE 2.4.1-3d 1DL+.75LL+.7EL 0 4.984 0 4.984 NA NA ASCE2.4.1-4 .6DL+1WL 2.13 3.391 0 2.99 1.592 NA ASCE 2.4.1-5 .6DL+.7EL 0 2.99 0 2.99 NA NA Mo -XX: Governing Overturning Moment about AD or BC Ms -XX: Governing Stablizing Moment about AD or BC OSF-XX: Ratio of Ms -XX to Mo -XX Sliding Check (Service) Description Categories and Factors Va-XX(k Vr- , -77 (kl SR -XX SR_ ASCE 2.4.1-1 1DL 0 .997 0 .997 NA NA ASCE 2.4.1-2 1 DL+1 LL 0 .997 0 .997 NA NA ASCE 2.4.1-3a 1DL+1WL 0 .997 .267 .997 NA 3.732 ASCE 2.4.1-3b 1DL+.7EL 0 .997 0 .997 NA NA ASCE 2.4.1-3c 1 DL+.75LL+.75W L 0 .997 .2 .997 NA 4.976 ASCE 2.4.1-3d 1 DL+,75LL+.7EL 0 .997 0 .997 NA NA ASCE 2.4.1-4 .6DL+1WL 0 .598 .267 .598 NA 2.239 ASCE 2.4.1-5 .6DL+.7EL 0 .598 0 .598 NA NA Va-XX: Applied Lateral Force to Cause Sliding Along XX Axis Vr-XX: Resisting Lateral Force Against Sliding Along XX Axis SR -XX: Ratio of Vr-XX to Va-XX RISAFoot Version 3.0 [Untitled.rft] Page 3 MTR Column Mounting Details MTRT/MTRS Bolt Circle Use caution when setting anchor bolts. Bolts must be vertically straight and centered on dimensions shown. 9' (2 SCALE 1 : B r 08 1/2" (216mm) Balt Circle r. % N aaa mm} N _ _ Hand Hole Location 04"ha" (119mm) Condult Opening Note: Adequate drainage must be provided in concrete foundation or grout. MTRT/MTRS Anchor Bolt Detail 3/4 x 15" Galvanized Anchor Bolts Galvanized Heavy Hex Nut Galvanized Lock Washer 31/40 (82.5mm) 1/2' (13mm) for leveling Galvanized Heavy Hex Leveling Nut Galvanized Flat Washers Grout by others Concrete footing designed and supplied by others BC3 Standard Base Cover (MTRT/MTRS ) Die-cast aluminum, two-piece field installable base cover. MTRC Bolt Circle Use caution when setting anchor bolts. Bolts must be vertically straight and centered on dimensions shown. 05Vte01 (132mm) Bolt Circle Hand Hole Location 3"h4" (93mm) 3' Vie" (93mm) $2/e" L86mm) Conduit Opening Alternate Mounting Detail (MTRT/MTRS ) MTRC Anchor Boit Detail 3/4" I.D. Galvanized Flat Washers 3/4 -10 3" (76mm) Galvanized Heavy Hex Leveling Nut (4)q0'a1i ' (24mm) one (200mm) 7/e' (22mm) J T Conduit by others Note: Adequate drainage must be provided in concrete foundation or grout. a/4 x 15" 3/4 - 10 Galvanized Heavy Hex Nut 3/4" I.D. Galvanized Lock Washer 1/2" (13mm) for leveling Galvanized Anchor Bolts Grout by others Concrete footing designed and supplied by others SELUX Corp.© 2011 MTRC-0211-05 In a continuing effort tooffer the best product possible, we reserve the rightto change, without notice, specifications or materials that in ouropinion will not alta the function of the product Specification sheets found atwwwseluxmm/usa arethe most recent versions and superoedeallotherprinted orelectronicversions MTR Column Project: Type: Qty: Series Height Lamping Finish Voltage Option Option see page 3-4 for more drawings and details SELUX Corp.© 2011 TEL (845) 691-7723 FAX (845) 691-6749 www.selux.com/usa .MTRC-0211-01 (ssV2,6) NRTL Listed (i.e. UL, CSA) Union Made AffUfated with IBEW 1=8) 363 Made In the USA 1. Fixture Cover - Die-cast, alumi-num cover, with smooth crisp form to reflect and complement the column design. Thick-walled, alumi- num cover is paint- ed white on the interior for maximum luminaire efficiency. Removes by loos- ening three vandal -resistant, stainless steel screws for easy access to lamp chamber. 2. Gasketing - Continuous gaskets provide weather -proofing, dust, and insect control at base of column, fixture cover, and between MTR rings. 3. Shielding - Consists of 8" (200mm) diameter injection -molded acrylic multi - prisms for total reflection (MTR). MTR rings have a wall thickness of .591' and are patterned after the light -bend- ing characteristics of a prism (US Patent 4,669,034). 4. Lamping - One, two, three or four F032T8 (32 watts each) fluorescent lamps on removable gear tray, mount- ed vertically; or two coated, medium base ED -17 metal halide up to 100w. Lamps provided by others. 5. Diffusing Cylinder - Satine acrylic cylinder between lamps and MTR rings to diffuse lamp image for maximum performance and visual comfort. 6. Pole Fitter - Self -leveling, die-cast aluminum, fitter base secured to pole with two, stainless steel, Allen head set screws. 31/2' (90mm) I.D. external fit- ter for 31/2" (90mm) O.D. poles. 7. Column Fitter - Die-cast aluminum fitter, with built4n gasketing ridges, for smooth transition to column. 8. Ballast (not shown). Electronic ESB, high power factor, class "P", type 'A" sound rating. Minimum lamp starting temperature 0° F (-20° C). Cold Weather Ballast option (mini- mum lamp starting temp -20°F/ - 29°C) available. Consult factory for more detailed ballast information. 9. Base Cover - (not shown - MTRT/MTRS only) Standard two- piece base cover is made from die- cast 356 alloy aluminum which is heat treated to produce a T6 temper, measuring 41/2' (115mm) height by 121/2" (316mm) diameter. Exterior Luminaire Finish - SELUX utilizes a high quality Polyester Powder Coating. All SELUX luminaires and poles are fin- ished in our Tiger Drylac certified facility and undergo a five stage intensive pretreatment process where product is thoroughly cleaned, phosphated and sealed. SELUX powder coated products provide excellent salt and humidity resistance as well as ultra violet resistance for color retention. All products are test- ed in accordance with test specifications for coatings from ASTM and PCI. Standard exterior colors are White (WH), Black (BK), Bronze (BZ), and Silver (SV). Selux premium colors (SP) are available, please specify from your SELUX color selection guide. Hot Dip Galvanized finish (GV) an all steel parts also available. in a continuing effort to offerthe best product possible, we reserve tate right to change, without notice, specifications or materials that In our opinion will not alter the function of the product Specification sheets found at wwwselux.com/usa are the most recent versions and supercedeall other printed or electronic versions. Series Height Lamping Finish Voltage Options MTRT MTRS MTRC MTR' Column Round Tapered Pole MTR' Column Round Straight Pole,�, MTR Column Round 8' Straight Pole 12 14 16 12 tt. 14tt.2110502 16 h. Metal Halide Fluorescent WH White BK Black BZ Bronze SV Silver SP Specify . Color 120 277 347 REC GFCI eptacle CWBs Cold Weather Ballast Consult factory forother heights and options 2H070' 2H1002 (2x)50w 2x 70w ( ) (2x)100w 1T8 (1x)F032T8 GO 278 (2x)F032T8 I� 3T8 (3x)F032T8 CSL/ 478Premium Cj (4x)F032T8 a, ' US Patent Na 069,034 2 Only avatable with MTRC Round 8' Straight Pole) 3 Fluorescent Only. see page 3-4 for more drawings and details SELUX Corp.© 2011 TEL (845) 691-7723 FAX (845) 691-6749 www.selux.com/usa .MTRC-0211-01 (ssV2,6) NRTL Listed (i.e. UL, CSA) Union Made AffUfated with IBEW 1=8) 363 Made In the USA 1. Fixture Cover - Die-cast, alumi-num cover, with smooth crisp form to reflect and complement the column design. Thick-walled, alumi- num cover is paint- ed white on the interior for maximum luminaire efficiency. Removes by loos- ening three vandal -resistant, stainless steel screws for easy access to lamp chamber. 2. Gasketing - Continuous gaskets provide weather -proofing, dust, and insect control at base of column, fixture cover, and between MTR rings. 3. Shielding - Consists of 8" (200mm) diameter injection -molded acrylic multi - prisms for total reflection (MTR). MTR rings have a wall thickness of .591' and are patterned after the light -bend- ing characteristics of a prism (US Patent 4,669,034). 4. Lamping - One, two, three or four F032T8 (32 watts each) fluorescent lamps on removable gear tray, mount- ed vertically; or two coated, medium base ED -17 metal halide up to 100w. Lamps provided by others. 5. Diffusing Cylinder - Satine acrylic cylinder between lamps and MTR rings to diffuse lamp image for maximum performance and visual comfort. 6. Pole Fitter - Self -leveling, die-cast aluminum, fitter base secured to pole with two, stainless steel, Allen head set screws. 31/2' (90mm) I.D. external fit- ter for 31/2" (90mm) O.D. poles. 7. Column Fitter - Die-cast aluminum fitter, with built4n gasketing ridges, for smooth transition to column. 8. Ballast (not shown). Electronic ESB, high power factor, class "P", type 'A" sound rating. Minimum lamp starting temperature 0° F (-20° C). Cold Weather Ballast option (mini- mum lamp starting temp -20°F/ - 29°C) available. Consult factory for more detailed ballast information. 9. Base Cover - (not shown - MTRT/MTRS only) Standard two- piece base cover is made from die- cast 356 alloy aluminum which is heat treated to produce a T6 temper, measuring 41/2' (115mm) height by 121/2" (316mm) diameter. Exterior Luminaire Finish - SELUX utilizes a high quality Polyester Powder Coating. All SELUX luminaires and poles are fin- ished in our Tiger Drylac certified facility and undergo a five stage intensive pretreatment process where product is thoroughly cleaned, phosphated and sealed. SELUX powder coated products provide excellent salt and humidity resistance as well as ultra violet resistance for color retention. All products are test- ed in accordance with test specifications for coatings from ASTM and PCI. Standard exterior colors are White (WH), Black (BK), Bronze (BZ), and Silver (SV). Selux premium colors (SP) are available, please specify from your SELUX color selection guide. Hot Dip Galvanized finish (GV) an all steel parts also available. in a continuing effort to offerthe best product possible, we reserve tate right to change, without notice, specifications or materials that In our opinion will not alter the function of the product Specification sheets found at wwwselux.com/usa are the most recent versions and supercedeall other printed or electronic versions. MTR Column Photometry Round Tapered Pole / (1x)F032T8 Catalog # MTRC-12-1T8 Report # SX -17021 • Round 8" Straight Pole • Ideal for applications demanding max. spacing. • Maximum candela of 540 at 60° from vertical. • IES classification - Type IV Non -Cutoff. DOWNLOAD IES FILE: MIC/Arms selux.comMetelee/e■terlor/MTRC-1Ta.714 -90° -80° Vertical Plane throu:h Max Candela 41110, wr ettli11135 4,5 540 -30° 0 30° 90° 60° 4 3 2 1 0 1 2 3 45 Long,itudinal Distance in Units of Mounting Height 4 3 2 1 0 1 2 3 an 4 5 Round Tapered Pole / (4x)F032T8 Catalog # MTRC-12-4T8 Report # SX -17020 • Round 8° Straight Pole • Ideal for applications demanding max. spacing. • Maximum candela of 898 at 58° from vertical. • IES classification - Type V Non -Cutoff. DOWNLOAD IES FILE: Anmrrt°ww.se Rr_ 1 Yeatarbf/MTRC4Ts if° 90° -60° Vertical Plane throu:h Max Candela -30° 0° 898 30° 90° 60° 4 Longitudinal Distance in Units of Mountin 3 2 1 0 1 2 3 45 g Height .05 4 3 2 2 3 4 Conversion Chart Vanes based on 14' (4.3m) mounting height Mounting Height Multiply 12' (3.7m) 1.00 14' (4.3m) 0.93 16' (4.9m) 0.87 T8 Lambing Distribution Guide 1T8 2T8 3T8 4T8 SELUX Corp. Co 2011 In a continuing effort to offer the best product possible, we reserve the right to change, without no1ce, spedkafons or materials that in our opinion will not alter the MTRC-0211-02 function of the product. Spedfication streets found at wwwsehocwrdusa are the most recent versions and supercede all other printed or electronic versions. MTR Column Photometry Round 8" Straight Column / (2x)100W MH Catalog # MTRC-12-2H100 Report # LTI-14764 • Round 8° Straight Pole • Ideal for applications demanding max. spacing. • Maximum candela of 1414 at 59° from vertical. • IES classification - Type V Non -Cutoff. DOWNLOAD IES FILE: pgpy/www setux.conA/elAresfexteAmIMiAc-2H100.2rp -90° -60° Vertical Plane throu h Max Candela -30° 1414 4longtudinal Distance in Units of Mount ng Height 3 2 90° 0 1 60° 3 2 s a 0° 30° 45 4 3 2 1 0 1 2 3 4 5 HID Lamp Prorate Table (ED -17 Clear, Medium -Base Lamp) Metal Halide Wattage Factor Initial Lumens 50 0.38 3400 70 0.61 5500 100 1.00 8400 Conversion Chart Values based on 14' (4.3m) mounting height. Mounting Height Multiply 12' (3.7m) 1.00 14' (4.3m) 0.93 16' (4.9m) 0.87 SELUX Corp.© 2011 MTRC-0211-03 In a continuing effort to offer the best product possible, we reserve the right to change, whhout notice, spedfica6ons or materials that in our opinion will not alter the function of the product Specification sheets found at vmw.segnrmn fusa are the most recent versions and supersede all other printed or electronic versions MTR Column Mounting Details ////////////V •Fbdure gear tray removes from top. 50" (1270mm) clearance required above fixtures. Consult factory if access above fixture is not available for alternative recommendations (i.e hinged pole). MTRT Minimum' 50" (1270mm) MTRS MTRC 501/.^ (1273mm) 50'/. (1273mm) • 07" (178mm) 05" (127mm) Tapped 3/8 - 16 hole for ground connector Gasket Height Cast aluminum handhole reinforcement frame with a full circumference weld and a 3' x 5" (76 x 127mm) flush fitting aluminum door. Attached with (2) stainless steel countersunk screws. 05" --� (127mm) 15'/2" (391mm) Height MTRC w/2x metal halide lamps 08"—..- (2t1omm) 4"x7°(102x 178mm) handhole provided for in -field column assembly, with flush cover and stainless steel tamper-resistant hardware. 4' x 7 (102 x 178mm) handhole with flush cover, stainless steel tamper-resistant hardware. 3'h" (89mm)1 Height Round Straight 8" Column (metal halide) SELUX Corp.@ 2011 MTRC-0211-04 In a continuing effort to offer the best product possible, we reserve the right to change, without notice, specifications or materials that in ouropinion wit not after thefurution of the product. Specification sheets found atwww.selux.com/usa are the most recent versions and supersede all other printed orelectronicversions. MNConsulting Enginoors 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project location client by 41410 d a f0) sheet no. job no. A - 7 - - 7 - - • A - 8 - / - 4 ( Y 7 .e- / V 7 - - - IBI GROUP SUBJECT: DESIGN NOTES TALI Tt - Ccaokt,'� � tft fF!gw.8.ay\ t PREPARED ((B'�Y: CXAPriac CHECKED BY: PROJECT NO: 247 5— CLIENT: DATE 201,2-4 s -- SHEET OF OM= AINI'NEW,"IMMIMEN 17_2 Mal MIMI MEM 1111 4i Essle.ssArzy 9 0 +1{ :! e levAcA- gaCtti. si4E 0 1 M■ 114 Resui IlIu s PEEL nliConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project by /.6. location date sheet no. client Job no. II 1 i 22 , —5496 -'y6o0—!.... o,a4 = . 5d Wr4X!4 t..�8 j I 0.33 .2.14 I: I I I I_ it - L •._ - iI -III II I .I D Moc:-4 dQ s: : ry R I _l_. I i I I I_ I_I I -I H �I I I 1 1 1 j l 1_ L. diZ TRSgbt_i I • IJ I I__ I I i 1_I_ ... I I_ I — I Il Page 1 of 5 Anchor Calculations Anchor Selector (Version 4.5.0.0) Job Name : Date/Time : 3/15/2012 9:24:59 AM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Code : ACI 318-05 Calculation Type : Analysis a) Layout Anchor : 1/2" Titen HD Embedment Depth : 4 in Built-up'Grout Pads, : No Gxi $x1 cx2 Number of Anchors : 2 eyi 2 ANCHORS. ` .tua IS POSITIVE FOR TENSION AND t GATIVE FOR COMPRESSION. * INDICATES CENTER OF TWO ANCHORS Anchor Layout Dimensions : cx1 : 50 in cx2 : 50 in cyi : 20 in cy2 : 8 in bx1 : 1.5 in bx2:1.5in bye : 1.5 in by2:1.5in sx1 : 3.5 in about:blank 3/15/2012 Nua •. M, 2 Vuax 2 ANCHORS. ` .tua IS POSITIVE FOR TENSION AND t GATIVE FOR COMPRESSION. * INDICATES CENTER OF TWO ANCHORS Anchor Layout Dimensions : cx1 : 50 in cx2 : 50 in cyi : 20 in cy2 : 8 in bx1 : 1.5 in bx2:1.5in bye : 1.5 in by2:1.5in sx1 : 3.5 in about:blank 3/15/2012 b) Base Material Concrete : Normal weight Cracked Concrete : Yes Condition : B tension and shear Thickness, ha : 8 in Supplementary edge reinforcement : No c)Factored Loads . Load factor source : ACI 318 Section 9.2 Nua : 4200 Ib Vuay : 100 Ib Muy : 0 Ib*ft ex:0in ey : 0 in Moderate/high seismic risk or intermediate/high design category : No Apply entire shear Toad at front row for breakout : No d) Anchor Parameters From [F-SAS-CSAS2009] : Anchor Model = THD50 do = 0.5 in Category =1 hef = 2.99 in hmin = 6.25 in cac = 4.5 in cmin=1.75 in Smin=3in Ductile = No 2) Tension Force on Each Individual Anchor Anchor #1 Nuai = 2100.00 Ib Anchor #2 Nua2 2100.00 Ib Sum of Anchor Tension ENua = 4200.00 Ib ax=0.00 in a= 0.00 in e'Nx = 0.00 in e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Page 2 of 5 fc : 4000.0 psi To/ : 1.00 cl)Fp : 2210.0 psi Vuax : 0 lb Mux : 0 Ib*ft about:blank 3/15/2012 Page 3 of 5 Anchor #1 Vua1 = 50.00 Ib (Vital x = 0.00 Ib , Vua1y = 50.00 Ib ) Anchor #2 Vua2 = 50.00 Ib (Vua2x = 0.00 Ib , Vua2y = 50.00 Ib ) Sum of Anchor Shear EVuax = 0.00 Ib, EVuay = 100.00 Ib e'vx=0.00 in e'vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAse futa [Eq. D-3] Number of anchors acting in tension, n = 2 Nsa = 20130 Ib (for each individual anchor) [F-SAS-CSAS2009] 0.65 [D.4.4] Oise = 13084.50 Ib (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Ncbg = ANc/ANco'ec,N'ed,N'c,N'cp,NNb [Eq. D-5] Number of influencing edges = 0 hef=2.99 in ANco = 80.46 in2 [Eq. D-6] ANc = 111.86 in2 ''ec,Nx 1.0000 [Eq. D-9] Tec,Ny = 1.0000 [Eq. D-9] Tec,N = 1.0000 (Combination of x-axis & y-axis eccentricity factors.) Smallest edge distance, Ca,min = 8.00 i • n ed,N 1.0000 [Eq. D-10 or D-11] Note: Cracking shall be controlled per D.5.2.6 N = 1.0000 [Sec. D.5.2.6] `t'cp,N =1.0000 [Eq. D-12 or D-13] Nb = kc?4 f'.c hef1•5 = 5558.86 ib [Eq. D-7] kc = 17 [Sec. D.5.2.6] Ncbg = 7727.87 Ib [Eq. D-5] = 0.65 [D.4.4] Ncbg = 5023.11 Ib (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Pullout does not occur, and is therefore not applicable. about:blank 3/1.5/2012 Page 4 of 5 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Vsa = 7455.00 Ib (for each individual anchor) [F-SAS-CSAS2009] = 0.60 [D.4.4] Vsa = 4473.00 Ib (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Concrete breakout strength has not been evaluated against applied shear load(s) per user option. Refer to Section D.4.2.1 of ACI 318 for conditions where calculations of the concrete breakout strength may not be required. 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] Vcpg = kcpNcbg [Eq. D-30] kcp = 2 [Sec. D.6.3.1] e'vx = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) e'Vy = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) `t'ec,Nx = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) `Pec,Ny = 1.0000 [Eq. D-9] (Calulated using applied shear Toad eccentricity) = 1.0000 (Combination of x-axis & y-axis eccentricity factors) Ncbg = •(ANca/ANc)(Tec,N'Pl'ec N)Ncbg Ncbg = 7727.87 Ib (from Section (5) of calculations) ANc = 111.86 in2 (from Section (5) of calculations) ANca = 111.86 int (considering all anchors) 't'ec,N = 1.0000 (from Section(5) of calculations) Ncbg = 7727.87 Ib (considering all anchors) Vcpg =15455.74 Ib = 0.70 [D.4.4] 4)Vcpg = 10819.02 Ib (for the anchor group) 11) Check DemandlCapacity Ratios [Sec. D.7] Tension - Steel : 0.1605 - Breakout : 0.8361 - Pullout : 0.0000 - Sideface Blowout : N/A about:blank 3/15/2012 Page 5 of 5 Shear - Steel : 0.0112 - Breakout : N/A - Pryout : 0.0092 V.Max(0.01) <= 0.2 and T.Max(0.84) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 1/2" diameter Titen HD anchor(s) with 4 in. embedment about:blank 3/15/2012 ffiliig Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 Project location by date sheet no. client job no. • 4- i W tYN • i0, i 1 ti r. 4.430 EConsulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 poled location by data sheet no. client Job no. PET4-1 iti/N6 W E n Consulting Engineers 1601 5th Avenue, Suite 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 1J : ES I Ilii; project Tke jt 14 Tra,fr4" by 4416 location client date 3/IX/ sheet no. JET, -/N1N G A/R--z,Ls Job no. RA SITPUcIr)' 0 F -00051-R`l-17 cv. (I- E THS 5Prfil IF -T(,- ! rtiR F, ag H r _.COMT2 u� 5 l I HH - IJ_ 1 _L I r II_ I 1 • —i I—i A Ewing Temporary license 123 Easy Street •AnyTown',USA i90000 •(000) 00(K000 Tukwila Transit Center • a Design Detail Concrete fc = 3000 psi Rebar Fy = 60000 psi Unit Weight = 15 0 Ib/ft3 i---2.33 tt---{ ft #4@12in(S&T) --- #4 @ 12 in 8-- Toe Bars: #4 @ 12 in - Footing S/T Bars: #4 @ 12 in •,leak Summary Ratio Check Provided Required ' ' Combination -') _._._ -_-_ Stabi_4 Checks -_-- _-- 2.91 2000 psf 6.36 in___- ✓ 0.515 Overturning ✓ 0.688 Bearing Pressure X 1A61_ Bearing Eccentricity 1.50 1376 psf - 6_99 in Unfactored Unfactored Unfactored - - ______. • - Toe Checks - ✓ 0.000 Shear 10.000 Moment ✓ 0.098 Min Strain ✓ 0.000 Min Steel ✓ 0.364 Development ✓ 0.667 S&T Max Spacing ✓ 0.540 S&T WI Rho 6.65 Wft 5.9 ft•k/ft 0.0409 0.02 in' 32.961n 12 in 0.0033 0 lc/ft 0 ft•Wlt 0.0040 0 in' 12 In 18 In 0,0018 1.20 + 1.6H + 1.61. 120 + 1.611 + 1.6L 1.20 + 1.6H + 1.6L 1.20 + 1.611+ 1.6L 1.20 + 1.6H + 1.61 1.20 + 1.61-1+ 1.6L 1.20 + 1.6H + 1.6L -- pecks-_.:.•, 14284 Shear 0.367 Moment .- Stem Checks - _-•: 5.26 k/ft 2.63 ft-k/ft .. 1.49 k!R 0.97 ft.k/ft . 1.40 1.2D + 1.611 + 1.6L -._..,.._,._ ..._.. -2_1 X960 Horz Bar Rho ✓ 0.667 Horz Bar Spacing ✓ 0.265 Moment 10.163 Shear ✓ 0.162 Max Steel 10.000 Min Steel ✓ 0.857 Base Development 0.0021 12 In 3.65 ft•k/11 4.19Wft 0.0246 0.02ln'M 71n 0.0020 18 in 0.97 ft•k/ft 0.68WR 0.0040 • . 0 in'ftn 6 in 1.20 + 1.611 + 1.6L 1.20 + 1.6H + 1.61 1.20 + 1.611 + 1.6L 1.20+1.611+1.6L 1.20 + 1.611 + 1.61_ 1.20 + 1.6H + 1.61. 1.20 + 1.6H + 1.6L Loads w ntena Building Code IBC 2006 Concrete Load Combs IBC 2003/06 (Str) Masonry Load Combs MSJC 02!05 (ASD) Stability Load Comb Unfactored Restrained Against Sliding Yes Neglect Bearing At Heel Yes Use Vert Comp. for OT No Use Vert. Comp. for Slicing No Use Vert. Comp. for Bearing Yes Use Surcharge for Slicing & OT Yes Use Surcharge for Bearing Yes Neglect Soil Over Toe No Neglect Backfill Wt. for Coulomb No Factor Soil Weight As Dead Yes Use Passive Force for OT Yes Assume Pressure To Top Yes Extend Backfill Pressure To Key Bottom No Required F.S. for OT 1.50 Required F.S. for SUdng 1.50 Has Different Safety Factors for Seismic No Allowable Bearing Pressure 2000 psf Req'd Bearing Location Middle third Wag Friction Angle 25' Friction Coefficent 0.35 (additional 2 ft backfill) is y = 100 Ib/ft' TEFP = 35 Ib/ft° y =100 lbffe 1EFP = 300 Ib/ft° Loading Options/Assumptions 4 Passive pressure neglects top 1 ft of soli. Load Combinations IBC 2003/06 (Str) 1.20 + 1.6H + 1.6L 1.2D + 0.51. 0.9D + 1.6H 1.4D 1.2D 1.2D QuickRWall 2.0 (iesweb.com) D:\Project Files\Tukwila Transit Center\Site Watls.rwd Page 1 of 14 Tuesday 03/13/12 1:50 PM — Stability Cliecks —Overturning Check Overtuming Moments Backfill pressure (horz) Surcharge (uniform) lateral pressure Force Distance Moment 25.27 Ib,in 1.39 ft 5050 in•Ib/ft 24.28 Ibfin 2.08 ft . 7279In•Ib/ft Total: 12329 m•Ib/ft Resisting Moments _._..___Surcharge (uniform) vertical pressure Passive pressure @ toe Footing Weight Stem Weight,' Backfill Weight Soil over toe Weight Force Distance Moment 38.831bfm _ _1.831t 102431n•lb/f( 8.67Ibfn 0.28 ft 346.8 Inlblft -31.221bn 1.5 ft 6735 Int/ft -31.911bfut 0.33 ft 1532 in•Ib18. -64.65lbM 1.83 ft 17052 frHb/ft ' -0 lb/in 0 ft 0 imlb/ft Total: 35909 in IbJft F.S. = RM — 35909iri•Ib/ft 2913> 1.50 (OK)OTM 12329in•Ib/ft a Sliding Check . Check not performed: restrained against sliding. —Bearing Check Bearing pressure < allowable (1376 psf < 2000 psf) - OK Bearing resultant eccentricity> allowable (6.36 In 5.991n). FAILS QuickRWall 2.0 (iesweb.com) D:\Project Files\Tukwila Transit Center\Site Walls.iwd Page 2 of 14 Tuesday 03/13/12 1:50 PM Toe Checks [combination 1.2D + 1.6H + 1.6L] Controlling Moment Design moment Mu for toe need not exceed moment at stem base: Mum = 0 ft•Ic 1 ft < Metem = 0.97 ft.k / ft Mu = 0 ft -k 1 ft (stem moment does not control) Shear Check (ACI 318-05 11.1,1. 11.3.11 Ve =2 d = 2Ar3501T1Tsi (6.75 in) = 8.87 k / ft epVc = Vc = (0.750)(8.87 k / ft) = 6.65 k / ft 6.65 k / ft a Vu = 0 k /ft 1/ Flexure Check (ACI 318-05 10.21 a = (0.02 in,(60000 = 0.39 in 0.85 fc 0.85 (3000 psi) =Afy[d_a/2) = (0.90) (0.02 in2) (60000 psi) [(6.75 in) - (0.39 in) / 2] = 5.9 (tic / ft = 5.9 ftk / ft a Mu = 0 fig< / ft 1/ Toe Unfactored Loads Unfactored Loads Toe Factored Loads 1.2D + 1.6H + 1.6L QuickRWall 2.0 (iesweb.com) D:\Project Fileffukwila Transit CenterkSite Walls.rwd Page 3 of 14 Tuesday 03/13/12 1:50 PM Heel Checks [combination 1.2D + 1.6H + 1.6L] Contra!lino Moment Design moment Mu for heel need not exceed moment at stem base: Mheel = 1.49 ft•k / ft a M5tem = 0.97 tic / ft M„ = 0.97 ftk /ft (stem base moment controls) Shear Check (ACI 318-05 11.1.1. 11 3.11 Unreinforced, use plain concrete provisions: ACI 22.5.4 Note:- Effective thickness reduced by 2 inches for concrete cast on soil (ACI 22.4.8) V„ = 341,c h = V3-000 psi (8 in) = 7.01 k / ft ¢Vn = 4 Vn = (0.750) (7.01 k /ft) = 5.26 k / ft bVn = 5.26k/ft a V„ = 1.28k/ft ✓ Flexure Check (AC 3J.8-05 10.2) Unreinforced, use plain concrete provisions: ACI 22.5.1 Note: Effective thickness reduced by2 inches for concrete cast on soil (ACI 22.4.8) = 5lie- S = 5 3000 psi (10.67Ina/ ft) = 2.92 ft•k /ft (as limited bytensio Mn = 0.85 S = 0.85 (3000 psi) (10.67 Ins / ft) = 27.2 ft•k / ft (as limited by •mpresston) Tension controls §Mn = Mn = (0.90) (2.92 ft•k / ft) = 263 fttk / ft ¢Mn=2.63ft•k/ft a Mu=0.97ftk /ft ✓ - Heel Unfactored Loads Unfactored Loads (neglect bearing pressure 333-333 psf (Soil weight) 125 psf (Concrete self -wt) T 1 Heel Factored Loads 1.49 ft. 1.20+1.6H+1.6L gleet bearing pressure) 1.28 kfft 399.6-399.6 psf (So) weight) 150 psf (Concrete self -wt) 0 QulckRWall 2.0 (iesweb.com) D:\Project f=lies\Tukwila Transit Center\Site Walls.rwd Page 4 of 14 Tuesday 03/13/12 1:50 PM 1111 e j t (neglect bearing pressure 333-333 psf (Soil weight) 125 psf (Concrete self -wt) T 1 Heel Factored Loads 1.49 ft. 1.20+1.6H+1.6L gleet bearing pressure) 1.28 kfft 399.6-399.6 psf (So) weight) 150 psf (Concrete self -wt) 0 QulckRWall 2.0 (iesweb.com) D:\Project f=lies\Tukwila Transit Center\Site Walls.rwd Page 4 of 14 Tuesday 03/13/12 1:50 PM win .Tenlporaty ,License `123 Easy, Street `' 'AnyTown; USA ;.00000 :(000).000;0000:..� ;, Q ukWila Transittenter Stem Forces [combination 1.2D + 1.6H + 1.6L] — Stem Internal Forces Stem Internal Forces Stem Internal Forces 3.8 Moment 3.3 2.8 -0.75 -0.5 -0.25 Moment (ft•ktft) Stem Internal Forces 1\. Shear (k/ft) -186.46 psf 112 psf QuickRWall 2.0 (iesweb.com) D:\Project Files\Tukwila Transit Center\Site Walls.rwd Page 5 of 14 Tuesday 03/13/12 1:50 PM Stem Moment Checks [combination 1.2D + 1.6H + 1.6L] Moment 3.83 3.45 3.06 2.68 2.3 1.91 Offset (ft) 1.53 1.15 0.77 0.38 Check (ACI 318-05 Ch 10) la 0 ft from base 4)Mn = 3.65ft•k/ft 2 Me = 0.97ft•k!ft -3.33 -2.67 -2 -1.33 -0.67 Moment (ft•Wft) QuIckRWall 2.0 (iesweb.com) . D:\Project Rtes\Tukwila Transit Center\Site Walls.rwd Page 6 of 14 Tuesday 03/13/12 1:50 PM Stem Shear Checks [combination 1.2D + 1.6H + 1.61.1 Shear Chesk (ACI 318-05 Ch 11.1,1) 0 0 ft from ban ¢V„ = 4.19k/ft i V„ = 0.68k/ft ✓ Shear 3.83 - 3.45 3.06 2.88 ••- 2.3 1.91 Offset (ft) • 1.15 - 0.77 • 0.38 -2.5 -1 0.5 2 3.5 Shear(Wft) 50 QulckRWall 2.0 (iesweb.com) D:\Project Files\Tukwila Transit Center\Site Walls.rwd Page 7 of 14 Tuesday 03/13/12 1:50 PM Transit;Center. Stem Miscellaneous Checks [combination 1.2D + 1.6H + 1.6L] i�e� lmum_Steel Check (ACI.318-05 10.5.11 @ 0 ft from base IStem in negative flexure' 4Mn = 3.65 ft•k /ft a (4 / 3) M„ = [413] (0.97 ft•k /ft) = 1.29 ft•k /ft Check is waived per ACI 10.5.3 ✓ Minimum Steel Check (ACI 318-05 10.5.1) (6 3.83 ft from base (Stem In neoative Flexure' +Mr, = 0ft•k/ft a (4/3)M„ = [4/3](0ft•k/ft) = Oft-k/ft ChecKisWaived-par ACl 10:5.3 " - • '"-" Maximum Steel Check (ACI 318-05 10.3.5) (a) 0 ft from base [Stem In negative Flexure' Pt = 0.850 (fc s 4000 psis _ • f _ (0.02 In (60000 psi) _ a 0.85 fc 0.853000 psi) 0.39 in _ in Et = 0.003 [01-3.1.tl-1] = 0.003 [V139 In) / (0,850) 1 ] = 0.0246 Et = 0.0246 a 0.004 ✓ Maximum Steel Check (ACI 318-05 10.3.5) (m 3.83 ft from base (Stem in negative Flexure' pt = 0.850 (fc S 4000 psi) a = A., fy (0.02 in (60000 psi) _ 0.391n 0.85 fr: 0.85 (3000 psi) Et = 0.003 [DT-1 -1 ] = 0.003 [(0.39 in) /(0.) 850) 1 1 = 0.0246 Et = 0.0246 a 0.004 ✓ Wall Horizontal Steel (ACI 318-05 14.3.3. 14.3.5,) A ,n„/sha„ _ (0.21n2)/(12in) Pt (81n) 0.0021 Pt = 0.0021 a Ptmh ✓ = :0.0020 3t = 3(81n) = 24 in 18 Inch limit governs stxm max = 181n shy = 12 in s sham max = 18 in ✓ pevelooment Check (ACI 318-05 12.1.2 12 2 31 p = 1.0 (bar not epoxy - coated) a = 1.0 (normal weight concrete) idh 0.0213X fv db 0.02 (1.0) (1.0) (60000 psi' (0.5 In) 3000 psi = 10.95 in 0.7 multiplier of 12.5.3 (a) applies: Idh = 7.67 in _ (0.97 ft•k /ft) _ 0.2646 iDNin (3.65 ft k /ft) Factor Idh by this ratio (excess reinforcement) per 12.5.3 (d) : Idh = 2.03 in 8 db = 8 (0.5 in) = 4.0 6 inch minimum controls Idh cy = 7 in a Idh = 61n ✓ QuickRWall 2.0 (iesweb.com) D:\Project Files\Tukwila Transit Center\Site Walls.rwd Page 8 of 14 Tuesday 03/13/12 1:50 PM • 'V Whin TukiNila.Trarisit Center'. 'Toe Checks [combination 1.4D] Controlling Moment Design moment M„ for toe need not exceed moment at stem base: Mtge = 0 ft•k / ft < Mstem = 0.97 ft•k / ft Mu = 0 ft•k / ft (stem moment does not control) Shear Check (ACI 318-05 11.1,1, 11.3.1 Vc = 2 Yt c d = 23000 psi (6.75 in) = 8.87 k / ft OVn = 4 Ve = (0.750) (8.87 k / ft) = 6.65 k / ft 4Vn = 6.65k/ft 2 Vu = Ok/ft ✓ Flexure Check (ACI 318-05 10.2) A f _ (0.02 in (60000 ps0 a = 0.85 Pu 0.85(3000 psi) = 0.39 In 4Mn = 4Asfy[d-a/2] = (0.90) (0.02 Ind (60000 psi) [(6.75 in) - (0.39 in) / 2] = 5.9(tic /ft = 5.9 ft•k / ft 2 Mu = O ft -k/ ft ✓ Toe Unfactored Loads Unfactored Loads — Toe Factored Loads 1.4D QuickRWall 2.0 (fesweb.com) D:\Project Fles\Tukwila Transit Center\Site Walls.rwd Page 9 of 14 Tuesday 03/13/12 1:50 PM Heel Checks [combination 1.4D] Controlling Moment Design moment M for heel need not exceed moment at stem base: Mune' = 1.49 ft•k / ft t Meteor = 0.97 ft•k / ft M„ = 0.97 ft•k / ft (stem base moment controls) Shear Check (ACL 8-05 11.1.1. 1.1.3.1) Unreinforced, use plain concrete provisions: ACI 22.5.4 - Note: Effective thickness reduced by2 inches for concrete cast on soil (ACI 22.4.8) -- V, = 3 h = 311)0-00(8 in) = 7.01 k / ft OV, = 4 Vn _ (0.750) (7.01 k / ft) = 5.26 k / ft 4Vc=6.26k/ft 2 Vu=1.28k/ft✓ Flexure Check LACI 318-05 10.2) Unreinforced, use plain concrete provisions: ACI 22.5.1 Note: Effective thickness reduced by2 inches for concrete cast on soil (ACI 22.4.8) Mn = 5 fe S = 5 3000psi (10.67 in' / ft) = 2.92 ft•k / ft (as limited by tensio Mn = 0.85 fc S = 0.85 (3000 psi) (10.67 ins/ ft) = •27.2 ft•k t ft (as limited by Tension controls 4>Mn = Mn = (0.90)(2.92ft•k/ft) = 2.63ft•k/ft OM„ = 2.63ft•k/ft t Mu = 0.97ft•k/ft V. — Heel Unfactored Loads Unfactored Loads 1111 11121111111 (neglect bearing pressure 333-333 psf (Soil weight) 125 psf (Concrete self -wt) • •o 3 1 Heel Factored Loads mpression) 1.74 ft. 1.4D 1 MUM 468.2-466.2 psf (Soil weight) 175 psf (Concrete self -wt) R T 0 eglect bearing pressure 1.49 k/ft 1 QuIckRWall 2.0 (iesweb.com) D:\Project Files\Tukwila Transit Center\Site Walls.rwd Page 10 of 14 Tuesday 03/13/12 1:50 PM A' Ewing' Temporary License 123. Easy Street • AriyTown,,USA" 00.000 (000) 000=0000 Tukwila Transit Center Stem Forces [combination 1.4D] Stem Internal Forces -112 psf -186.46 psf Stem Internal Forces Moment Stem Internal Forces Shear — Stem Internal Forces QuickRWall 2,0 (iesweb.com) D:\Project Files\Tukwila Transit Center\Site Walls.rwd Page 11 of 14 Tuesday 03/13/12 1:50 PM Stem Moment Checks [combination 1.4D1 3.83 3.45 3.06 2 68 2,3 1.91 Offset(ft)- 1.53 1.15 0.77 0.38 -4 -3.33 -2.87 -2 -1.33 -0.67 Moment (94 011) QuickRWall 2.0 (Iesweb.com) D:\Project Piles\Tukwila Transit Center\Site Walls.rwd Page 12 of 14. Tuesday 03/13/12 1:50 PM Stem Shear Checks [combination 1 4D] Shear -4 -2.5 -1 0.5 2 Shear (Mt) 3.5 3.83 3.45 3.06 2.68 2.3 1.91 Offset (ft) 1.53 1.15 0.77 0.38 50 QuickRWa112.0 (iesweb.com) D:\Project Files\Tukwila Transit Center\Site Walls.rwd Page 13 of 14 Tuesday 03/13/12 1:50 PM .ukwila Transit,Center' Stem Miscellaneous Checks [combination 1.4D] Minimum Steel Check CACI 318-05 10.5.1) Cat 0 ft from base (Stem In negative flexurel ¢Mr, = 3.65ft•k/ft 2 (4/3)Ma = [4/3](0.97ft•k/ft) = 1.2911-k /ft Check is waived per ACJ 10.5.3 ✓ Minimum Steel Check (ACI 318-05 10.5,1) Cat 3.83 ft from base (Stem in negative flexurel 4Mn = 0 ft•k /ft 2 (4 3) Ma _ (4/ 3] (0 ft•k /ft) = O ft•k / ft Checkis valved per ACI 10:5:3 ✓" - " Maximum Steel Check (ACI318-05 10.3.51 @ 0 ft from base (Stem In negative flexurel pt = 0.850 (fa 54000 psi) Alf (0.02 In (60000 si) a 0.85 fa - 0.85(3000 psi 0.39 in et = 0.003 Las/dPt-1] = 0.003 [(0.3a44511(0")850) .- 1] = 0.0246 et = 0.0246 2 0.004 ✓ Maximum Steel Check (ACI 318-05 10.3.5) @ 3.83 ft from base (Stem In negative flexurel 131 = 0.850 (fa s 4000 psi) a = A9 f (0.02 (n2)(60000 psi) = 0.39 In 0.85 r _ c 0.85 (3000 psi st = 0.003 La /91-1 ] = 0.003 [(0.39 n) / (0,850) 1 ] = 0.0246 et = 0.0246 t 0.004 ✓ Wall Horizontal Steel CACI 318-05 14.3.3. 14.3.5) = sh,,,, = (2inl/(12 in) = 0.0021 (8 in) Pt = 0.0021 2 PLmIn •,/ = 0.0020 3t = 3(81n) = 24 in 18 inch limit govems sham max = 18 in sham = 12 in s sharz_max ="181n ✓ Development Check (ACT 318-05 12.12. 12.2.31 = 1.0 (bar not epoxy - coated) = 1.0 (normal weight concrete) - 0.02 fl x fy db ff = 0.02 (1.0) (1.0) (60000 psi) (0.5 in) 3000 psi = 10.95 in 0.7 multiplier of 12.5.3(a) applies: Idh = 7.67 in _ (0.97 ft•k /ft) (3.65 ft•k / ft) - 0.2646 Factor lab by this ratio (excess reinforcement) per 12.5.3 (d) : Idh = 2.03 in 8db = 8(0.51n) = 4.0 6 Inch minimum controls Iak jaw = 71n 2 Idh = 61n ✓ QuickRWall 2.0 (iesweb.com) D:\Project Files\Tukwila Transit Center\Site Walls.rwd Page 14 of 14 Tuesday 03/13/12 - 1:50 PM A Ewing , Temporary License 123 Easy Street Anifrovirn, UA 6000 ,.. (009) goo -d000 • • Design Detail Concrete fc = 3000 psi Rebar Fy = 60000 ps1 Unit Weight = 150 lb/ft3 -r -r 2.83 ft 1.33 ft Toe Bars: #4 @ 12 in - Footing SIT Bars: #4 (44 12 in QuickRWall 2.0 (iesweb.com) D:\Project Files\TukwIla Transit Center\Site Walls.rwd #4 @ 12In (S&T) #4 @ 12 in Page 1 of 1 Tuesday 03/13/12 1:46 PM AEwing; , Temporary: License •123 Easy Street:. • ,: AnyTown,: USA .00000;' (000) 000-0000 Tukwila TransitCenter Design Detail i.8 in-{ t QL Concrete Pc = 3000 psi Rebar Fy = 60000 psi Unit Weight = 150 Ib/ft n - #4 @ 12 in (S&T) r. #4@12in -- Toe Bars: #4@12 in _i..'---- Footing SIT Bars: #4 @ 12 in X2.33 ft --i I` Check Summary 3 ft { Ratio Check Provided _ ReguiredCombination _ Stabifty Cheiks - 70.515 Overtuming 2.91 1.50 Unfactored ---- ,/ 0.688 Bearing Pressure 2000 psf 1376 psf Unfactored X 1.061-_ _ _ Bearing Eccentricity 6.361n 5.99 in Unfactored - Tee Checks_ _ _._._._T 1 ✓ 0.000 Shear ---- -6.85 k/ft0 k/H ' 120 + 1 611 + 11.6E ✓ 0.000 Moment 5.9 ft•k/ft 0 Wit 1.20 + 1.6H+ 1.6L ✓ 0.098 Min Strain 0.0409 0.0040 1.20 + 1.6H + 1.6L ✓ 0.000 Min Steel 0.02 in' 0 in' 1.20 + 1.611 + 1.6L ✓ 0.364 Development 32.96 in 121n 1.20 + 1.611 + 1.6L ✓ 0.667 S&T Max Spacing 12 in 18 In 1.2D + 1.6H + 1.6L ✓ 0.540 S&T Min Rho.0.0033 0.0018 1.20 + 1.6H + 1.6L -Heel Checks-- ,i / 0284 Shear 5.26 k18 1.49 k/ft 114D 0.367 Moment _ 2.63 ft.ktft 0.97 ft.ldft 1.2D + 1.6H + 1.6L -Stem Checks - ✓ 0.960 Hoa Bar Rho 0.0021 0.0020 1.20 + 1.611 + 1.6L ✓0.667 Harz Bar Spacing 12 in 181n 1.2D + 1.6H + 1.6L ✓0265 Moment 3.65ft•k!ft 0.97f1k/ft 1.2D + 1.6H + 1.6L ✓ 0.163 Shear 4.19 ktft 0.68 k/ft 1.2D + 1.8H + 1.6L ✓ 0.162 Max Steel 0.0246 0.0040 1.20 + 1.6H + 1.6L ✓ 0.000 Min Steel 0.02 In in 0 inMn 1.20 + 1.6H + 1.6L ✓0.857 Base Development 7 in 61n 1.2D+ 1.6H + 1.6L - �I Loads (- Grttena Building Code Concrete Load Combs Masonry Load Combs Stability Load Comb Restrained Against Sliding Neglect Bearing At Heel Use Vert. Comp. for OT Use Vert. Comp. for Sliding Use Vert Comp. for Bearing Use Surcharge for Sliding & OT Use Surcharge for Bearing Neglect Soil Over Toe Neglect Backfill Wt. for Coulomb Factor Soil Weight As Dead Use Passive Force for 07 Assume Pressure To Top Extend Backfill Pressure To Key Bottom Required F.S. for OT Required F.S. for Sliding Has Different Safety Factors for Seismic Allowable Bearing Pressure Req'd Bearing Location Wall Friction Angle Friction Coefficent IBC 2006 IBC 2003/06 (Str) MSJC 02/05 (ASD) Unfactofed Yes Yes No No Yes Yes Yes No No Yes Yes Yes No 1.50 1.50 No 2000 psf Middle third 25' 0.35 (additional 2 ft backfill) y =100 Ib/ft3 7EFP = 35 lb/ft' y =100 Ib/ft' 7EFP = 300 MP Loading Options/Assumptions -j Passive pressure neglects top 1 ft of soil. Load Combinations IBC 2003/06 (Str) 1.2D+1.6H+1.6L 1.2D + 0.5L 0.9D + 1.6H 1.4D 1.20 1.2D QuickRWall 2.0 (iesweb.com) D:\Project Files\Tukwila Transit Center\Site Walls.rwd Page 1 of 14 Tuesday 03/13/12 1:47 PM A'Ewing i =Ternporary�:.Lice`nse ..123 `Easy Street :AnyTown;US . 100000: (OOOj,AI)a0Ooo- " Stability Checks Tukwila, Transit Center:': -Overturning Check Overturning Moments Backlit pressure (horz) Surcharge (uniform) lateral pressure Resisting Moments Surcharge.(unifonn)vertical pressure Passive pressure @ toe Footing Weight • Stem Weight Backfill Weight Soil over toe Weight FS. = RM = 359091nib! R 2.913 > 1.50 (010 OTM 12329 in•Ib! ft Force Distance Moment 25.27 Ibfin 1.39 R 5050 in•Iblft 24.28 lb/in 2.08 ft 7279 in•lb/ft Total: 12329 in•Ib/R Force Distance . 38.831 b1l n _...... _ .. _ _.1.83 ft _ 8.67 IbRn • 0.28 ft -31.22 Ibfn 1.5 R -31.91 rbfin 0.33 ft -64.65 Ibfin 1.83 ft -0 Ibfin 0 ft Total: Moment 102431n.lb/ft 346.8 n rW t 6735 in•tb!ft 1532 inib/ft 17052 inib/ft 0 in•IbIR 35909 tn1b/ft Sliding Check Check not performed: restrained against sliding. Bearing Check Bearing pressure < allowable (1376 psf < 2000 psf) - OK Bearing resultant eccentricity > allowable (6.36 In > 5.99 in) - FAILS QulckRWall 2.0 (lesweb.com) D:\Project FIIes\Tukwila Transit Center\Site Walls.iwd Page 2 of 14 Tuesday 03/13/12 1:47 PM v n•nJn :Tukwila, Transit :Center: Toe Checks [combination 1.2D + 1.6H + 1.61.] Controlling Moment Design moment M„ for toe need not exceed moment at stem base: Mwe = 0 ft•k / ft < Kum = 0.97 ft -k / ft Mu = 0 ft -k / ft (stem moment does not control) Shear Check (ACI 318-05 11.1.1. 11.3,11 Vc = 2 igc d = 2 3000 psi (6.75 in) = 8.87 k / ft oN/n = Vc = (0.750) (8.87 k / ft) = 6.65 k / ft �Vn=6.65k/ft a Ve=0k/ft ✓ Flexure Check (ACI 318-05 10.21 a = _ Alf" _ (0.02 in'% (60000 sib 0.85 fc 0.85 (3000 psi)= 0.39 in +M„ = ft.Asfy[d-a/2J = (0.90) (0.02 Int) (60000 psi) [(6.75 In) - (0.39 in) / 2) = 5.9ft-k /ft QMc = 5.9ftk/ft 2 Mu = Oft-k lft ✓ Toe Unfactored Loads Unfactored Loads -- Toe Factored Loads 12D + 1.6H + 1.6L QuickRWall 2.0 (iesweb.com) D:\Project Files\Tukwila Transit Center\Site Walls.rwd Page 3 of 14 Tuesday 03/13/12 1:47 PM Heel Checks [combination 1.2D + 1.6H + 1.6L1 Controillno Moment Design moment mu for heel need not exceed moment at stem base: Mheet = 1.49*lc /ft a Mstem = 0.97ft•k/ft Mu = 0.97 ft•k / ft (stern base moment controls) Shear Check (ACI 318-05 11.1,1. 11.3.11 Unreinforced, use plain concrete provisions: ACI 22.5.4 Note: Effeecctive thickness reduced by 2 inches for concrete cast on soil -(ACI 22.4.8) Vn =3tlrh = 4113000 psi (8 in) = 7.01 k/ft 11,Vn = Vn = (0.750) (7.01 k / ft) = 5.26 k / ft oVn = 5.26 k / ft a Vu = 1.28 k / ft ✓ Flexure Check (ACT 318-05 10.21 Unreinforced, use plain concrete provisions: ACI 22.5.1 Note: Effective thickness reduced by 2 inches for concrete cast on soil (ACI 224.8) Mn = 51/ c S = 53000 psi (10.67 in'/ ft) = 2.92 ft•k /ft (as limited by tensioi Mn = 0.85fcS = 0.85(3000psi) (10.67In' /fl) = 27.2ft•k/ft (as limited by Tension controls QMn = M!n = (0.90) (2.92 ft•k / ft) = 2.63 tit /ft 0/In = 2.63 ft•k /ft 2 Miu = 0.97 ft k / ft ✓ Heel Unfactored Loads Unfactored Loads neglect bearing pressure 333-333 psf (Soil weight) 125 psf (Concrete self -wt) Heel Factored Loads 1.2D + 1.6H + 1.6L ) impression) 1.49 ft•k/ eglect bearing pressure 1.28 k/ft 399.6-399.6 psf (Soil weight) 15 psf (Concrete self -wt) 0 1 QuickRWall 2.0 (Iesweb.com) D:\Project Files\Tukwila Transit Center\Site Walls.rwd Page 4 of 14 . Tuesday 03/13/12 1:47 PM ,r;' (*1111 �7 ti .. A11*1 1 r xrY 1 c i w �� neglect bearing pressure 333-333 psf (Soil weight) 125 psf (Concrete self -wt) Heel Factored Loads 1.2D + 1.6H + 1.6L ) impression) 1.49 ft•k/ eglect bearing pressure 1.28 k/ft 399.6-399.6 psf (Soil weight) 15 psf (Concrete self -wt) 0 1 QuickRWall 2.0 (Iesweb.com) D:\Project Files\Tukwila Transit Center\Site Walls.rwd Page 4 of 14 . Tuesday 03/13/12 1:47 PM ::A Ewing; Temporary License 123 Easy.Street, • AnyTown, USA 00000 (000) 000-0000: Tukwila Transit Center• `' Stem Forces [combination 1.2D + 1.6H + 1.6L] Stem Internal Forces Stem Internal Forces Stem Internal Forces 112 psf -186.46 psf -0.75 -0.5 -0.25 Moment (IMO Stem Internal Forces 0.18 0.35 0.53 0 7 Shear (klft) -186.46 psf 112 psf QuickRWall 2.0 (iesweb.com) D:\Project Files\Tukwila Transit Center\Site Walls.rwd Page 5 of 14 Tuesday 03/13/12 1:47 PM Stem Moment Checks [combination 1.2D + 1.6H + Check (ACI 318-05 Ch 10) 0 0 ft from bug OrOn = 3.65 ftk / ft t Mu = 0.97 *It /ft 1. Moment -3.33 -2.67 -2 -1.33 • -0.67 Moment OHM • 3.63 3.45 3.06 2.68 2.3 1.91 Offset (ft) 1.53 1.15 0.77 0.38 QuickRWall 2.0 (lesweb.com) D:\Project Files\TuloNila Transit Center\Site Walls.rwd Page 6 of 14 Tuesday 03/13/12. 1:47 PM • A:Ewing ` ;Temporary. License 123 Easy Street AnyTown,USA .00000 ;(OOQ) 000-00(0 , Stem Shear Checks [combination 1.2D + 1.6H + 1.6L] Shear Check (ACI 318-05 Ch 11.1.1) 0 0 ft from base .Vu = 4.19 k /ft 2 Vu = 0.68 k/ ft V -1 0.5 2 Shear (k/ft) 3.5 5 3.83 3.45 3.06 2.68 2.3 1.91 Offset (ft) 1.53 1.15 1.77 D.38 QuickRWall 2.0 (lesweb.com) D:\Project Files\Tukwila Transit Center\Site Walls.rwd Page 7 of 14 Tuesday 03/13/12 1:47 PM t, ........ .................... -1 0.5 2 Shear (k/ft) 3.5 5 3.83 3.45 3.06 2.68 2.3 1.91 Offset (ft) 1.53 1.15 1.77 D.38 QuickRWall 2.0 (lesweb.com) D:\Project Files\Tukwila Transit Center\Site Walls.rwd Page 7 of 14 Tuesday 03/13/12 1:47 PM 'Tempoiary;License '123. EasyStreet ' AriyTFowri'.USA t'0000 (000),0001)000 - Stem Miscellaneous Checks [combination 1.2D + 1.6H + 1.6L) Minimum Steel Check (ACI 318-05_19.5.1) Cat 0 ft from base [Stem in negative flexprel 0Mh = 3.65 ft•k /ft a (4/ 3) Mc = [4 / *0.97 ft -k / ft) = 1.29 ft•k /ft Check is waived per ACI 10.5.3 ✓ Minimum Steel Check (ACI 318-05 10.5.1) @ 3.83 ft from base Mem in negative flexure) @Mn = 0ft•k/ft a (4/3)Me = [4/3](0ft•k/ft) = 0tic /ft .. `- Check Is waived per ACI 10.5.3 ✓ Maximum Steel Check (ACI 318-05 10.3.5) Cat 0 ft from base !Stem in negative flexure) Pi = 0.850 (fc s 4000 psi) _ Ag fy = (0.02 in') (60000 psi) = 0.39 in 0.85 fa 0.85 (3000 psi) et = 0.003 [a aPr -1.] = 0.003 L(0.39 in)/ (0.850) 1] = 0.0246 et = 0.0246 a 0.004 ✓ Maximum Steel Check (ACI 318-05 10.3.5) C( 3.83 ft from base (Stem in neoative flexure) Pi = 0.850 (Pc 54000psi) _ AS fy_ (0.02 int) (60000 si) a ass I', 0.85(3000 psi)" 0.39 in in) et = 0.003 [a / 91st -11 = 0.003 [(0.39 ).25 (0.850) 11 = 0.0246 et = 0.0246 a 0.004 ✓ Wall Horizontal Steel (ACI 318-05 14.3.3. 14.3.5) = Au,�,R / Shan (0.2 int)/ (12 in) (81) - 0.0021 t pt = 0.0021 a pt_min ✓ = 0.0020 3t = 3(8 in) = 241n 18 inch limit governs short jnax = 18 in shorz = 12 in 5 shod nte,t = 18 in ✓ Development Check (ACI 318-05 12.12. 12.2.31 p = 1.0 (barnotepoxy- coated) JL = 1.0 (normal weight concrete) Idh _ 0.021 fy db 0.02 (1.0) (1.0) (60000 psi) (0.5 in) _ 3000 psi = 10.951n • 0.7 multiplier of 12.5.3(a) applies: Idh = 7.67 in MSL = (0.97ftk/ - 02646 ¢Mn (3.65 ft•k / Factor Idh by this ratio (excess reinforcement) per 12.5.3(d): Idh = 2.03 In 8 db = 8 (0.51n) = 4.0 6 inch minimum controls Idh_prov = 7 in a Idh = 6 in V. QuIckRWall 2.0 (iesweb.com) D:\Project Files\Tukwila Transit Center\Site Walls.rwd Page 8 of 14 Tuesday 03/13/12 1:47 PM • v ,rniu A Ewing x; Temporary License =• :123 EasyStreek; `AnyTown,• USA 00000 '(000) 000-0000; Tukvuiia Transit Center,. -: Toe Checks [combination 1.4Di Controlling Moment Design moment M. for toe need not exceed moment at stem base: Mum = 0ftk/ft < Mstem = 0.97ftk/ft M„ = 0 (tic /ft (stem moment does not control) Shear Check (ACI 318-05 111.1. 11.3.11 V0 = 2 F0 d = 2 3000 psi (6.75 in) = 8.87 k / ft clVn = Vo = (0.750)(8.87k/ft) = 6.65k/ft $Vn = 6.65k/ft a V„ = 0k/ft ✓ Flexure Check (ACI 318-05 10,21 _ A. fy = (0.02 In') (60000 psi) = 0.39 in a 0.85 f' 0.85 (3000 psi) 4Mn = OAsfy(d-a/2] = (0.90) (0.02 in2)(60000 psi) [(6.75 in) - (0.39 in) / 2] = 5.9 ft•k /ft $Mn = 5.9ft-k/ft a Mu = 0(Mc /ft ✓ -- Toe Unfactored Loads Unfactored Loads Toe Factored Loads 1.4D QuickRWa11 2.0 (iesweb.com) D:\Project Files\Tukwila Transit Center\Site Walls.twd Page 9 of 14 Tuesday 03/13/12 1:47 PM ukwila Transit -Center, - Heel Checks [combination 1.4D] Controlling Moment Design moment Mu for heel need not exceed moment at stern base: Mheet = 1.49&k/ft 2 Mss _-0.97ft•k/ft Mu = 0.97 ft•k / ft (stem base moment controls) 5 hear Ch ec kjp CI 318-05 11.1.1. 11.3.11 Unreinforced, use plain concrete provisions: ACI 22.5.4 -- Note: Effective thickness reduced by 2 Inches for concrete cast on soil (ACI 22.4.8) Vn = 3 h = 34-600psi(8in) = 7.01 k/ft Wu. _ 4 Vn = (0.750) (7.01 k / ft) = 5.26 k /ft ¢Vn=5.26k/ft Z Vu=1.28k/ft✓ Flexure Check (ACI 318-05 10.21 Unreinforced. use plain concrete provisions: ACI 22.5.1 Note: Effective thickness reduced by 2 inches *concrete cast on soli (ACI 22.4.8) Mn = 5 F S = 543000 psi (10.67 ins / ft) = 2.92 tic /ft (as limited by tensio ) Mn = 0.85 Pu S = 0.85 (3000 psi) (10.67 In'/ ft) = 27.2 ft•k /ft (as limited by c. mpression) Tension controls 4Mu = + Mn = -(0.90) (2.92 ftk / ft) = 2.63 ft•k / ft 4Mu = 2.63ft.k/ft Z Mu = 0.97fFk/ft ✓ Heel Unfactored Loads Unfactored Loads (neglect bearing pressure 333-333 psf (Soil weight) 125 psf (Concrete self -wt) i 0 Heel Factored Loads 1.74ft• 1.4D eglect bearing pressure) 1.49 k/ft 466.2-486.2 psf (Soil weight) 175 psf (Concrete self wt) s 1 QuidcRWail 2.0 (iesweb.com) D:\Project Files\Tukwila Transit Center\Site Walls.rwd Page 10 of 14 Tuesday 03/13/12 1:47 PM A Ewing • Temporary License 123 Easy Street • • rlyTown, pSA p000p (coo) oco-0000 Tulovjia Transit Center • Stem Forces [combination 1.4D] — Stem Internal Forces Stem Internal Forces 112 psf -186.46 psf Stem Internal Forces Moment Stem Internal Forces Shear QuickRWall 2.0 (iesweb.com) DAProject Files \Tukwila Transit Center\Site Walls.rwd Page 11 of 14 Tuesday 03/13/12 1:47 PM Stem Moment Checks 'combination 1.4D] -3.33 -2.67 -2 -1.33 -0.67 Moment (ft•Wft) 3.83 3.45 3.05 2.68 2.3 1.91—Offset (ft) 1.53 1.15 0.77 0.38 QuickRWall 2.0 (iesweb.com) D:\Project Files\Tukwila Transit Center\Site Walls.rwd Page 12 of 14 .. Tuesday 03/13/12 1:47 PM :A Ewing : . ;Temporary License`~ 123 Easy Street AriyTown, USA '00000 (000) 000-0000, • f ;Tukwila Transit Cente�`.•� Stem Shear Checks [combination 1.4D] Shear 3.83 • 3.45 3.06 . 2.68 • - 2.3 • • • 1.91 Offset (ft) . 1.53 •• 1.15 -2.5 •.` -1 0.5 2 3.5 Shear (k/ft) 0.77 0.38 50 QuickRWaII 2.0 (iesweb.com) D:\Project Files\Tukwila Transit Center\Site Walls.rwd Page 13 of 14 Tuesday 03/13/12 1:47 PM Stem Miscellaneous Checks [combination 1.4D] Minimum Steel Check (ACI 318-05 10.5.1) Cdt 0 ft from base (Stem In negative flexurel +Mn = 3.65 (Mc /ft a (4 / 3) Mn _ [4/ 3110.97 ft•k /ft) = 1.29 tt•k /ft Check is waived per ACI 10.5.3 ✓ Minimum Steel Check (ACI 318-05 10.5.1) 05 3,83 ft from base [Stem in nenative flexurel eMn = 0 ft•k /ft a (4 / 3) My = Pin/ ft•k l ft) = O ft•k / ft Check Is waived per ACI 10.5:3 ✓ - _ Maximum -Steel Check (ACI 318-05 10.3,5)_© 0 ft (nun base (Stem in negative flexurel 9i = 0.850 (fc 5 4000 psi) a = AS fy (0.02 int (60000 psi) = 0.39 in 0.85 fc 0,853000 psi) Et = 0.003 [ d 1 ] = 0.003 [ (4.25 In) 1 ] = 0.0246 aaa / 01 (0.39 in) ((0.850) Et = 0.0246 a 0.004 ✓ Maximum Steel Check (ACI 318-05 10.3,5) () 3.83 ft from base (Stem In negative flexurel pt = 0.850 (P054000 psi) a = A5 fy - (0.02 in'j (60000 psi) = 0.39 in 0.85 fc0.85 (3000 psi) Et = 0.003 [a . -11 = 0.003 [(0.39 n)5 (0,850) -1 J = 0.0246 Et = 0.0246 a 0.004 ✓ Wall Horizontal Steel (ACI 318-05 14.3 3, 14.3.5) Pt = As�ai/ shoe = (0.210 /(12 in) _ 0.0021 (8 in) pt = 0.0021 2 .pLmin ✓ = 0.0020 3t = 3(8 in) ='24in 18 inch limit govems Short max = 18 in shore = 12 in 5 Shorzjmax = 18 in ✓ Development Check (ACI 318-05 12.12 12.2.3) = 1.0 (bar not epoxy- coated) = 1.0 (normal weight concrete) Idh = 0.020gq1fydb 0.02 `1.0) (1.0) (60000 psi) (0.5 in) 665(51: = 10.951n 0.7 multiplier of 12.5.3 (a) applies: 1db = 7.67 in M,,. _ (72_t.1 0.2646 ¢+Mn 3.65ft•k/ft) Factor Idh by this ratio (excess reinforcement) per 12.5.3(d): Idh = 2.03 in 8 db = 8 (0.51n) = 4.0 6 inch minimum controls Idnsxov = 7 in a Idh = 6 in ✓ QuickltWall 2.0 (iesweb.com) D:\Project Fies\Tukwila Transit Center\Site Walls.rwd Page 14 of 14 Tuesday 03/13/12 1:47 PM EnilConsulting Engineers 1601 5th Avenue, Sufte 1600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 'HI • j i I !!! project location by date Sheat no. client job no. ' ! ; I ; - ; - - I ! ! I ! ! ; I . I 1 : • •PRE-G/1'6r- ATed,77 (111 #41.1- 16‘ ,0 ktOlts t‘ g VIA -- • , . . • : ! ; • I ; ; . • -4 • NS.' • I2 ! . ; • . . _ • • • _12 — ••••' ; _ _;. , • . I ! I ' I Consulting Engineers 1601 5th Avenue, Suite 1 600 Seattle, WA 98101 (206) 622-5822 Fax (206) 622-8130 project TLA. 7140( Trams ;1— ce.0,,4-tf by location client date 5/IA sheet no. job no. I tl H it • L .J- i _L I R ,r.i-„s W4 Is 0 0. • 0-- 1 _I . I - — 0 ' PRECAfS l c -M —I • #.k _' ?o o _/ #-►O+C►z !�II -1_ r—r __I • I i_. • 2;O 0 Y CIN OF TUKWILA WASHINGTON TUKWILA URBAN CENTER TRANSIT CENTER PROJECT 9601 ANDOVER PARK WEST STREET & WATER IMPROVEMENT PR T, rsaa_BIISIONS R MM I T S E T No changes shall be madF e to the scope cf work without prior approval of Tukwila Building Division. Revisions will require a new plan submittal and may include additional plan review fees. NOT FOR CONSTRUCTION i)! accotzt,ANcW i n+ -1.15c EtotJ 117o3.1 • I INsp2cvtON e, A NG £M 8 AIL mar E . evt rzo�t-t a v ,c j -c't-� E — 402, C� PaRAL CoNTRttcfoR JEC 98810404 Porn No. Ran review approval Is subject to onions and omissions. isr-prcvai of construction documents does not authorize v olaon of any adopted code or ordnance. Receipt c1 approved Fid admodedgedR ECEIVED BY NOV 202012 Z2,�_ TUKWIL SIC - ( PUBLIC WORKS City Of' i:lam a TUKWILA TRANSIT CENTER ON ANDOVER PARK WEST 1 "Z i" EVIEWED FOR E COMPLIANCE; APPROVED DEC 1 1 2012 rL �-�- ity of T 'la DING V SION PROJECT LOCATION MAP NOT TO SCALE 5U8 -CONSUL TONT COPYRIGHT: Any regressakrn op Panama, e.m em— ur n.n em.m,.a try el Omani stasis,. Wham dirembraNn... * once ow, aird sne.ie.. commis w..m..aa nospats. far am alwrabre and car•SAY• Po PP A. PM amp m.E e. I+ana.a dany ..mum. ren w dors. %ang candleans on re Rag, Shop e ®ooaaawwa. al aeon.] nPP.* awa.oa CevvnaeIR o nu ® GROW REVISION NOIL IBI GROUP SEPARATE PE' REQUIRED F K Mechani ti Electrical Plumbing Gas Piping City of Tukwi ,BUILDING DIVI -PRvJt , I ILAM: STATION ARCHITECTURE (Sc ITS IBI GROUP 801 SECOND AVE, SUITE 1400 SEATTLE, WA 98104 TEL. (206) 521-9091 CONTACT: LEE ANN MANGIN CIVIL ENGINEERING KPFF CONSULTING ENGINEERS 1601 FIFTH AVENUE, SUITE 1600 SEATTLE, WA 98101 TEL. (206) 622-5822 CONTACT: LLOYD WIND 181 GROUP 801 Second Avenue - Sults 1400 Se91Um WA 98104 1576 USA lel 206 521 9091 fax 206 521 9095 STRUCTURAL ENGINEERING KPFF CONSULTING ENGINEERS 1601 FIFTH AVENUE. SUITE 1600 SEATTLE. WA 98101 TEL (206) 622-5822 CONTACT. ANDY EWING ELECTRICAL ENGINEERING TRES WEST ENGINEERS, INC 2702 SOUTH 42ND ST, SUITE TACOMA. WA 98409 TEL (253) 472-3300 CONTACT ED HORSMAN CLIE NT LANDSCAPE DESIGN NAKANO ASSOCIATED. LLC 853 HIAWATHA PLACE S0. SEATTLE, WA 98144 TEL (206) 292-9392 CONTACT: JIM \'AMAGUCHI SURVEY ENGINEERING PACE ENGINEERS 1601 SECOND AVENUE, 301 SEATTLE, WA 98101 TEL (206) 411-1855 CONTACT; FRED WILLIAMSON i SUITE PROJECT 1TRE ECEIVED OF TUKWILA OV 1 6 2012 IT CENTER GEOTECHNICAL CONSULTANT SHANNON & WILSON, INC. 400 N 34TH ST., SUITE 100 SEATTLE, WA 98103 TEL (206) 632-8020 CONTACT GHADA ELLITHY ENVIRONMENTAL CONSULTANT SHANNON & WILSON, INC. 1000 400 N 34TH ST., SUITE 100 SEATTLE, WA 98103 TEL (206) 632-8020 CONTACT. GHADA ELLITHY PERMIT SET - NOT FOR CONSTRUCTION TUKWILA URBAN CENTER TRANSIT CENTER PROJECT; ANDOVER PARK WEST STREET & WATER IMPROVEMENT PROJECT SHEET TTTLE COVER SHEET PROJECT 140 96010402; 98810404 DRAWN BY: B SCHANS CHKD BY M. MILLETT SCALE: DATE 2012-11-15 SHEET NUMBER G 1001 • GENERAL NOTES: 1. AT LEAST ONE WEEK BEFORE BEGINNING CONSTRUCTION. CONTACT PUBLIC WORKS UTILITIES INSPECTOR AND SCHEDULE A PRECONSTRUCTION MEETING. 2. NOTIFY THE UTILITIES INSPECTOR AT 206-433-0179 AT LEAST 48 HOURS (2 WORKING DAYS) BEFORE STARTING PROJECT SITE WORK. 3. REQUEST A PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 HOURS ( 1 WORKING DAY) IN ADVANCE BY CALLING 206-433-0179. 4. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE PERMIT(S) AND CONDITIONS, THE APPROVED PLANS. AND A CURRENT COPY OF CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS AVAILABLE AT THE JOB SITE. 6. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANCES FROM THE APPROVED PLANS REQUIRE PRE -APPROVAL FROM THE OWNER, THE ENGINEER, AND THE CITY OF TUKWILA. 7. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWLA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS DIRECTOR. 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON-SITE. 9. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL. �1 . CONTRACTOR SHALL PRODE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR � VIPUBLIC WORKS APPROVAL BEFORE IMPLEMENTATION. 11. ALL SURVEYING FOR PUBLIC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD 1988. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE, THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD 1929. HORIZONTAL DATUM SHALL BE STATE PLANE COORDINATES. 12. THE CONTRACTOR SHALL REPLACE, OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. 13. DO NOT SCALE THE DRAWINGS. ANY MISSING DIMENSION IS AVAILABLE FROM THE ARCHITECT. CONTRACTOR SHALL FIELD VERIFY ALL EXISTING DIMENSIONS. 14. DIMENSIONS, DETAILS, NOTES AND SYMBOLS THAT APPLY TO ONE UNIT, APPLY TO ALL UNITS IN LIKE SITUATIONS, U.N.O. 15 UNLESS SPECIFICALLY SHOWN OR NOTED ON THE DRAWINGS, NO STRUCTURAL MEMBER SHALL BE CUT, NOTCHED, BORED OR OTHERWISE MODIFIED WITHOUT THE PERMISSION OF THE STRUCTURAL ENGINEER OF RECORD. 16 THE CONTRACTOR SHALL NOTIFY THE CITY OF TUKWILA PROJECT MANAGER A MINIMUM FIVE WORKING DAYS PRIOR TO ANY UTILITY BEING SHUT DOWN FOR CONSTRUCTION WORK. 17 INSTALLATION SHALL FOLLOW THE MANUFACTURER'S PUBLISHED SPECIFICATIONS AND/OR TRADE STANDARDS IN ADDITION TO MEETING OR EXCEEDING THE REFERENCED STANDARDS IDENTIFIED IN THE SPECIFICATIONS. 18 ALL DIMENSIONS ARE TO FACE OF WALL OR CENTERLINE OF COLUMN UNLESS NOTED OTHERWISE. 19 THE CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ANY DISCREPANCIES IN THE DOCUMENTS PRIOR TO PROCEEDING WITH ANY WORK INVOLVED. 20 "ABANDON" MEANS TO LEAVE IN PLACE, DISCONNECT FROM ACTIVE SERVICE, AND CAP. 21 MATERIALS CONTAINING ASBESTOS ARE STRICTLY PROHIBITED FROM USE IN THIS PROJECT. 22 CONTRACTOR SHALL PULL AND PAY FOR ANY REQUIRED PERMITS FOR WORK PERFORMED IN THE PUBLIC RIGHT OF WAY. 23 "REMOVE" MEANS TO REMOVE AND DISPOSE OF IN A LEGALLY APPROPRIATE DUMPSITE OR TO RECYCLE AT AN APPROPRIATE FACILITY. 24 "REPLACE" MEANS TO REMOVE EXISTING AND INSTALL NEW. 25 "FURNISH" MEANS TO PROVIDE NEW MATERIAL DELIVERED AND OFFLOADED TO SUITABLE POSITION AT JOBSITE. 26 "INSTALL" MEANS TO PROVIDE LABOR, CUTTING, PATCHING AND INCIDENTALS FOR THE INSTALLATION OF MATERIALS. 27 "PROVIDE" MEANS TO FURNISH AND INSTALL. 28 INFORMATION SHOWN ON ONE DOCUMENT IS AS IF IT IS SHOWN ON ALL DOCUMENTS. 29. INFORMATION MAY NOT BE SHOWN IN WHAT YOU THINK ARE TRADITIONAL LOCATIONS OR FORMATS WITHIN THE BID DOCUMENTS. REVIEW ALL BID DOCUMENTS TO DETERMINE COMPLETE SCOPE OF WORK. 30. CONTRACTOR SHALL COOPERATE WITH OWNER'S OTHER CONTRACTORS ON THE SITE. 31 ALL WORK SHALL CONFORM TO CURRENT WASHINGTON STATE BUILDING CODES. WORK IN RIGHT -OF -WAY 32. WHEN ACTIVITY IS UNATTENDED, INSTALL A SIGN WITH MINIMUM TWO-INCH LETTERS STATING PERMITTEE OR COMPANY NAME, AND DAY AND EVENING PHONE NUMBERS. TMC 11,08.140 33. INSTALL BARRICADES, SIGNS, WARNING LIGHTS, AND SAFETY DEVICES SUFFICIENT TO NOTIFY PUBLIC OF OBSTRUCTION OR TRAFFIC HAZARD. DEVICES MUST REMAIN UNTIL THE OBSTRUCTION IS CLEARED AND THE RIGHT-OF-WAY IS RESTORED. TMC 11.08.170.5. 34. MAINTAIN ACCESS TO FIRE STATIONS, FIRE HYDRANTS, FIRE ESCAPES, AND FIRE FIGHTING EQUIPMENT. TMC 11.08.180 . 35. MAINTAIN ACCESS TO PROPERTY ADJOINING EXCAVATION OR SITE WORK. 36. PRESERVE AND PROTECT ALL PROPERTY ADJOINING EXCAVATION OR SITE WORK. 37. RESTORE DISTURBANCE TO PRIVATE AND PUBLIC PROPERTY. TMC 11.08.220.0 38. DISTURBANCE OF SURVEY MONUMENTS AND MARKERS REQUIRES THE DIRECTORS PREAPPROVAL. A LICENSED SURVEYOR SHALL REPLACE DISTURBED MONUMENTS AND MARKERS. 39. COMPLY WITH ALL STATE AND CITY LAWS AND PROCEDURES TO PROTECT PUBLIC FROM AIR, WATER AND NOISE POLLUTION. TMC 11.08.210 40. INSTALL TEMPORARY SIDEWALK OR CURB RAMP IF PERMANENT IS BLOCKED. TMC 11.08.220 41. COVER OPEN EXCAVATION WITH NON-SKID STEEL PLATES RAMPED TO ELEVATION OF CONTIGUOUS RICHT OF WAY SURFACE. TMC 11.08.220 42. STORE ALL STOCKPILE MATERIAL SHALL BE STORED IN A SAFE MANNER TO PROTECT THE PUBLIC. DRAWING INDEX GENERAL GI001 01002 01003 GS101 THIS PERMIT SET 15 FOR THE CONSTRUCTION OF BUS TRANSIT SHELTERS AND ASSOCIATED AMENITIES ON BOTH SIDES OF ANDOVER PARK WEST. TOPOGRAPHIC SURVEY, RIGHT OF WAY, CIVIL, ITS, AND LANDSCAPE DRAWINGS ARE NOT INCLUDED. ELECTRICAL APW STREET LIGHTING PLANS ARE NOT INCLUDED. COVER SHEET DRAWING INDEX SYMBOLS AND ABBREVIATIONS PROJECT AREA PLAN TOPOGRAPHIC SURVEY V1001 VF002 V1003 4F004 VF005 RIGHT OF WAY V 001 V 002 V 003 CIVIL CL001 CD101 TOPOCRArIIIC SURVCY TOPOGRAPI IIC SURVEY TOrOGRAPIIIC SURVE' TOPOGRAPI IIC SURVEY TOPOGRAPHIC SURVEY RIGIIT or WAY PLAN RICHT OF WAY PLAN RIGHT OF WAY PLAN SYMOOLS AND ADORE VIATIONS REMOVAL PLAN CD103 CD104 REMOVAL PLAN REMOVAL PLAN CD10G CD107 CTIO1 CT102 CT103 cr101 cr1o2 REMOVAL PLAN REMOVAL DETAILS TYPICAL SECAONS TYPICAL SCCRONC TYPICAL .,CCTIONS ROAD PLAN ROAD PLAN CP104 Crlos CP1oG ROAD PLAN ROAD -PLAN ROAD PLAN Cri08 Cr109 ROAD DETAILS ROAD DETAILS Cr111 ROAD DETAILS CC101 DRAINAGE & UTILITY PLAN C6102 DRAINAGE .L UTILITY PLAIT CC103 DRAINACC & UTILITY PLAN C6104 DRAINAGE & UTILITY PLAN CG105 DPAINAGC & UTILITY PLAN CCIOC DRAINACC & UTILITY NOTES/DETAILS CU101 WATER PLAN CU103 CU1OH CU1O5 WATER PLAN WATER PLAN WATER PLAN CU107 WATER DETAILS CU100 WATER DETAILS CC101 CI IANNCLIZAAON S SICNACC PLAN CC104 CIIANNCLIZATION & SIGNAGE PLAN CC105 CIIANNCLIZAAON & SICNACC PLAN ARCHITECTURE AS101 AS102 AS103 AS104 AS10S AS106 AS107 AE101 AE102 AE103 -._ AE104 AE201 AE202 AE301 AE302 AE303 AD501 AD502 AD503 AD504 AD505 AD506 AD507 STRUCTURAL 5001 S002 SS100 SB101 51101 S-501 S-502 5-503 S-504 S-505 ELECTRICAL ES001 ES101 ES102 ES103 ES104 ES105 ES106 ES107 10100 CS109 EL401 ED501 ITS T0101 TS102 TS103 TS104 SB SITE PLAN END 58 SITE PLAN MIDDLE 58 SITE PLAN CORNER NB SITE PLAN CORNER NB SITE PLAN MIDDLE NB SITE PLAN END BAKER SITE PLAN END �SD CORNER PLAZ N � .•� ~ TYPICAL SHELTER PLANS ROOF..PJ.MLi -.a..aoa••..".. REFLECTED CEILING PLANS S8 CORNER PLAZA ELEVATIONS., TYPICAL SHELTER ELEVATIONS SB CORNER PLAZA SECTION S8 SHELTER. SECTIONS ' NB SHELTER SECTIONS DETAILS DETAILS DETAILS DETAILS DETAILS DETAILS DETAILS GENERAL NOTES INSP. SCHEDULE, SYMBOLS & ABBREV. SITE PLAN FOUNDATION PLANS FRAMING PLANS DETAILS DETAILS DETAILS DETAILS DETAILS LEGEND, SCHEDULES, POWER ONE -LINE SB SITE PLAN END SB SITE PLAN MIDDLE SB SITE PLAN CORNER NB SITE PLAN CORNER NB SITE PLAN MIDDLE NB SITE PLAN END BAKER SITE PLAN END APW STRCCT LIGHTING PLAN APW STREET LI611ANG PLAN REFLECTED CEILING PLANS ELECTRICAL DETAILS 00 SITE PLAN CND SO SITE rLAN MIDDLE SO SITE PLAN CORNER NO SITE PLAN CORNER TS1OG TS107 NO SITE PLAN CND DETAILS LANDSCAPE L1101 SD IRRIGATION PLAN LI103 APW SOUTH IRRIGATION PLAN LI104 Arw NORTH{ IRRIGATION PLAN LIG01 IRRICAAON NOTES, SCHEDULE. LECENDS L1101 SO PLANTING PLAN LP102 140 & DAKCR PLANTING PLAN LP103 APW SOUTH PLANTING PLAN LP,TQA .,.A..,...e......ARM6.NORA I PLANTING PLAN 1r001 PLANTING DETAILS LP002 PLANTING DETAILS REVIEWED FOR CODE COMPLIANCE APPROVED DEC 1 1 2012 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 1 6 2012 PERMIT CENTER PERMIT SET - NOT FOR CONSTRUCTION x SUB -CONSULTANT COPYRIGHT: .+nAgeop.Mmv>rabn Pr vn P.m. MN.. panus toa. Wae .n r�N . Maw “.1.10 drninslon. Comma. 04 way ane m.o.. Ire Wannsiels re cora.* css ®a...4rwWe.,*km snean no en ..ee .A..N vccemac+,be,ra,,. CC.rxxvne mo maxow SEAL REGISTERED ARCHITECT IBI GROUP IB1 GROUP 801 Second Avenue - Supe 1400 Seattle WA 98104 1576 USA tel 206.521.9091 fox 206.521.9095 1 2012-11-15 - PERMIT RESUBMITTAL NO. DATE APPR DESCRIPTION REVISIONS CLIENT CITY OF TUKWILA >Qs`lx IC: 9os PROJECT TITLE TUKWILA URBAN CENTER TRANSIT CENTER PROJECT; ANDOVER PARK WEST STREET & WATER IMPROVEMENT PROJECT SHEET TITLE DRAWING INDEX & GENERAL NOTES PROJECT NO: 96010402: 98810404 ORAWN BY: 8. SCHANS CHK'D BY: M. MILLETT SCALE: DATE: 2012-11-15 SHEET MJM9ER GI002 SHEET: 1 1 2 1 3 ABBREVIATIONS AND FCC FEDERAL COMMUNICATION COMMISSION PL PLATE FON FOUNDATION PNL PANEL 0 AT [ CENTERLINE FF FACTORY FINISH, FINISH FLOOR PR PAIR FIN FINISH PT POINT 0 DIAMETER OR ROUND FHWA FEDERAL HIGHWAY ADMINISTRATION US PCC PRECAST CONCRETE R POINT DEPARTMENT OF TRANSPORTATION 9 POUND, NUMBER FLUOR FLUORESCENT PROD PROJECT, PROJECTION D PSI POUNDS PER SQUARE INCH t PROPERTY LINE FT FOOT, FEET FTC FOOTING RAD RADIUS AASHTO AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS GA GAUGE REF REFERENCE ACI AMERICAN CONCRETE INSTITUTE RCP REFLECTED CEILING PLAN GALV GALVANIZED REINF REINFORCED ADA AMERICAN WITH DISABILITIES ACT GEN GENERAL RECD REQUIRED AISC AMERICAN INSTITUTE OF STEEL CR GRADE CONSTRUCTION RCS .RIGID GALVANIZED STEEL AFF ABOVE FINISHED FLOOR R/W RICHT OF WAY ALUM ALUMINUM H HIGH HC HANDICAPPED ALT ALTERNATE HGT, HT HEIGHT S SOUTH ANSI AMERICAN NATIONAL STANDARD INSTITUTE HM HOLLOW METAL SB SOUTH BOUND HMA HOT MIX ASPHALT SCHED SCHEDULE ARCH ARCHITECTURE SF SQUARE FEET HOR HORIZONTAL ASTM AMERICAN SOCIETY FOR TESTING AND SHT SHEET MATERIALS IBC INTERNATIONAL BUILDING CODE SL SLOPER BLDG BUILDING ID INSIDE DIAMETER (DIM) INT INTERIOR SOC SLAB ON GRADE - CONCRETE C CAB CABINET SPECS SPECIFICATIONS CCTV CLOSED-CIRCUIT TELEVISION JT JOINT SO SQUARE SS STAINLESS STEEL C.D. CONSTRUCTION DOCUMENTS STA STATION CDF CONTROLLED DENSITY FILL KCM KING COUNTY METRO CIP CAST -IN-PLACE STD STANDARD CJ CONTROL JOINT LF LINEAR FOOT STl STEEL CL CLASS LOC LOCATE, LOCATION STRUCT STRUCTURAL CLR CLEAR LT LIGHT COL COLUMN TC TOP OF CURB — CONC CONCRETE MAIL MATERIAL TCE TEMPORARY CONSTRUCTION EASMENT LINE TECH TECHNOLOGY CONN CONNECTION MAX MAXIMUM CONST CONSTRUCTION MFGR MANUFACTURER TEL TELEPHONE COORD COORDINATE MH MANHOLE THK THICK TO / T.O. TOP OF CSBC CRUSHED SURFACING BASE COURSE MIN MINIMUM TOC TOP OF CONCRETE MISC MISCELLANEOUS CSTC CRUSHED SURFACING TOP COURSE TOS TOP OF STEEL CTR CENTER MTD MOUNTED TS TUBE STEEL MTL METAL TYP TYPICAL MUTCO MANUAL OF UNIFORM TRAFFIC CONTROL B D DEEP, DEPTH DEVICES DEMO DEMOLISH, DEMOLITION UBC UNIFORM BUILDING CODE DET, DTL DETAIL (N) NEW UL UNDERWRITERS LABORATORIES, INC DIA DIAMETER N/A NOT APPLICABLE LINO UNLESS NOTED OTHERWISE DIM DIMENSION NB NORTH BOUND DN DOWN NEC NATIONAL ELECTRIC CODE VAR VARIES DWG DRAWING NIC NOT IN CONTRACT VER VERTICALWALL N0, # NUMBER (E) EXISTING E EAST NTS NOT TO SCALE MF VERIFY IN FIELD EA EACH EJ EXPANSION JOINT W WEST OA OVERALL W/ MATH ELEV ELEVATION OC ON CENTER ELEC ELECTRICAL W/0 WITHOUT OFCI OWNER FURNISH CONTRACTOR INSTALL WF WIDE FLANGE EMER EMERGENCY OPP OPPOSITE E0 EQUALVASHA HEALTHWASHINGADMINISTRATIONTON INDUSTRY FOR SAFETY AND OSHA OCCUPATIONAL SAFETY AND HEALTH EQUIP EQUIPMENT ADMINISTRATION ESMT EASMENT A EXP EXPANSION, EXPOSED 1 1 2 1 3 4 1 SYMBOL LEGEND GRAPHIC SYMBOL NOTES DESCRIPTION DIRECTION INDICATOR 5 1 6 PLAN LEGEND GRAPHIC SYMBOL DESCRIPTION a EMERGENCY CALL BOX MOUNTED v TO PEDESTRIAN LIGHTING D O PEDESTRIAN LIGHTING ELEVATION MARKER ELEVATION NUMBER SHEET ON WHICH ELEVATION IS DRAWN DIRECTION INDICATOR SECTION NUMBER SECTION SHEET ON WHICH ' ® SECTION IS DRAWN --....TRASH CALL OUT AREA RECEPTACLE 1 1 DETAIL NUMBER DETAIL ENLARGEMENT �' I' ) — INDIVIDUAL SEATING 1 142, I SHEET ON WHICH CALL OUT 1 1 DETAIL IS DRAWN -- •-, DETAIL NUMBER DETAIL CALL OUT SHEET WHICH 0 ON DETAIL IS DRAWN MEW TITLE FORSIM D U WINDSCREEN FRAME T g RAPIDRIDE BLADE MARKER C VIEW NUMBER DETAILS, ELEVATIONS, VIEW TI7lE TRANSIT CENTER & ENLARGEMENTS AS SHOWN MEW SCALE SHEET NUMBER MEW TITLE FOR U ROUTE MARKER MEW NUMBER MULTIPLE MEWS ON TRANSIT r I I TRANSIT CENTER MARKER s CENTER MEw TITLE SHEET AS SHOWN MEW SCALE TRANSIT MEW TITLE MEW TITLE .---, ,----. NEWSPAPER RACKS CENTER '^ ,� O ��, v g�3•54• Y" ?I v BICYCLE RACKS , 5X8' ADA REQUIRED CLEARANCE AREA FOR BUS LOADING SYMBOL FOR AREA REFERENCE ONLY NOT TO BE APPLIED TO PHYSICAL SURFACE B ADA WHEELCHAIR SPACE CLEARANCE AREA FOR SYMBOL FOR AREA REFERENCE ONLY NOT TO BE APPLIED TO PHYSICAL SURFACE AS SHOWN MEW SCALE GRAPHIC SCALE UNIT PER INCH 0 )V 2' UNIT PER 2 INCHES �� I SUBUNIT BAR GRAPHIC DIRECTION INDICATOR © NORTH ARROW GRID DESIGNATOR GRID LINE GRID LINE A — PCC FROM LEFT CAP LAYOUT TO RIGHT PER 7 DTL AD502 / / CA X X -X CAP TYPE TAG )o°o°o°o°° ADA RECD 24" TACTILE WARNING EDGE °O°O°O°O°On PER 1/A0502 TYPE WALL DESIGNATOR — {/�_ RECEIVE . CITY OF TUCA A JUL 16 2012 PERMIT CENTER PERMIT SET NOT FOR CONSTRUCTION 5 1 6 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 11 201 City of Tukwila BUILDING DIVISION 4 1 SUS -CONSULTANT SEAL _- IBI CROUPRED • CLIENT CITY OF TUKWILA ���517�. ,N4s Y�/ - �,y?“ �O; :Z4 "e.-;'—* .-1 tGGI �, p G l c-,/7!: 7 7wN;\ –V..ro, • ,_ `_'•=O 47 7508 -,-...n-c...,- PROJECT TITLE TRANSIT CENTER SHEET TOLE SYMBOLS AND ABBREVIATIONS 3037 1 REGISTE ARCHITECT — < IBI CROUP 1101 SemndAvenue -Sults 1490 Ses0DeWA981041576USA tel 206.521.9091 COPYRIGHT: / �"; Pme.w..`aa .� erwm�.,+ vs, ard to �.ol.e..�..owr....m=blt to m..a amebas Vont on bee*. nel�dsn...,.. .p ...tirm C01,11.11.e 2011 MI mow PROJECT NO: 24735.3 SHEET NUMBER G1003 REV: ARK MILLE TT STATE OF WASHINGTON DRAWN BY: B. SCHANS fax zofi.sz1.9w5 CHK'D BY: 1. MANGIN - - SCALE: NO. GATE IPPR DESCRIPTION REVISIONS DATE: 2012-06-22 TIC h35 tD D C B A .�I --ti + lI _1_11��s _I_ 2 3 SOUTHBOUND STOP 280•-0•�.___ -_ __: I r 4 5 GENERAL NOTES: 1. SURVEY DRAWINGS HAVE BEEN USED AS BACKGROUNDS TO SHOW THE LATEST INFORMATION AVAILABLE. THE CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS & CONDITIONS, PRIOR TO DEMOLITION AND CONSTRUCTION OF THE NEW IMPROVEMENTS. 2. SEE SHEET C1003 FOR UST OF ABBREVIATIONS. SYMBOLS, & PLAN LEGEND. — ROADWAY c '5 ANDOVER PARK WEST_ 6 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 1 1 2012 City of Tukwila BUILDING DIVISION —( I r 01, 2 • 1 3 • r. —+ I 1 W TRANSIT CENTER AREA PLAN 1 = 417-0• 4 0 40' 80' 0 5 h�. P1 D C B RECEIVED ., CITY OF TUKVVILA JUL 1 6 2012 A PERMIT CENTER PERMIT SET NOT FOR CONSTRUCTION 6 SUB -CONSULTANT SEAL COPYRIGHT: Any +PeAam =erepa x. np pups sera, nerwneege1 Group l• ert .. vnm.eArab.rr .swose p.. ra arm.., *OW My.m_ e. rp.rels w a eFrrm..a spm. r .1E0.10 Gaup er *. app..51 ueap=armu pm 131 *ft wseRm..e• .n COMM: 02011 id GROUP 3037 REGISTERED ARCHITECT ARK MILLETT STATE OF WASHINGTON IBI GROUP IBI GROUP 801 Second Avenue - Suite 1400 Seattle WA 98104 1576 USA tat 206.521.9091 fax 206.521.9095 NO. DATE APPR DESCRIPTION REVISIONS CUENT CITY OF TUKWILA PROJECT TOLE TRANSIT CENTER SHEET TITLE AREA PLAN PROJECT NO: 24735.3 DRAWN BY: B. SCHANS CHK'D BY: L MANGIN SCALE: 1• =40'-0• DATE: 2012-06-22 SHEET NUMBER GS100 REV: D 2 • 4 i II ti h �r ~ .1 I Alk gipESS101 r �i l _I ,U 4 J 5 0.7 FjPrAo MATCHLINE 6 GENERAL NOTES: 1 SURVEY DRAWINGS HAVE BEEN USED AS BACKGROUNDS TO SHOW THE LATEST INFORMATION AVAILABLE. THE CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS & CONDITIONS. PRIOR TO DEMOLITION AND CONSTRUCTION OF THE NEW IMPROVEMENTS. 2. SEE SHEET 01003 FOR LIST OF ABBREVIATIONS, SYMBOLS, & PLAN LEGEND. 3. FOR SURVEY PLANS AND ROW PLANS SEE SHEETS: VF001, VF002, VF003, V1004, VF005 V-001, V-002, V-003, V-004. V-005 4. FOR STRUCTURAL AREA PLAN SEE SHEET SS100 5 FOR LANDSCAPE IRRIGATION PLANS AND PLANTING PLANS SEE SHEETS: 02 11100 111.0A 300'-0 sr - —4 ANDOVER PARK WEST 7 LC WARNENGTHINGOF EDGE,TATYPTILE ROADWAY Q n 4 TS104 r1 r ,-----1-- S eww®r•4! n:ww�a! in1:i Tr.. .4.vi uwwmems ii.ios I __J I, 7---\. V r/VELb FOR CODE COMPLIANC r APPROVED DEC 1 1 2012 City of Tukwila B Q QOVISIO ,� CITY OF TUKWILA rt,-- I W� .�Ilil PROJECT AREA PLAN I: NOV 1 6 2012 PERMIT CENTER P= 40'.O CP103 CGIO3 CC1O3 CC1O4 CP105 CG105 CU105 CC105 ANDOVER PARK WEST - SUB -CONSULTANT PROJECT AREA PLAN 1.= 40'-0' 1 REGISTERED ARCHITECT COPYRIGHT: wnn suwdz�m,aaet *.bArea, .**t..t• .em o.m. arta now catARns sham on Pa enNp sne• eerpe.W u.eneue P w o,uyb.p•.al bobs env ••• mt.*,. PO••• P2011 MO GROUP • IBI GROUP RA GROUP 801 Second Avenue - Suite 1400 Seattle WA 98104 1576 USA tol 208.521 9091 OLP 206.521.9095 3 4 CLIENT CITY OF TUKWILA 40' 80' PROJECT TITLE B PERMIT SET - NOT FOR CONSTRUCTION '< TUKWILA URBAN CENTER TRANSIT CENTER PROJECT; ANDOVER PARK WEST STREET & WATER IMPROVEMENT PROJECT SHEET TITLE PROJECT AREA PLAN PROJECT NO: 96010402; 98810404 DRAWN BY B. SCHANS CHK13 BY M. MILLETT DATE: 2012.11-15 SHEET: 4 OF X/\ D C i TCE. LIMIT OF WORK ESMT R/W B CURB (E) TO REMAIN SEE CIVIL DWGS 2 r I J LANDSCAPE (8) TO REMAIN, PROTECT IN PLACE MALL SIGNAGE (E) TO REMAIN, PROTECT IN PLACE CURB (E) TO BE REMOVED SEE CIVIL DWGS LANDSCAPE AREA SEE LANDSCAPE DRAWINGS 19'-0" 3 CANOPY TCE 9'-0" 4- CURB (N)1 SEE OVIL DWGS 22 \0" I I 4 EXISTING BUILDING CANOPY (E) EDGE ABOVE TO BE PEMOVED SEE CIVIL DWGS LANDSCAPE CABLE FENCE. TIP LANDSCAPE AREA SEE — LANDSCAPE DRAWINGS TRASH RECEPTACLE, TIP PEDESTRIAN LIGHTING, TIP 20-0 9'-0" 5 GENERAL NOTES: - 1. ALL WORK IS NEW UNLESS OTHERWISE NOTED. 2. ALL DIMENSIONS ARE TO c COLUMNS OR F 0. CONC. UNLESS OTHERWISE NOTED. 3. INTERSECTION OF COLUMN GRID WITH c OF SHELTER COLUMN PER 5/AD502 4. SURVEY DRAWINGS HAVE BEEN USED AS BACKGROUNDS TO SHOW THE LATEST INFORMATION AVAILABLE THE CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS & CONDITIONS, PRIOR TO DEMOLITION AND CONSTRUCTION OF THE NEW IMPROVEMENTS 5. SEE SHEET 01003 FOR LIST OF ABBREVIATIONS. SYMBOLS, & PLAN LEGEND. . r + 36" MIN PARKING OVERHANG, TYP SEE LANDSCAPE DWGS 22'-0" Twz J 1- I� — //� 18'-0' 6 1fTCE, LIMIT 0F WORK ESMT / . I' ROADWAY A SIDEWALK RAMP (N) SEE CIVIL DWGS 14+00 IPilrl��� m��u "" IPr MI_ nos �i®®����o dl�!' — !1111■i eo���l�=us srya O r� I L, ISA rr .OAT ■r� 16 PCC IC -r *i' t MIO®MNeIM■■■w®MONO l0M0— . ~ C111 0. BACK OF CURB 2 SIDEWALK RAMP (E) TO BE REMOVED SEE CIVIL DWGS — -TRANSIT CENTER MARKER PER 1/A0507 BICYCLE RACKS, (7) TYP — SPACE FOR FUTURE BIKE LOCKERS N.I.C. SIDEWALK (E) TO BE REMOVED SEE CIVIL DWGS UTILITY VAULT (8) TO REMAIN ANDOVER PARK WEST CURS (E) TO BE REMOVED SEE CIVIL OWLS CUP3 (N) SFE CINL DWGS ROU IT MARKER TRANSIT BAY 82 SUPPLIED & INSTALLED BY CM 15+nn JUNCTION BOX (N) 24" TACTILE SEE ELEC DWGS, TIP WARNING EDGE CANOPf (N) EDGE ABOVE, TYP POLE MTD EMERGENCY CALL BOX 133 REVIEWED FOR CODE COMPLIANCE APPROVED DEC X2012 SOUTHBOUND STOP SITE PLAN - END 3 1/8". 1'-0- 4 City of Tukwila BUILDING DIVISION 0 1' 2' 5 —1 RECE ED OF TUKWILA D C B AS1 U1 AS1 O2 NOV 1 6 2012 A PERMIT CENTER PERMIT SET - NOT FOR CONSTRUCTION 6 SUB -CONSULTANT COPYRIGHT: ear -Pe.— data. sw. a am/ [wan0a aealti, I, m 0a0 e mt,,,,. W,t814...20...,81 P.c a.R...a a.ma s„amaa Ca..m• a+-4.. d c "* .* air Malone Yv„was-�job ,mmal r a,am aswwym'. Baa .nu.e„m CORR., 02012 e4ORWv SEAL IBI GROUP 181 GROUP 801 Second Avenue -Suite 1400 Seattle WA 98104 1576 USA tel 206.521.9091 fax 206.521.9095 CLIENT CITY OF TUKWILA PROJECT TITLE TUKWILA URBAN CENTER TRANSIT CENTER PROJECT; ANDOVER PARK WEST STREET & WATER IMPROVEMENT PROJECT SHEET TITLE SB SITE PLAN END PROJECT NO: 96010402, 98810404 DRAWN BY B. SCHANS CHKD BY M. MILLETT SCALE. 1/8" DATE: 2012-11-15 SHEET NUMBER SHEET: AS101 GXX 1 1 2 1 3 1 4 1 5 1 6 GENERAL NOTES: z .N,_ 1% ice_— _ — L----COMP1 C p FOR,1. ALL WORK IS NEW UNLESS OTHERWISE NOTED. — _ '� I 2. ALL DIMENSIONS ARE TO' c COLUMNS OR F.O. CONC. RE V IE /j \"------„-______..--Y UNLESS OTHERNASE-NOTED. LLQ D 1 I TCE, LIMIT OF WORK — J 0 Q < 3 `� CONC / TO REMAIN SEE COIL ` CURB (E) DWGS 4 CURB SEE (N) CIVIL DWGS �/ 5 LANDSCAPEi!a CABLE TYP FENCE, © COD` $� APPROVED DEC 11 City of _ ttrlt� gi h� PEDESTRIAN / LIGHTING, LANCE 2012 �� !DIVISION 6 j TYP —.-_� t 3. COLUMN 4. SURVEY TO CONTRACTOR CONDITIONS, OF 5. SEE SYMBOLS, ® r ERSECTION�OF�COLUMN GRID WITH c PER 5/AD503. DRAWINGS HAVE BEEN USED AS SHOW THE LATEST INFORMATION AVAILABLE. SHALL VERIFY ALL EXISTING PRIOR EMENTS. DEMOLITION AND THE NEW IMPROVE SHEET G1003 FOR UST OF ABBREVIATIONS, & PLAN LEGEND. O9 10 36" MIN PARKING OVERHANG, TYP r SEE LANDSCAPE DWGS OF SHELTER BACKGROUNDS THE DIMENSIONS & CONSTRUCTION Z J UD TCE, LIMIT f— OF WORK — 22'—O' / I 18-0" 22'-0' 19'-0' 20'-0' 19'-0" 22'-0" 19'-0" 22'-0" 19'-0" ESMT 9.— 1 9'-0 3,_°• 1 ‘I11 \ 1°' 9'—°' 9'—D'f__ESMT �_I!i% TYP 1 —1 \ J O I1P1I = 1 sImIi=tis=la.=.= — 11.=.11: -=1:-1:_ I o 1 117111 1__� 1 —�a =�'-_¢ia L ! ■r ��. ■ . �.— ■ ■ ����"'■ ■ .d�l :• _ ■ ��I��r�u�� = ��a ■ ■ ,.._ate:■ _ G �!f .) : �: o T it lit MOMMOIlliM111111.11111 N 1 0 •Mil. r-- 11/111111__ I' N — °, c w ::. .� — _ - —_ ___ PCC -. b� B" PCC I i IPI 1 - L.._ ic - .. , ,.- ... -. - - —'.1 CAP 4 •1 - __ -11.,. AP 4 I — z — I _Its __ -- _ a `AV: � o C I dl C o o o°a°o° °e a a .°o .•. ��ooo°d'" D7°o°O .• •-a - - o 000°."o'o• 0 o 0 o oH°oc 0 0 00 0° 0 °oooc 0 0 0 '''^'O'�•ooa.•o°oo 0 0 0°o'°o° !�� - -11::°. 0 0 0 0 0 °' o 0 �'�'��°•°�°o o o o o°°moo d°°o°•'O°o'°o°`O°o°00 o°d°o° 0°o a o i°°o� o 0 ° 0'01' oo�foo°o°c o d° o �Oo°o "opo" � o°c' o c ' ao� a. a c > 0 0 ow0 000$ �00oo°oDa°°Oo BACK OF CURB i - —"'_„ �__�'' -------------- --- —'— R/W — TELEPHONE MANHOLE (E) ` a / TELEPHONE RAPIDRIDE TECH PYLON MANHOLE E - SUPPUED & INSTALLED BY KCM BACK OF CURB • y-, �1 ____.__._. — SIDEWALK (E) TO BE REMOVED SEE CIVIL DWGS CANOPY (N) 24" TACTILE EDGE ABOVE, TYP WARNING EDGE — JUNCTION BOX (N) SEE ELEC DWGS, TYP — STREET LIGHT (E) TO BE REMOVED — ROUTE MARKER TRANSIT BAY #1 SUPPLIED & INSTALLED BY KCM BUS APRON (E), SEE CIVIL — POLE MTD DWGS, TYP EMERGENCY CALL BOX BUS APRON (N), SEE CURB (E) CURB (N) — RAPIDRIDE BLADE MARKER. TYP CIVIL DWGS, TYP. TO BE REMOVED SEE CIVIL DWGS SUPPUED & INSTALLED BY KCM SEE CIVIL DWGS ANDOVER PARK WEST • •• 7+00 - i' i - A —�- 4 ROADWAY c .� RECtivEu CIT Y OF TUKWILA A II 2 SOUTHBOUND STOP SITE PLAN - MIDDLE L 16 2012 A5, B2 Ire'=, -0 PERMIT CENTER o ° 2' PERMIT SET NOT FOR CONSTRUCTION 1 1 2 1 3 1 4 1 6 1 6 SUB -CONSULTANT SEAL IBI GROUP CLIENT CITY OF TUN/ILA B•"�v`1� 'sy�y _r`+`- -'.' ' N G¢ I -, ^i ` 'O' •6 . .. A- :4. PROJECT 7111E TRANSIT CENTER SHEET TITLE SB SITE PLAN MIDDLE 3031 REGISTERED _ ARCHITECT IBI GROUP 801 Second Avenue - Sults 1400 Seattle WA 981041578 USA b1 206.521.9091 COPYRIGHT: J .nru vareue,A..�•Mao *Ps rI.bo* q,yOi��„�,a.aMN.na MINI ,. lya. �pa.> cm. *am Calincba NMI .oa�.a.rMa.....a..�..rm�a e�Gm. .1115e irbmea el e., .W e. c®Iwow '>.eP^.. w. wea.aN+an.aneeon. COP`'R1PIT019111M GROUP PROJECT NO: 24735.3 SHEET NUMBER AS 102 REV: ARK MILLETTt S1ATE OE WASHINCION DRAWN BY: B. SCHANS fax 206.521.9095 - - - : L. MANGIN NO. DATE APPR DESCRIPTION SCALE: 1re'. 1'-0' SCALE. REVISIONS DATE: 2012-06-22 D c B A SUB -CONSULTANT TCE, LIMIT OF WORK ESMT 10 CONC CURB (5) TO REMAIN SEE CIVIL DWCS 36" MIN PARKING OVERHANG, TYP SEE LANDSCAPE DWCS • • CANOPY COL (E) TO REMAIN CA NOPY ABOVEIN (E) TO REMA J 20'-0- UTILITY VAULT (E) TO REMAIN ; / PEDESTRIAN LIGHTING, T(P 1--� MALL SIDEWALK (5) / • I TO REMAM T •_ PLANTING STRIP (E)' / / TO REMAIN i' /• /ter PEDESTRIAN LIGHTING (E) . TO REMAIN L ) BOLLARD (E) TO BE REMOVED SEE CIVIL DWCS _.. E %1 6 WIVE IrE 111M1l! IJ C • , AP 4 I I -FI r CA v. n nn BACK OF CURB R/W —\ AS104 AS103 • — TE M S 11/1 =Oa /T. MPH _ !ID I I _ GENERAL NOTES: 1. ALL WORK IS NEW UNLESS OTHERWISE NOTED 2. ALL DIMENSIONS ARE TO c COLUMNS OR F 0 CONC. UNLESS OTHERWISE NOTED. 3. INTERSECTION OF COLUMN GRID WITH c OF SHELTER COLUMN PER 5/AD502 4. SURVEY DRAWINGS HAVE BEEN USED AS BACKGROUNDS TO SHOW THE LATEST INFORMATION AVAILABLE. THE CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS & CONDITIONS, PRIOR TO DEMOLITON AND CONSTRUCTION OF THE NEW IMPROVEMENTS. 5 SEE SHEET 61003 FOR LIST OF ABBREVIATIONS. S,'MBOLS, & PLAN LEGEND. ELEC CAB (E) TO REMAIN SIGNAL POLE (E) TO REMAIN MALL SIGNAGE (E) TO REMAIN, PROTECT IN PLACE r, ro F— TCE, LIMIT OF WORK I i1 I I —�� SIDEWALv. (E) TO BE REMOVED L SEE CIVIL DWCS +. I I EPHONE NHOLE (E) JUNCTION BOX (N) ELEC OWGS, IYP L 'f— SIDEWALK (5) 1 TO BE REMOVED SEE CIVIL DWGS I I I' ) RAPIDPIDE BLADE MARKER, TYP SUPPLIED & WSTALLED BY K.CM 24" TACTILE WARNING EDGE ELEC CAB AND CONCRETE VAU 1 (5) CABINETS TO BE RELOCATED SEE 1/AE101 CURB (E) TO BE REMOVED SEE CIVIL DWCS ANDOVER PARK WEST AJ I U2 A5 I U.5 0 COPYRIGHT: any ewmcau,en aunraloal a..a .Ira WM.epapawmsanal Paw OMR Prr a.p.. ___ m=ane mann Roan =, r e.ep Shon=.+e. to Ea Glop brawl:nal Wu. poam.se Ran GROUP l. 2 IBI GROUP UTILITr VAULT (E) TO REMAIN 1& GROUP 801 Second Avenue - Sidle 1400 Seattle WA 98104 1578 USA tel 206 521 9091 fax 206521 9095 SIGNAL POLE (5) TO REMAIN MIXED SIZE PATTERN OF EXPANSION JOINTS AND SCORE JOINTS SEE CIVIL DWGS ROADWAY , ESMT TCE, LIMIT OF WORK REVIEWED FOR CODE COMPLIANCE APPROVED DEC 1 1 2012 City of Tukwila BUILDING DIVISION CURB (N) SEE CIVIL DWCS CURB (6) TO BE REMOVED SEE CIVIL DWCS 19+00 SOUTHBOUND STOP SITE PLAN - CORNER 1/8••=t 1-0- 3 4 Cl !ENI CITY OF TUKWILA 0 1' 2' 5 PROJECT TITLE D C B RECEIVED CITY OF TUKWILA NOV 1 6 2012 - PERMIT CENTER MATCHLINE PERMIT SET - NOT FOR CONSTRUCTION TUKWILA URBAN CENTER TRANSIT CENTER PROJECT; ANDOVER PARK WEST STREET & WATER IMPROVEMENT PROJECT 6 SHEET TITLE SB SITE PLAN CORNER A PROJECT 00. 96010402; 98810404 DRAWN BY. B SCHANS CHKU BY: M. MILLETT SCALE. 1/8' =1%0" DATE. 2012-11-15 SHEET NUMBER AS103 SHEET: 59 01X D C B A AS103 �AS104 2 ANDOVER PARK WEST ESMT TCE, LIMIT OF WORK REVIEWED FOR CODE PPR VED A DEC 112012 unla CiOINGONIS►ON Bulgy 1I I I L R/W 3 —t - GENERAL NOTES: 1. ALL WORK IS NEW UNLESS OTHERWISE NOTED. 2 ALL DIMENSIONS ARE TO t COLUMNS OR F.O. CONC. UNLESS OTHERWISE NOTED. 3 INTERSECTION OF COLUMN GRID WITH t OF SHELTER COLUMN PER 5/AD503. 4 SURVEY DRAWINGS HAVE BEEN USED AS BACKGROUNDS TO SHOW THE LATEST INFORMATION AVAILABLE. THE CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS & CONDITIONS, PRIOR TO DEMOUTION AND CONSTRUCTION OF THE NEW IMPROVEMENTS. 5 SEE SHEET 01003 FOR LIST OF ABBREVIATIONS, SYMBOLS, & PLAN LEGEND. �AS1007 4 AS1 2 SITE LIGHTING (E) TO REMAIN TCE, LIMIT OF WORK ESMT II II II III 11; 1, CURB (N) SEE CIVIL DWGS CURB (E) TO BE REMOVED SEE CIVIL DWGS SIGNAL POLE (E) TO REMAIN SIDEWALK (E) TO BE REMOVED SEE CIVIL DWGS PEDESTRIAN UGHTING TYP LI JUNCTION BOX (N) SEE ELEC DWGS, TYP --e 1 I 001 , 8 e R/W i 1 ?a, BACK OF CURB 12'-0 BAKER BLVD. 4 111111111111.11117. o 19-i-Oer ROADWAY t J BACK OF CURB SIGNAL POLE (E) TO REMAIN r '1 \ ev / AN L) PAVEMENT JOINT ALIGN NEWWSIDEWALK W/ EDGE OF CONC I t END OF NEW SIDEWALK SEE CIVIL DWGS 0 5 6 CURB (N) SEE CIVIL DWGS CURB (E) TO BE REMOVED SEE CIVIL DWGS 0' 14'-0" I I I I i POLE MTD ART I OWNER PROVIDED �_ CONTRACTOR INSTALLED I I II PEDESTRIAN LIGHTING TYP i I 1 1 NORTHBOUND STOP SITE PLAN - CORNER 1/8" = 1•-0" 3 1 4 R/W (i I I` I , I80 R/W :Lit ,2'-0�i GRANITE BOULDERS PLANTING 'BED iCOJ OUT 12'-0--j ;• ...... MEM ..M.. .. .. MIME .■.M■. • 1 `J 120'� --� BACK OF CURB °o O .gdPo tl TREE PIT SET IN EXISTING PAVING PATTERN SEE LANDSCAPE DWGS MATCHLINE 0 1' 2' 5 8 —0" \� CO ESMT TREE PIT SET IN EXISTING — PAVING PATTERN SEE LANDSCAPE DWGS TCE, LIMIT OF WORK 4'X4' PLAZA PAVING (E) TO REMAIN EXCEPT WHERE CALLED OUT FOR LANDSCAPE PEDESTRIAN BOLLARDS (E) TO REMAIN, TYP (6) PLANTERS AND CONC BASE (E) \ TO BE REMOVED. TYP (14) I \ PLANTING BED CUTOUTS AND BOULDERS TO BE LOCATED WITHIN (E) PAVING PATTERN, TYP AS104dAS105.� RECtivti.).. CITY OF TUKV ILA JUL 16 2012 PERMIT CENTER PERMIT SET NOT FOR CONSTRUCTION 6 D C B A SUB -CONSULTANT COPYRIGHT: P.P.. crow Oartuack. rwt,n1 to eln2len• awn on Ow Pamr. etr el**. ateloftli t ela.ebiPP,+iWon Peafe ✓r bbt� COPIRIOM 0 All 1111 GROW SEAL 3037 1 REGISTERED ARCHITECT 41 ARK MILLET STATE OF WASHINGTON IBI GROUP I8I GROUP 801 Second Avenue - Suite 1400 Seattle WA 98104 1576 USA tel 206.521.9091 Tu 208.521.9095 GATE APPR DESCRIPTION REVISIONS WENT CITY OF TUKWILA .9.0‘.-17-...Z74,,,.15+r 3%\ ; ) --I 1908 Kc,'," PROJECT TITLE TRANSIT CENTER SHEET TITLE NB SITE PLAN CORNER PROJECT NO: 24735.3 DRAWN BY: B. SCHANS CHKD BY: L. MANGIN SCALE: 1/8- DATE: /8 DATE: 2012-06-22 SHEET NUMBER AS 104 REV. 1 1 2 I 3 1 4 1 5 1 6 ` ) ,FAIFRAI Nf1TFS;,,, 2. ALL DIMENSIONS ARE ATO c COLUMNS OR F.O. CONC. - UNLESS OTHERWISE NOTED. ROADWAY ( 0+00 21+ 00 3. INTERSECTION OF COLUMN GRID WITH c OF SHELTER rCOLUMN PER 5/A0503. t - --�- I --./,-----,N+ 3URVE-BRAW1MSS tl. Vt BEEN-.UCEO AE BACKGROUNDS— ,,...,:,,o) TO SHOW THE LATEST INFORMATION AVAILABLE. THE D D ID _ OF THE NEW IMPROVEMENTS.• z 5. SEE SHEET G1003 FOR UST OF ABBREVIATIONS, SYMBOLS, & PLAN LEGEND. ANDOVER' PARK WEST U 1- _ — BUS APRON (N), TRASH RECEPTACLE, CURB (6) LTJ Z 0 I— Q — ii — --03 WALL (E) RAPIDRIDE TECH PYLON CANOPY (N) SEE CIVIL DWGS, TYP TO BE REMOVED PORTION TO BE REMOVED SUPPLIED & INSTALLED BY KCM EDGE ABOVE, TYP TYP SEE CIVIL OWLS SEE CIVIL DINGS POLE MTD EMERGENCY ROUTE MARKER TRANSIT BAY d1 CALL BOX SUPPLIED & INSTALLED BY KCM STREET UGH (E) POLE MTD EMERGENCY CURB (N) TO BE REMOVED CALL BOX, TYP. — 24' TACTILE SIDEWALK (E) SEE CIVIL WARNING EDGE TO BE REMOVED OWLS II SEE CIVIL DINGS Ark N ‘,7`.- - RAPIDRIDE BLADE MARKER TYP gggg R/W SUPPLIED & INSTALLED BY KCM E - BACK OF CURB - C __- ..... .. .. _ ......._ .... ___ _. .. .. /_-_ / 1 JUNCTION BOX N \ SEE ELEC DINGS TYP g g BACK OF CURB - - _ _ _ o0 00 °e. o°° o° o o o 0 a o 0 0001 To oo>o°o oo°>°°o ':"°° a ,. ,. .. °o'�^°o 0 ,. ,. 'o 0°= 'i. ;o2 o Grog >°o o o° °o _ o oe >.0. .;t °a�ea.o°;°o ° o°or.00y�o oa oo. aago;og.g=ooe C "ID LI _16,7 PCC E)' _ _ 1.._. — o ; DID \ _ _ _ _ ml 1:b1 Ie® - lilt (. I. 1 .- .16' PCC t:gilt: I Z 2 ®L��IIr■ 16 PCC; O��tit�ttl�� oV1\tt/�tlttit�tt�� � 16' PCC 1 I �' GAP 4 �9 - �� 1 ;� tttltR I AP 4 i[�71�11®It■ iie151111 Imo® ■ o CAP 4 + 11 Il a — 1E11 N I !�t��t�1�,� > tt Ilttittt�ttttttt� .: 1 (- IE3c1 ..1..�Od31c= •E _EI -¢ =_�L 11•-i._ 1._EI m 4F1 k� I(=E1 = - L' ® It+al 911 I I .-1b 1 I�Ic-4:= IE8:1 - — I � .1 I ,r 11 it RELOCATE 1 — ESMT 1 PROPERTY LIGHT (E) i 9' -II 0- 1 36' MIN LANDSCAPE CABLE 7%,„." L PARKING OVERHANG, TYP L L I�L I FENCE, TYP > ! SEE LLANDSCAPE DWGS II i iI 11111 tI — 8 -0 22'-0- 18'-0- 22'-0- 19'-0' 20'-0- 19•-0" 22•-O' 18'-0' 22'-0" )i Br 1 jam\ -' �, \`,' 1 ® 7 © IV n 5 I 4 1 3 1 2 l 1L - TCE, LIMIT OF WORK 1 — AS104 (1/ `AS105 \\ ' NORTHBOUND STOP SITE PLAN -MIDDLE REVIEWED FOR CODE COMPLIANCE APPROVED AS105 AS106 — 0 e A DEC 1 1 2012 City of Tukwila BUILDING DIVISION RECENEU CITY OF TUKWILA A JUL 1 t 2012 © PERMIT CENTER °1 2' PERMIT SET NOT FOR CONSTRUCTION 1 2 1 3 I 4 1 5 1 6 1 SUB -CONSULTANT SEAL 181 GROUP CLIENT CITY OF TUKWILA ww61�� t, �. J� `f`-uu-,,..�_.,1' T� , F .\s� y0, -1 \Inj 0 Q ii-J*y ` �T . -1'^ icy: `O, N \ LSM^ �_ '`�-+>+%�6txs �. i.'..� • Ig 0$ �'Y' PROJECT TITLE TRANSIT CENTER SHEET TITLE NB SITE PLAN MIDDLE 3037 IREGISTERED ARCHITECT IBI GROUP 801 Second Avenue - Suite 1400 Seattle WA 98104 1576 USA lel 206.521.9091 COPYRIGHT: '1ijipa... Nr.^r wp�...n., mama try UN m.. Y ertua.n. Wm.. e...iv.... N. p.m** we, ad a...n�.. c..e.n>. «nr..Wr.e s mow* IvY. .�m....wm.a al OON. M. ...mod P.n,.t.ml. a. swne..e We Nom en nu .... 3......a. wr..... erawy�ti .alible... CW.RICN1 0 m„ IN GROIA PROJECT NO: 24735.3 SHEET NUMBER AS105 REV: ���� ARK MILLETTI STATE OF WASHINGTON DRAWN BY: B. SCHANS fu 208.521.9095 _ _ CHK9 BY: LMANGIN NO. DATE APPR DESCRIPTION SCALE: 1/8&= 1..G• REVISIONS DATE: 201206.22 D C B A 2 n 4 3 ROADWAY c 22+00 in ANDOVER PARK WEST CURB (E) TO BE REMOVED SEE CIVIL DWCS • CURB (N) SEE CIVIL DWCS CANOPY (9) EDGE ABOVE, TYP TRASH RECEPTACLE, TYP PEDESTRIAN LIGHTING. TYP ROUTE MARKER TRANSIT BAY /2 SUPPLIED & INSTALLED BY KCM 4..�►wwwwwwwr__Mw - ar 4 SIDEWALK (E) TO BE REMOVED SEE CIVIL DWGS TRANSIT CENTER MARKER PER 1/A0507 OF CURB R/W BACK OF CURE 24' TACTILE WARNING EDGE T 5 (E) DRIVE WAY AND CURB CUT TO 8E REMOVED SEE CML DWCS DRIVE WAY AND CURB CUT (N) SEE CIVIL DWCS / / // 1 AS105 AS106 CI 2 LANDSCAPE CABLE FENCE, TYP PLAT LINE -= 3 1i! � ESMT TCE, LIMIT I OF WORK NORTHBOUND STOP SITE PLAN - END Ire•=1'-0' 4 Ij P 0 2' _R/W 6 GENERAL NOTES: 1. ALL WORK IS NEW UNLESS OTHERWISE NOTED. 2. ALL DIMENSIONS ARE TO c COLUMNS OR F.O. CONC. UNLESS OTHERWISE NOTED. 3. INTERSECTION OF COLUMN GRID WITH L OF SHELTER COLUMN PER 5/AD503. 4. SURVEY DRAWINGS HAVE BEEN USED AS BACKGROUNDS TO SHOW THE LATEST INFORMATION AVAILABLE. THE CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS & CONDITIONS, PRIOR TO DEMOUTION AND CONSTRUCTION OF THE NEW IMPROVEMENTS. 5. SEE SHEET G1003 FOR UST OF ABBREVIATIONS. SYMBOLS. & PLAN LEGEND. REVIEWED FOR CODE COMPLIANCE APPROVED DEC 1 1 2012 City of Tukwila BUILDING DIVISION RECtrvbu CITY OF TUKWILA JUL 16 2012 PERMIT CENTER PERMIT SET NOT FOR CONSTRUCTION 5 6 SU9.CONSLRTANI COPYRIGHT: Any veA.ee oa`eeim, a w wwa serer, suftartoe a sear.aeMNe.,,ar®,arNr Poe.e env ear awns.. cae.ere ew.rq nab nspenial• for el dirransbm Gia. OM De inkmal al my � m*. = lei Oro.. aep,.r ee,.n�s=.v,m wNrw topmost a 2011 al GROUP IBI GROUP 1131 GROUP 801 Second Avenue - Suite 1400 Seattle WA 98104 1576 USA WI 208.521.9091 fax 206.521.9095 NO. DATE APPR DESCRIPTION REVISIONS CLIENT CITY OF TUKWILA PROJECT 071.E TRANSIT CENTER SHEET TITLE NB SITE PLAN END PROJECT NO: 24735.3 DRAWN BY: B. SCHANS CH/CD BY: L. MANGIN SCALE: 1/8' = 1'-0' DATE: 2012-06-22 SHEET NUMBER REV: AS 106 ---- D B A 2 TCE, LIMIT OF WORK ESMT AS104 AS107 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 11 2012 City of Tukwila BUILDING DIVISION SITE LIGHTING (E) TO REMAIN SITE UGHTINC (E) TO REMAIN 0 Th 0 I TCE, LIMIT OF WORK —I L BACK OF CURB 2 ESMT 3 ■M i 111 11.11®Eril N11111111 e.1�11. 11� ill ■11eelN 11I 1 @III111®1g ■si I 1 MU i 11a mum eels®Ccs MEI I ; FA 1!lII ! 1 1 soma e19e1# mum eeleel ■■leer @m IAF 1-01111N111181 9111111 d111111118 11111111g 11 1g mill111181 eeleei eeraETKI ■ela , O s 111126.1:e �■1®til ■e1ee1 111111 =1118 reel 1 1111111111110. 1111111111111111 11,-0- c 12.-0' R/W TREE PIT. TYP SEE LANDSCAPE DWCS SIDEWALK (E) TO BE REMOVED SEE CIVIL DWGS PEDESTRIAN UGHTING, TYP 0 24 TACTILE IN WARNING EDGE n CURB (E) TO REMAIN ROUTE MARKER SUPPLIED & INSTALLED BY KCM 0 BACK OF CURB SIDEWALK (E) TO REMAIN ROADWAY c 3 CO LTJ m 4 I 4 R/W 11 F II II II 1 5 MATCHLINE 0 1' 2' 5 6 GENERAL NOTES: 1. ALL WORK IS NEW UNLESS OTHERWISE NOTED. 2. ALL DIMENSIONS ARE TOL COLUMNS OR F.O. CONC. UNLESS OTHERWISE NOTED. 3. INTERSECTION OF COLUMN GRID WITH L OF SHELTER COLUMN PER 5/A0503. 4. SURVEY DRAWINGS HAVE BEEN USED AS BACKGROUNDS TO SHOW THE LATEST INFORMATION AVAILABLE. THE CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS & CONDITIONS. PRIOR TO DEMOLITION AND CONSTRUCTION OF THE NEW IMPROVEMENTS. 5. SEE SHEET C1003 FOR LIST OF ABBREVIATIONS, SYMBOLS. & PLAN LEGEND. D C B RECtiVEu CITY OF TUKWILA JUL 16 2012 PERMIT CENTER A PERMIT SET NOT FOR CONSTRUCTION 6 SUB -CONSULTANT COPYRIGHT: wn mpre.alteawp . r., by MI O *4b .e w ahronran conowsaow oina`w 4.4..11 et my e.b,.w a,.. no en CO/MILitio 2011 wGROUP SEAL 3037 'REGISTERED ARCHITECT ARK MILLI STATE OF WASHINGTON IBI GROUP IBI GROUP 801 Second Avenue - Suits 1400 Seattle WA 98104 1578 USA Dal 206.521.9091 fax 208.521.9095 NO. DATE /PPR DESCRIPTION REVISIONS CLIENT CITY OF TUKWILA Fp • i 2Y :, imp /906 .F PROJECT TITLE TRANSIT CENTER SHEET TITLE BAKER SITE PLAN END PROJECT NO: 24735.3 DRAWN BY: B. SCHANS CHKTI BY: L. MANGIN SCALE: 118' = 1.-0• DATE: 2012-06-22 SHEET NUMBER AS 107 REV: D C B A TCE, LIMIT OF WORK 2 ESMT FACE OF CURB (E) TO REMAIN SEE CIVIL DWCS 7 3 7 VAULT ACCESS '\ HATCH, I(P \ VAULT IID, TYP \� 4 5 CANOP, COL (E) TO REMAIN • PROTECT IN PLACE �+ CANOPY ABOVE (E) TO REMAIN PROTECT IN PLACE CABLE FENCE POST, TYP SEE 3/AD506 . LINE OF WORK NG CLEARANCES AROUND ELEC CABINET, YP CABLE FENCE MID P051, TYP SEE 4/80506 P4 RM IITE OU DE PEDESTRIAN LIGHTING, TYP SEE AS103 FOR LAYOUT SCORE RANITE BOULDE 2 12'-0" Pt 1 AE101 3 8'-10" 10'-6" SOUTHBOUND CORNER PLAZA PLAN 1/4" = 1.-0" 4 4'76, �`0.: 111111111111111.1111 BOLLARD (E) TO BE REMOVED -SEE CIVIL DwGS t .. UTILITY VAULT (E) TO REMAIN MALL SIDEWALK (E) TO REMAIN PLANTING STRIP (E) TO REMAIN PEDESTRIAN LIGHTING (0) TO REMAIN PROTECT IN PLACE TCE, LIMIT OF WORK ESMT STAMPED CONCRETE. TYP (E) PAVEMENT, ALIGN NEW SIDEWALK W/ EDGE OF CONC END OF NEW SIDEWALK SEE CIVIL DWGS 0 4' 8' 5 GENER 1. ALL 2 ALL D UNLE 3 INTER COLU 4 SUR TO SH CONT COND OF T 5 SEE & PL NOTE: 1 SEE PCC NOTES: 18 R Pt Pt Pt 6 RK 15 NEW UNLESS OTHERWISE NOTED. ENSIONS ARE TO t COLUMNS OR F.O. CONC. OTHERWISE NOTED. CTION OF COLUMN GRID WITH t OF SHELTER PER 5/AD502. DRAWINGS HAVE BEEN USED AS BACKGROUNDS W THE LATEST INFORMATION AVAILABLE. THE CTOR SHALL VERIFY ALL EXISTING DIMENSIONS & IONS, PRIOR TO DEMOLITION AND CONSTRUCTION NEW IMPROVEMENTS. EET G1003 FOR LIST OF ABBREVIATIONS, SYMBOLS, LEGEND. EET AE201 FOR PLANTER WALL SCORING AND AP LAYOUT C REVIEWED FOR CODE COMPLIANCE APPROVED DEC 1 1 2012 City of Tukwila BUILDING DIVISION B RECEIVED CITY OF TUKWILA NOV 1 6 2012 A PERMIT CENTER PERMIT SET - NOT FOR CONSTRUCTION 6 SUS -CONSULTANT SEAL COPYRIGHT: suNem ev,v 01o1Mon sn rump awen waral ml Grey bmaw.wwnJr.reW ww Mr. cm• sub dm*. Cotraciors velry an" to r ▪ y...alms rmllvsm pe IN Na. ▪ �elvM..�r�s w svv m SI Oro. br mus vv� Shop v~111 m,Imnm� Cavrern 0 2012. aeWn IBI GROUP 031 GROUP 801 Second Avenue - Sidle 1400 Seattle WA 98104 1576 USA WI 208 521,9091 (u 206,521,9095 Cl IENT CITY OF TUKWILA PROJECT TITLE TUKWILA URBAN CENTER TRANSIT CENTER PROJECT; ANDOVER PARK WEST STREET & WATER IMPROVEMENT PROJECT SHEET TITLE SB CORNER PLAZA PLAN PROJECT N0: 96010402; 98810404 DRAWN 9Y: 9. SCHANS CHKD BY: M. MILLET. SCALE: 1/4- = 1'-0" DATE: 2012-11-15 SHEET NUMBER AE101 SKEET: 64 OF 1 D i 0 C 2 19 -0 TYP LANDSCAPE AREA SEE LANDSCAPE DWGS — 3 TYP TYP 22 -0 TYP TYP TYP 4 TYP TYP 5 ESMT CURB (E) TO REMAIN SEE CIVIL DWGS BACK OF CURB B SCORE PATTERN A 0 BACK OF CURB TRASH RECEPTACLE. TYP EMERGENCY CALL 80X MOUNTED TO PEDESTRIAN UGH TING. TYP RAPIDRIDE TECH PYLON SUPPLIED & INSTALLED BY KCM ONLY AT TRANSIT BAY #1 1 SOUTHBOUND TYPICAL SHELTER PLAN, TYP DIMENSIONS AE102 1/4" = 1'-0" CANOPY EDGE ABOVE. TVP 5'x8' ADA REQUIRED -- CLEARANCE AREA --- FOR BUS LOADING, TYP EO EO TYP TYP EO TVP E0 TYP 8'-0 TYP — ROUTE MARKER. TYP SUPPUED & INSTALLED _ _ BY KCM SEE ARCH SITE PLAN FOR LOCATION PEDESTRIAN LIGH TING. TYP 24" TACTILE WARNING EDGE, TYP 0 BACK OF CURB RAPIDRIDE BLADE MARKER, TYP SUPPLIED & INSTALLED BY KCM ONLY AT TRANSIT BAY I1 BACK OF CURB 0 O 0 00_�00�00 0 O 00 • �oO ' 0iJ" 00 0010.0.,00.4_ O Oy0 _D n 0_O O. 0: n n O 0 0 0 n•n OQO000O�O�O 0000000000000 n n n r n n O 0 000 n -n- n v0v 0 0.0 ODo. n0 On0 O O 0.0:00- o:0. 0 00n01 L WINDSCREEN TS FRAME. TYP WINDSCREEN KCM GLASS PANELS. TYP INDIVIDUAL 0 CURB (E) TO REMAIN SEE CIVIL DWGS ESMT SEATING. TVP wk f'\ 1 0 48" PCC CAP 2, TYP 24" PCC CAP 1, TYP 48", PCC, ,CAP 2, TYP 24"PCC CAP 1, TYP 1 J CABLE FENCE MID POST, TYP SEE 4/AD506 CABLE FENCE POST, TVP SEE 3/A0506 CANOPY COLUMN. TYP SEE STRUCT OWLS 2 3'74' ADA REQUIRED CLEARANCE AREA FOR WHEELCHAIR. TYP NORTHBOUND TYPICAL SHELTER PLAN, TYP NOTATION 3 4 OI 16" PCC CAP 4, TVP 48" PCC CAP 3, TYP 24" PCC CAP 4, TYP C LANDSCAPE AREA "1 SEE LANDSCAPE DWGS CD LANDSCAPE CABLE FENCE, TYP 6 GENERAL NOTES: 1. ALL WORK IS NEW UNLESS OTHERWISE NOTED. 2. ALL DIMENSIONS ARE TO t COLUMNS OR F.O. CONC. UNLESS OTHERWISE NOTED. 3. INTERSECTION OF COLUMN GRID WITH 1OF SHELTER COLUMN PER 5/AD503. 4. SURVEY DRAWINGS HAVE BEEN USED AS BACKGROUNDS TO SHOW THE LATEST INFORMATION AVAILABLE. THE CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS & CONDITIONS. PRIOR TO DEMOLITION AND CONSTRUCTION OF THE NEW IMPROVEMENTS. 5. SEE SHEET G1003 FOR LIST OF ABBREVIATIONS. SYMBOLS. & PLAN LEGEND. NOTE: 1. SEE SHEETS AE103 ROOF PLAN & AE104 REFLECTED CEILING PLAN. 2. SEE SHEET AE202 FOR TYPICAL PLANTER WALL SCORING AND PCC CAP LAYOUT REVIEWED FOR CODE COMPLIANCE APPROVED DEC 1 1 2012 City of Tukwila BUILDING DIVISION RECtivtU CITY OF TUKWILA JUL 16 2012 PERMIT CENTER D G B 36" MIN PARKING OVERHANG, TYP A SEE LANDSCAPE DWGS 0 4' 8' PERMIT SET NOT FOR CONSTRUCTION 5 6 SUB -CONSULTANT COPYRIGHT: •v • au•,a•, •' •n ww. An: w. pwstwanow 0701•1 Ann*. Gannarn vaWy NW W. Gnaw WO a COT'eCn70 mit OI GROW. SEAL 3037 REGISTERED ARCHITECT ARK MILLETT` STA AE OF WASHINGTON IBI GROUP 181 GROUP 801 Second Avenue - Sults 1400 Seattle WA 98104 1576 USA MI 206.521.9091 fax 208.521.9095 010. 041E APPR OESCRIPTION REVISIONS CLIENT CITY OF TUKWILA x 1"' `5 S --r' ', 2 PROJECT TILE TRANSIT CENTER SHEET TITLE TYPICAL SHELTER PLANS PROJECT NO 24735.3 DRAWN BY: B. SCHANS CHK'D BY: L. MANGIN SCALE: 1/4'" 1'4Y DATE: 2012-06-22 SHEET NUMBER AE 102 REV: iiJ � (\ ) 18'-0" TYP 20'-0" TYP 16'-0" TYP IIlirie..,.11.j,\116'-0" 8'-0" 5'-0" 5'-0" 8'-0" 5'-0" \ / / TYP TYP TYP I\ TYP TYP TYP I. T y T 24" PCC CAP 1. TYP - 48" PCC CAP 2, TYP I� Y _ E'� -i1 , •��_: I` [j m 24" PCC CAP ,TYP 4B" PCC CAP 2, TYP nn` ■p _ •�RE _-11—: Mil a - II I -� �. 41 �®1 -... ®®' 1:1 ■�� Ira 1:1' _ - a I - . — 24" PCC CAP 4, TY? �y�II '1-1/..7'-0" I JJ L -3•-0" 2'-6 2'-6"' 2'-6" III/ II I LI I L:... 0 2,-6" 3,-0"_) 7-0" 2'-0" 5'-0" I I 4-0" 48" PCC TYP TYP TYP TYP TYP TYP TYP ®-� TYP ® TYP TYP :.. um TYP II CAP 3, TYP 16" PCC. .. ^ - t t t t I t t t t 'I ... W CAP 4, TYP .. 1 .. .. ._ ._... 4'-O" TYP ,.+1 +'$kl V U V -0-0 V -o V V 000DOO "0 000 V 0;Q00'0� J V DO-0 U 0 0000 0000- V U ooo V J V DOO[ DO V 0 O O + 0 U u O9 u 9 v t) O_O__O (D- I o -u 0000 ;0. -14-0Y O. O V o O ov Yo —Qto•—O_oo-tOoO.O o v •t)_ O o -u O 90 o- 1 0e0v C (J —u o—oJ o00 J I00 BACK OF CURB B SCORE PATTERN A 0 BACK OF CURB TRASH RECEPTACLE. TYP EMERGENCY CALL 80X MOUNTED TO PEDESTRIAN UGH TING. TYP RAPIDRIDE TECH PYLON SUPPLIED & INSTALLED BY KCM ONLY AT TRANSIT BAY #1 1 SOUTHBOUND TYPICAL SHELTER PLAN, TYP DIMENSIONS AE102 1/4" = 1'-0" CANOPY EDGE ABOVE. TVP 5'x8' ADA REQUIRED -- CLEARANCE AREA --- FOR BUS LOADING, TYP EO EO TYP TYP EO TVP E0 TYP 8'-0 TYP — ROUTE MARKER. TYP SUPPUED & INSTALLED _ _ BY KCM SEE ARCH SITE PLAN FOR LOCATION PEDESTRIAN LIGH TING. TYP 24" TACTILE WARNING EDGE, TYP 0 BACK OF CURB RAPIDRIDE BLADE MARKER, TYP SUPPLIED & INSTALLED BY KCM ONLY AT TRANSIT BAY I1 BACK OF CURB 0 O 0 00_�00�00 0 O 00 • �oO ' 0iJ" 00 0010.0.,00.4_ O Oy0 _D n 0_O O. 0: n n O 0 0 0 n•n OQO000O�O�O 0000000000000 n n n r n n O 0 000 n -n- n v0v 0 0.0 ODo. n0 On0 O O 0.0:00- o:0. 0 00n01 L WINDSCREEN TS FRAME. TYP WINDSCREEN KCM GLASS PANELS. TYP INDIVIDUAL 0 CURB (E) TO REMAIN SEE CIVIL DWGS ESMT SEATING. TVP wk f'\ 1 0 48" PCC CAP 2, TYP 24" PCC CAP 1, TYP 48", PCC, ,CAP 2, TYP 24"PCC CAP 1, TYP 1 J CABLE FENCE MID POST, TYP SEE 4/AD506 CABLE FENCE POST, TVP SEE 3/A0506 CANOPY COLUMN. TYP SEE STRUCT OWLS 2 3'74' ADA REQUIRED CLEARANCE AREA FOR WHEELCHAIR. TYP NORTHBOUND TYPICAL SHELTER PLAN, TYP NOTATION 3 4 OI 16" PCC CAP 4, TVP 48" PCC CAP 3, TYP 24" PCC CAP 4, TYP C LANDSCAPE AREA "1 SEE LANDSCAPE DWGS CD LANDSCAPE CABLE FENCE, TYP 6 GENERAL NOTES: 1. ALL WORK IS NEW UNLESS OTHERWISE NOTED. 2. ALL DIMENSIONS ARE TO t COLUMNS OR F.O. CONC. UNLESS OTHERWISE NOTED. 3. INTERSECTION OF COLUMN GRID WITH 1OF SHELTER COLUMN PER 5/AD503. 4. SURVEY DRAWINGS HAVE BEEN USED AS BACKGROUNDS TO SHOW THE LATEST INFORMATION AVAILABLE. THE CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS & CONDITIONS. PRIOR TO DEMOLITION AND CONSTRUCTION OF THE NEW IMPROVEMENTS. 5. SEE SHEET G1003 FOR LIST OF ABBREVIATIONS. SYMBOLS. & PLAN LEGEND. NOTE: 1. SEE SHEETS AE103 ROOF PLAN & AE104 REFLECTED CEILING PLAN. 2. SEE SHEET AE202 FOR TYPICAL PLANTER WALL SCORING AND PCC CAP LAYOUT REVIEWED FOR CODE COMPLIANCE APPROVED DEC 1 1 2012 City of Tukwila BUILDING DIVISION RECtivtU CITY OF TUKWILA JUL 16 2012 PERMIT CENTER D G B 36" MIN PARKING OVERHANG, TYP A SEE LANDSCAPE DWGS 0 4' 8' PERMIT SET NOT FOR CONSTRUCTION 5 6 SUB -CONSULTANT COPYRIGHT: •v • au•,a•, •' •n ww. An: w. pwstwanow 0701•1 Ann*. Gannarn vaWy NW W. Gnaw WO a COT'eCn70 mit OI GROW. SEAL 3037 REGISTERED ARCHITECT ARK MILLETT` STA AE OF WASHINGTON IBI GROUP 181 GROUP 801 Second Avenue - Sults 1400 Seattle WA 98104 1576 USA MI 206.521.9091 fax 208.521.9095 010. 041E APPR OESCRIPTION REVISIONS CLIENT CITY OF TUKWILA x 1"' `5 S --r' ', 2 PROJECT TILE TRANSIT CENTER SHEET TITLE TYPICAL SHELTER PLANS PROJECT NO 24735.3 DRAWN BY: B. SCHANS CHK'D BY: L. MANGIN SCALE: 1/4'" 1'4Y DATE: 2012-06-22 SHEET NUMBER AE 102 REV: B A 1 GENERAL. NOTES: 1. ALL WORK IS NEW UNLESS OTHERWISE NOTED. 2. ALL DIMENSIONS ARE TO l COLUMNS OR F.O. CONC. UNLESS OTHERWISE NOTED. 3. INTERSECTION OF COLUMN GRID 60Th c. OF SHELTER COLUMN PER 5/AD502. 8" 2 0' -0" 16-8" DOWNSPOUT. 2 PER GUTTER, TYP CONTINUOUS SS CANOPY GUTTER, TYP 4" TYP c. CANOPY COLUMN, TYP SEE STRUCT DWGS STAY ROD. TYP SEE STRUCT DWGS SHELTER CANOPY. TYP TRANSLUCENT ROOF PANEL, TYP 23-4 1 AE103 TYPICAL SHELTER ROOF PLAN 1/4.=1.-o- CANOPY BEAM, TYP SEE STRUCT DWGS 2 3 4 0 4' 8' 5 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 1 1 2012 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 1 6 2012 PERMIT CENTER PERMIT SET - NOT FOR CONSTRUCTION 6 SUB -CONSULTANT COPYRIGHT: nprolrucem or MAW ler PASOO NV, tan a... 11316rom h ka* WM Malens NA Nen prc•Unce owe K.. Cwarsoors romulble IPA:1*m ora “PaPats Mitnnal wroNslom *ten tne Mats mra =rakes *nom on ar. gang. r WG,t.,.,s.4b.W.pre4111........ COPYRIGHT 2012 lel OPOUP 5041 IBI GROUP Ital GROUP 801 Second Avenue - Suite 1400 Seattle WA 98104 1576 USA HI 206.521.9091 fax 206.521.9095 CLIENT CITY OF TUKWILA ° t9G8 PROJECT TITLE TUKWILA URBAN CENTER TRANSIT CENTER PROJECT; ANDOVER PARK WEST STREET & WATER IMPROVEMENT PROJECT SHEET TITLE ROOF PLANS PROJECT NO: 96010402; 98810404 DRAWN BY: B. SCHANS CHK'D BY: M. MILLETT SCALE: 1/4' = 1,0" DATE: 2012-11-15 SHEET NUMBER SHEET: AE103 50( D C B A REVIEWED FOR CODE COMPLIANCE OPLIACE APPROVED DEC 11 2012 City of Tukwila BUILDING DIVISION GENERAL. NOTES: 1. ALL WORK IS NEW UNLESS OTHERWISE NOTED. 2. ALL DIMENSIONS ARE TO rL COLUMNS OR F.O. CONC. UNLESS OTHERWISE NOTED. 3. INTERSECTION OF COLUMN GRID WITH c, OF SHELTER COLUMN PER 5/A0502. CANOPY COLUMN, TYP SEE STRUCT DWGS STAY ROD, TYP SEE STRUCT DWGS Y— 16'-B / CONTINUOUS SS CANOPY GUTTER, TYP / DOWNSPOUT, 2 PER GUTTER, TYP I // WINDSCREEN MTD LIGHTING, SHOWN DASHED, TYP SEE ELEC DWGS CANOPY LIGHTING, TYP SEE ELEC DWGS 23' -4 - SHELTER CANOPY, TYP TRANSLUCENT ROOF PANEL, TYP CANOPY JOIST, TYP SEE STRUCT DWGS , AE104 TYPICAL SHELTER REFLECTED CEILING PLAN 1/4' = 1•-0• CANOPY BEAM, TYP SEE STRUCT DWGS 2 3 4 0 4' 8' 5 RECEIVED CITY OF TUKWILA D c B NOV 1 6 2012 A PERMIT CENTER PERMIT SET - NOT FOR CONSTRUCTION 6 SUB -CONSULTANT COPYRIGHT: wAmenzvanam mmba. ba.iybweacar fan Pr*. over a* arronsiona. CanInclirs MY,. Le M.N... al drnaslons and condtlera on Me 161 dm. thall be Homed of var.:cm from 0.rake• and cond.. Nom on the tits... Shop ay., OA la wlardtad , IN Ore=awe.4 babe becrsa.<'imvan COPYRIGHT 0 3012IN oeoOP SEAL IBI GROUP IBI GROUP 801 Second Avenue. Sults 1400 Seattle WA 98104 1578 USA tel 206.521.9091 fax 206,521.9095 CLIENT CITY OF TUKWILA PROJECT TRLE TUKWILA URBAN CENTER TRANSIT CENTER PROJECT; ANDOVER PARK WEST STREET & WATER IMPROVEMENT PROJECT SHEET TITLE REFLECTED CEILING PLANS PROJECT NO: 96010402: 98810404 DRAWN BY: B. SCHANS CHK'O BY: M. MILLETT SCALE: 1/4" = 1,0" DATE: 2012.11-15 SHEET NUMBER AE104 SHEET: 67 O IAF-' I LJI _j____ 1 4_, . I 1 1 2 1 _ AD502 _ 1 i WINDSCREEN MTD LIGHTING, SHOWN DASHED, TYP SEE ELEC DWGS CANOPY LIGHTING, TYP SEE ELEC DWGS 23' -4 - SHELTER CANOPY, TYP TRANSLUCENT ROOF PANEL, TYP CANOPY JOIST, TYP SEE STRUCT DWGS , AE104 TYPICAL SHELTER REFLECTED CEILING PLAN 1/4' = 1•-0• CANOPY BEAM, TYP SEE STRUCT DWGS 2 3 4 0 4' 8' 5 RECEIVED CITY OF TUKWILA D c B NOV 1 6 2012 A PERMIT CENTER PERMIT SET - NOT FOR CONSTRUCTION 6 SUB -CONSULTANT COPYRIGHT: wAmenzvanam mmba. ba.iybweacar fan Pr*. over a* arronsiona. CanInclirs MY,. Le M.N... al drnaslons and condtlera on Me 161 dm. thall be Homed of var.:cm from 0.rake• and cond.. Nom on the tits... Shop ay., OA la wlardtad , IN Ore=awe.4 babe becrsa.<'imvan COPYRIGHT 0 3012IN oeoOP SEAL IBI GROUP IBI GROUP 801 Second Avenue. Sults 1400 Seattle WA 98104 1578 USA tel 206.521.9091 fax 206,521.9095 CLIENT CITY OF TUKWILA PROJECT TRLE TUKWILA URBAN CENTER TRANSIT CENTER PROJECT; ANDOVER PARK WEST STREET & WATER IMPROVEMENT PROJECT SHEET TITLE REFLECTED CEILING PLANS PROJECT NO: 96010402: 98810404 DRAWN BY: B. SCHANS CHK'O BY: M. MILLETT SCALE: 1/4" = 1,0" DATE: 2012.11-15 SHEET NUMBER AE104 SHEET: 67 O SUS -CONSULTANT SEAL COPYRIGHT: Mr =..m nv.arM Group .,W�em.abts P ; .c -m4. rmww. .e core.. mp.mpan] Id anal0e. Nan en to Ur. Snap a tIngp eato asp b, Orcupt. Wen remosdrop WIN ...en C 3012 SI GROUP 3037 REGISTERED ARCHITECT ARK MILLETT` STATE OF WASHINGTON 2 CABLE FENCE POST BEYOND SEE 1/AD506 PEDESTRIAN LIGHTING EXISTING CANOPY TO REMAIN PROTECT IN PLACE CABLE FENCE POST, TYP SEE 1/AD506 LANDSCAPE CABLE FENCE, TYP SOUTHBOUND CORNER PLAZA FRONT ELEVATION EXISTING CANOPY TO REMAIN PROTECT IN PLACE 1/4• = 1'-0' RELOCATED = RELOCATED ELECTRICAL = ELECTRICAL CABINET CABINET CABLE FENCE POST. TYP SEE 1/A0506 — CABLE FENCE MID POST, TYP SEE 2/AD506 IBI GROUP IBI GROUP 801 Second Avenue - Supe 1400 Seattle WA 98104 1576 USA tel 206.521.9091 les 206.521.9095 SOUTHBOUND CORNER PLAZA BACK ELEVATION 114-= 3 4 CLIENT CITY OF TUKWILA 0 4' 8' 5 PROJECT TITLE PEDESTRIAN LIGHTING T.O. CABLE FENCE 3'-10' T.O. WALL A3. B3 2-4"v T.O. WALL A2� T.O. SI�WAK -0 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 1 1 2012 City of Tukwila BUILDING DIVISION T 0 CABLEFENCEza -10 3'.-10 v T.O. WALL A3 2-4-47J T.O. WALLA2i1_g3 T,O. aDco, RECEIVED 0 CITY OF TUKWILA D C B NOV 1 6 2012 A PERMIT CENTER PERMIT SET — NOT FOR CONSTRUCTION TUKWILA URBAN CENTER TRANSIT CENTER PROJECT; ANDOVER PARK WEST STREET & PROJECT NO: 96010402;98810404 6 SHEET TITLE SB CORNER PLAZA ELEVATIONS WATER IMPROVEMENT PROJECT D`�"'NB" CHK'D BV: B. SCHANS M. MILLETT SCALE: 1I4' = 1'.0' DATE: 2012-11-15 SHEET NUMBER AE201 SHEET: 68 OF M D c B A 1 PEDESTRIAN UGHTING, TYP LANDSCAPE CABLE FENCE, TYP RAPIDRIDE BLADE MARKER, TYP SUPPLIED & INSTALLED BY KCM ONLY AT TRANSIT BAY #1 16" PCC CAP 4 AT BOTH ENDS CAP 4-3-4-3 4 15' nCQ�UMN 15 -0" L014CANOPY 10 ROUTE MARKER, TYP SUPPLIED & INSTALLED BY KCM SEE ARCH SITE PLAN FOR LOCATION CAP-® 1-2-1-2-1-2 2 CANOPY LIGHTING, TYP SEE ELEC DWGS WINDSCREEN UP LIGHTING, TYP SEE ELEC DWGS TRANSLUCENT ROOF PANEL, TYP 3 TRASH RECEPTACLE, TYP SHOWN DASHED — 11 7 CAP 2-1-2-1-2 4 EMERGENCY CALL BOX WHERE SHOWN IN SITE PLAN RAPIDRIDE TECH PYLON SUPPUED & INSTALLED BY KCM ONLY AT TRANSIT BAY B1 WNDSCREEN TS FRAME, TYP WNDSCREEN GLASS PANELS PER KCM STANDARD, TYP 5 TYP i— TYP INDIVIDUAL SEATING, TYP CABLE FENCE POST, TYP SEE 1/A0506 CABLE FENCE MID POST, TYP SEE 2/AD506 - CAP -ED 2-1-2-1-2-1 r CC—� 6 D T.O. CO Y-0- IL' 15 -0 T.O. CANOPP 110 -0 16" PCC CAP 4 AT BOTH ENDS _AP 4-3-4-3-4 T.0. CABLE FENC 3'-10 s T.0. CAB] FENCE 3 -10 WALL 2 -4 TALL 1 _6 n TYP TYP FORM PANEL UNE, TYP r CAP FORM PANEL UNE, TYP CAP 1 TYP TYP FORM PANEL UNE, TYP TYPICAL SHELTER FRONT ELEVATION CAP =======I= 1 = = ===- !7 1/4-= 1'-0' TI . SIOEWAL� Vp -Cr 4.- _ 11 �1111111Lt �� 11 INN MIMI 1 FORM LINE, TYP SOUTHBOUND TYPICAL SHELTER BACK ELEVATION 2 1/4" = 1* -0" 3 r -1210 FORM PANEL LINE, TYP CAP 1 DOWNSPOUT, 2 PER GUTTER, TYP LOCATE TO ALIGN W/ WNDSCREEN SUPPORT TUBE CONTINUOUS SS CANOPY GUTTER, TYP L ERFA I,-= =I>====1 ; 4'-0" TYP FORM PANEL LINE, TYP 1 TYP TYP REVIEWED FOR CODE COMPLIANCE APPROVED DEC 1 1 2012 City of Tukwila BUILDING DIVISION 1 —7:1 n 0. P00 0 2 a c \0. SIDEWAU,< 0'-0' T.0_CUM � 1Y-0- -0 B T.O. CANOE 10 _p T.O. CABJ.E FENq 3 -10 _ T.O. WALA oft 2'-4 T.O. WALL 1'-6' UCH FORM PANEL LINE, TYP NORTHBOUND TYPICAL SHELTER BACK ELEVATION 1/4' = 1'-0' 4 0 4' B' 5 GRADE FA�1� ELEVATION VARirr4�(�' V EU T.O. SIDEWALK CITY OF TUKWILA JUL 16 2012 PERMIT CENTER PERMIT SET NOT FOR CONSTRUCTION 6 A SUB -CONSULTANT COPYRIGHT: w•r . ere.m naw.ro WI..a.n..w....s c..wo..a arwing.elan, NO pa *sew l e an.. a. -a ew,. Pea.a rpoe fteatn. 1,0mwa020,I aGAWP SEAL IBI GROUP 181 GROUP 801 Second Avenue - Sults 1400 Saa81a WA 98104 1578 USA 141 206.521.9091 fax 208.521.9095 NO. DATE APPR DESCRIPTION REVISIONS WENT CITY OF TUKWILA PROJECT TITLE TRANSIT CENTER SHEET TITLE TYPICAL SHELTER ELEVATIONS PROJECT NO: 24735.3 DRAWN BY: B. SCHANS CH/CD BY: L. MANGIN SCALE: 1/4' = 1%0' DATE: 2012-08-22 SHEET NUMBER AE202 9E0. 7 r C B A 1 1 2 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 112012 Cit`; ° DIVISION BUILDINGwila GRANITE BOULDER 4 LANDSCAPE CABLE FENCE CABLE FENCE POST SEE 1/AD506 PLANTER SEE LANDSCAPE DWGS PEDESTRIAN LIGHTING GRADE LEVEL PLANTING AREA, SEE LANDSCAPE DWGS GRANITE BOULDER STAMPED CONCRETE L1 6 GENERAL NOTES: 1. ALL WORK IS NEW UNLESS OTHERWISE NOTED. 2 ALL DIMENSIONS ARE TO COLUMNS OR F.O. CONC. UNLESS OTHERWISE NOTED. 3 INTERSECTION OF COLUMN CRIO WITH I, OF SHELTER COLUMN PER 5/AD502. NOTE: 1. SEE SHEET AE201 FOR TYPICAL PLANTER WALL SCORING AND PCC CAP LAYOUT 0 2 SOUTHBOUND CORNER PLAZA SECTION 3 102.. 1'-0- 4 0 2' 4' IT.O. WALL A21 B2,401 1 —6' TT 0CA@IE FENCE 3 —10' MALL SIDEWALK (E) TO REMAIN T . SIDEWA_ _ _LKS 0 —0 RECEIVED CITY OF TUKVVILA NOV 1 6 2012 PERMIT CENTER PERMIT SET - NOT FOR CONSTRUCTION 5 SUB -CONSULTANT COPYRIGHT: 0.d mI=meeurur==yP.e=..m. ew o—.�� == * s ams.. wm.� m.mn= 0141..• MaGansILF amen* and coaw =,Mem w + ma Per.mw eI Gmwv wpm,. Were p ..sgai CORR.? a lul> a GROUP SEAL 3037 REGISTERED ARCHITECT Al ARK MILLETT TATE OF WASHINGTON IBI GROUP IBI GROUP 801 Second Avenue -Sults 1400 Seattle WA 98104 1578 USA tel 206.521 9091 fax 206.521 9095 2012.11-15 - PERMIT RESUBMITTAL DATE APPR DESCRIPTION REVISIONS CLIENT CITY OF TUKWILA PROJECT TITLE TUKWILA URBAN CENTER TRANSIT CENTER PROJECT; ANDOVER PARK WEST STREET & WATER IMPROVEMENT PROJECT 6 SHEET TITLE D C B A SB CORNER PLAZA SECTION PROJECT NO 96010402: 9881D404 DRAWN BY: B. SCHANS CHK'D BY: M. MILLETT SCALE: 1/2" = DATE: 2012-11-15 SHEET NUMBER AE301 SHEET: 70 0X D ihk T.O. COLUMN T.O. ANOPY \-r10'-0" ROUTE MARKER SUPPLIED & INSTALLED BY KCM SEE ARCH SITE PLAN FOR LOCATION B T LS 0.WAA A3 •-r2"-4" LL TSO. SIDEWALK O'-0 A 11'-6" TYP 5 1/2" TYP PEDESTRIAN LIGHTING RAPIDRIDE BLADE MARKER BEYOND ONLY AT TRANSIT BAY Q1 a 0. 0 U 0 0 m 2'-3 1/2" TYP 7'-6" TYP 11 1/2" TYP 5-11" TYP TYP R50'-3" TYP I I TinionamagfL0: /Il�y''Mr.11111111111 0 0 CALL BOX SHOWN DASHED INDIVIDUAL --� SEATING TRASH RECEPTACLE SHOWN DASHED -I-, --1 I I� t— BEYOND SOUTHBOUND SHELTER SECTION 12' • 2 3 1/2" TYP 7 WINDSCREEN TS FRAME, TYP WINDSCREEN KING COUNTY METRO GLASS PANELS. TYP — PLANTER SEE LANDSCAPE DWGS II B$YONDD -4 AVOMMAlt 3 BEYOND STAY R00, TYP SEE STRUCT DWGS TRANSLUCENT ROOF PANEL, TIP CANOPY BEAM. TYP SEE STRUCT OWLS CANOPY JOIST, TYP SEE STRUCT DWGS F RAPIDRIDE TECH PYLON SUPPLIED & INSTALLED BY KCM ONLY AT TRANSIT BAY #1 36" MIN PARKING OVERHANG, TYP SEE LANDSCAPE OWLS • 4 L, 12 GENERAL NOTES: 1 ALL WORK IS NEW UNLESS OTHERNASE NOTED. 2. ALL DIMENSIONS ARE TOE COLUMNS OR F.O. CONC. UNLESS OTHERWISE NOTED. 3. INTERSECTION OF COLUMN GRID WITH c OF SHELTER COLUMN PER 5/AD503. NOTE: 1. SEE SHEETS AD503 & AD504 FOR ADDITIONAL CANOPY DETAILS. 2. SEE SHEET AE202 FOR TYPICAL PLANTER WALL SCORING AND PCC CAP LAYOUT REVIEWED FOR CODE COMPLIANCE APPROVED DEC 1 1 2012 City of Tukwila BUILDING DIVISIO ' LI BEYOND I I I CANOPY GUTTER. TYP CANOPY BEAM, TYP SEE STRUCT DWGS CONNECTION BRACKET, TYP SEE STRUCT DWGS CANOPY COLUMN, TYP SEE STRUCT DWGS DOWNSPOUT SEE DETAILS 7/A0504 & 9/A0504 LANDSCAPE CABLE FENCE CABLE FENCE POST SEE 1/A0506 PLANTER SEE LANDSCAPE DWGS SIM ANAP SOUTHBOUND SHELTER PLANTER SECTION 12".1'-0• 0 2' 4' COLUMN 15 —0' T.QQ CANOPYA T.O. CABLE FENCE T.O. WAIFL A 2 —4' T.O.WA,JA2,B aik 1 —6 T.O. SIDEWALK poi 0.-0' RECENED CITY OF TUKWILA JUL 16 2012 PERMIT CENTER PERMIT SET NOT FOR CONSTRUCTION 5 6 D C B A SUB -CONSULTANT COPYRIGHT: Anye rugattluclion6arr..PIce .Ypapaw artuft M SI GT. *bear, WIS., on nih.a.1prodella �... Mite nmeraftle : a,:.aa tip *mai draw. IOW bop ler sp.. me11,4111.1ollen. CORTIGNT a 2011 SS cAMP SEAL REGISTERED ARCHITECT ARK MILLI STATE OF WASHINGTON IBI GROUP IBI GROUP 801 Second Avenue - Sake 1400 Seattle WA 98104 1578 USA tel 206.521.9091 fax 206521.9095 DATE *PPR DESCRIPTION REVISIONS CLIENT CITY OF TUKKWILA IC yyy i 1908 PROJECT TTTIE TRANSIT CENTER SHEET 1101 SB SHELTER SECTIONS PROJECT NO: 24735.3 DRAWN BY: B. SCHANS CH/CD BY: L. MANGIN SCALE: 1R' • DATE: 2012-06-22 SHEET NUMBER AE302 REV: D C B A 'SOLUMN 15.-0" CANOPY X10 -0" WALL A A3 v 2'-4 �T O SEEWALK 0 -0 11'-6" TYP 11 1/2" TYP 3 1/2" TYP 7'-6" TYP t 2'-3 1/2" TYP 5 1/2" TYP WINDSCREEN TS FRAME, TYP WINDSCREEN KING COUNTY METRO GLASS PANELS, TYP 36" MIN PARKING OVERHANG SEE LANDSCAPE DWGS 5-11" TYP RAPIDRIDE BLADE MARKER BEYOND SUPPLIED & INSTALLED BY KCM ONLY AT TRANSIT BAY d1 PEDESTRIAN LIGHTING • R50.-3" TYP 650' TYP R40. TYP 2 477 II CALL BOX 3 SHOWN DASHED INDIVIDUAL SEATING TRASH RECEPTACLE �I--r-eyi SHOWN DASHED YONC IL BEYOND w 0 0 1 \ NORTHBOUND SHELTER SECTION AE303 / 1!2' = 3 12 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 1 1 2012 City of Tukwila BUILDING DIVISION } o I u Ir ii 1 CANOPY GUTTER. TYP CANOPY BEAM, TYP SEE STRUCT DWGS CONNECTION BRACKET, TYP SEE STRUCT DWGS -� CANOPY COLUMN, TYP SEE STRUCT DWGS DOWNSPOUT SEE DETAILS 7/A0504 & 9/A0504 LANDSCAPE CABLE FENCE CABLE FENCE POST SEE 1/A0506 36" MIN PARKING OVERHANG SEE LANDSCAPE DWGS RAPIDRIDE TECH PYLON ` J / SUPPLIED & INSTALLED BY KCM ONLY AT TRANSIT BAY 11 GENERAL NOTES: 1. ALL WORK IS NEW UNLESS OTHERWISE NOTED. 2. ALL DIMENSIONS ARE TO a COLUMNS OR F.O. CONC. UNLESS OTHERWISE NOTED. 3. INTERSECTION OF COLUMN GRID WITH a OF SHELTER COLUMN PER 5/AD503. NOTE: 1. SEE SHEETS AD503 & AD504 FOR ADDITIONAL CANOPY DETAILS. 2. SEE SHEET AE202 FOR TYPICAL PLANTER WALL SCORING AND PCC CAP LAYOUT STAY ROO, TYP SEE STRUCT DWGS TRANSLUCENT ROOF PANEL, TYP CANOPY BEAM, TYP SEE STRUCT DWGS CANOPY JOIST, TYP SEE STRUCT DWGS 1- BEYOND WIMP • T.O cOl1UMN /1 15-0 T.O. CANO___P 10'-0" ROUTE MARKER SUPPLIED & INSTALLED BY KCM SEE ARCH SITE PLAN FOR LOCATION fj T.O. CAELE FENCEouk I I 3' -10' I I I I U LJ 4 I 5 / A13503 SI NORTHBOUND SHELTER PLANTER SECTION 1/2" = 1'-0" 0 2' 4' 5 T.O. WWAAL A v/ 2-4 T.0 WALL, B74 jok 1 -6 T.O. SIDEWALK coi 0,-0" D C B RECtuvEi1. CITY OF TUKWILA JUL 16 2012 A PERMIT CENTER PERMIT SET NOT FOR CONSTRUCTION 6 SUB -CONSULTANT COPYRIGHT: asiboolsPmomoreaviruw..h.edmorebe Mud �e. maw.. by an -rem nemeans =10W10 .d6..b WPM. It Room., 4yMrtl.o6iWPM. e. CO•VRIGHTO2011 d GROUP 3037 REGISTERED ARCHITECT ARK MILLETT` STATE OF WASHINGTON IBI GROUP 181 GROUP 801 Second Avenue - Sade 1400 Seattle WA 98104 1576 USA WI 206.521.90991 fu 206.521.9095 NO. DATE IPPR DESCRIPRON ' REVISIONS CLIENT CITY OF TUKWILA �YJiLA, N,v dkNVAP a 9r ) 1908 +4' PROJECT TITLE TRANSIT CENTER SHEET TIRE NB SHELTER SECTIONS PROJECT NO: 24135.3 DRAWN BY: B. SCHANS CHK'D BY: L. MANGIN SCALE: 1? = DATE: 2012-06-22 SHEET NUMBER REV: AE303 ---- s€ S 1!4735.3 TfCPh31Sb0 WALL TYPE T.O. WALL FROM WALK T.O. WALL W/ PCC CAP THICKNESS @ BASE THICKNESS @ TOP FACE FINISH TYPE TOP FINISH TYPE DESCRIPTION A 2'-4" NA 0'-8" 0'-8" CONE FORM TIE 1/2" CHAMFERS SHELTER WINDSCREEN WALLS A2 1'-6" NA 0'-8" 0'-8" CONE FORM TIE 1/2" CHAMFERS LOW PLANTER PERIMETER WALLS A3 2'-4" NA 0'8" 0'-8" CONE FORM TIE 1/2" CHAMFERS TALL PLANTER PERIMETER WALLS B 1'-2" 1'-6" 2'-8" 2'-6" RUSTICATION PCC CAP 1 LOW PLANTER SEATING WALLS @ SHELTER COLUMNS B2 1'-2" 1'-6" 1'-0" 0'-10" RUSTICATION PCC CAP 1 & 2 LOW PLANTER SEATING WALLS B3 2'-0" 2'-4" 1'-0" 0'-8" RUSTICATION PCC CAP 3 & 4 TALL PLANTER LEANING WALLS B4 2'-0" 2'-4" 2'-4" 2'-0" RUSTICATION 16" PCC CAP 4 ONLY AT ENDS OF TANSIT BAY #1 1/2" QUARTER ROUND DRIP REVEAL WHERE OCCURS EPDXY 5/8" GALVANIZED THREADED ROD, TYP. NOMINAL LENGTH 2' •EXCEPT WHERE NOTED ON SITE PLAN CONE FORM TIE HOLES, TIP WALL MOUNTED SEAT WHERE OCCURS ,I_. -I11_ SHOWN DASHED PRECAST CONC CAP TYPES 3 & 4 PER DETAIL 7/– THIS SHEET NOTE SEE DETAIL 6/– THIS SHEET, FOR MORE INFORMATION NOMINAL LENGTH 2' •EXCEPT WHERE NOTED ON SITE PLAN SEE SHEET AE202 FOR TYPICAL PLANTER WALL SCORING AND PCC CAP LA LOUT CONE FORM TIE HOLES, TYP CONDUIT ROUTING SHOWN DASHED SEE ELEC DWGS WINDSCREEN - SHOWN DASHED DENOTE REVIEWED FO CODE COMPLIAN APPROVED DEC 1 1 2012 PRECAST CONC CAP TYPES 1 & 2 PER DETAIL 7/– THIS SHEET NOTE SEE DETAIL 6/– _ I I= — P115 SHEET, FOR MORE INFORMATION II Ii III I- RAPIDRIDE BLADE MARKER SHOWN DASHED SEE ARCH SITE PLAN FOR LOCATIONS ONL7 AT RAPIDRIDE BLADE MARKER SEE ARCH SITE PLAN FOR LOCATIONS ,- SUB -CONSULTANT COPYRIGHT: Any om.*m"amma.e poor rwNei sulhort.fry ml Grosb b... Wre.r Mtn, w hare prcadillKe a r diaana."e e idlIone kb am le. banana.. a rapes e.a. crm.aa •en.ar. COR TI .,0 7012 lw GROUP 5 TYPE A2 & A3 CONC. WALL AD501 1-1/2.= VG" IBI GROUP 1B1 GROUP 801 Second Avenue - Sults 1400 Seattle WA 98104 1578 USA tel 206.521.%191 fax 206.521.9095 CLIENT PROJECT TIRE TUKWILA URBAN CENTER TRANSIT CENTER PROJECT; ANDOVER PARK WEST STREET & WATER IMPROVEMENT PROJECT CHK'D BY M. MILLETT SHEET TITLE DETAILS PROJECT NO: 96010402: 98810404 DRAWN BY B. SCHANS SCALE. AS SHOWN _ DATE 2012-11.15 SHEET NUMBER AD501 SHEET: 73 GF TRANSLUCENT t ie ----- _ _ — — I —--- 1/4" % 1-1/4" PLATE INSIDE FACE OF OF OUTER JOISTS ONLY FOLLOW JOIST PROFILE COLUMN SEE "- 2'1• STRUCT DWGS :' . " , � \ .n.......•,...m.......m.. - TRANSLUCENT ROOF PANEL JOIST FLANGE JOIST WEB REVIEWED CO DE COMRLIA APPROVED DEC 1 1 '. '. .. ROOF PANEL JOIST FLANGE THRU BOLT CONNECTION, TYP COLUMN SEE STRUCT DWGS SEE STRUCT DWGS STAY ROD, TYP FOR C ■ ♦O " . SEE STRUCT DWGS I ` 1 I (2) PLATES I -.,�.--�-.- ----- 1/4" X 1-1/4" PLATE INSIDE FACE OF OF OUTER JOISTS ONLY FOLLOW JOIST PROFILE ♦ SEE STRUCT DWGS II I /. , I f I C ( :i I /I I ���, \ R7 3 . ,B. I J v i I I I`I . i 11.- 2012 f ( -' \ , �s. • RT -,s. 1 ss. II T8' i I .\ 11 ^� if; I I % I I I.%� \ , GROMMET FLEX OPENINGS IN STRUCTURE, JOIST WEB CONDUIT TYP 1 (2) PLATES SEE STRUCT I 1 DWGS I .. I > I �• BEAM SEE STRUCT DWGS City of T4I(Wila DIVISION I I OPENINGS IN STRUCTURE, TYPBEAM BUILDING — FLEX CONDUIT SHOWN DASHED SEE ELEC DWGS SEAM SEE STRUCT DWGS CANOPY LIGHT CONNECTION AT BEAM ROUTING SEE STRUCT DWGS ROD CONNECTION PLATE PROFILE AT BEAM AND COLUMN 3/8" TOP PLATE I, I SEE STRUCT DWGSG �y�// I I i Iv I 1 \ I 1 ( I 1 I III I j / I (�' ry I II / 12. T-' 1 BRACKET BEAM SADDLE SEE STRUCT DWGS (2) BLIND BOLTS SEE STRUCT DWGS ADS!) 3• = 1'-0• A0502 3• = 1'-0• 4'x2" ACCESS OPENING 1/4' PL END CAP GASKET BETWEEN OPENING',155 AND BACK OF LIGHT FIKTURE ,\3' FLEX p-� CONDUIE ROUTING ' I SHOWN DASHED L SEE ELEC DWGS I COLUMN A1011 1111. I I I SEE STRUCT DWGS r '1 FI I I I 5" '- (2) PLATES a 3 � �e t fy .{ >� .,a } t3."---. A t � 'k ,~'? { CUT i0 FIB ACKETBEAM �, AD501 I 4"X2" ACCESS OPENING ' `1 I 1 SEALANT W/COVE& BACKER SEE STRUCT DWGS \I �-7. .' / / 1 I 1 I 3/4" I I PERIMETER OF COLUMN) 1 SECTION FLEX CONDUIT ROUTING SHOWN DASHED SEE ELEC DWGS i. I I • ,' `1 1 / ~ Y ALL AROUND I I I I SLOPE \ ~ .,,.. '' e " ,` 3 TI 9r• #rre_ ;, 1/4" PL END CAP COLUMN SEE STRUCT DWGS 3/8" CAP PLATE (REMOVABLE) ALIGN WITH END OF BEAM FASTEN CAP TO INTERNAL TABS W/ FLUSH SURFACE HARDWARE, (3) PER CAP 'II .1 .(. I I I 1 1 I 11 1 I I I h ` L_ i I� I I ►� I 1 �� 1 I I I I L', G_I 2-m HOLE LIGHT FIXTURE SHOWN DASHED CENTER ON TUBE STEEL BRACKET SEE ELEC OWLS FIXTURE BEAM SEE STRUCT DWGS SEE 4 TAMPER-PROOF BEAM SEE STRUCT DWGS E.• /: j i { j = 1 1 I 1 E _� I I 1 I = _� I I = . j =1 I 1 1 I =2 I I 33 .. i 36 1 I 1 I E I I I I I E 1 I I � E <7 . I I C I _� 1 �I I I I -' — -'--- —__ —I- -ii I I_ _ --- Tl it__,_,_ 3/4" RUBBERIZED EXPANSION JOINT — CONTINUE TO STEEL PLATE BASE CEIVED T U K W I L A . \ I BRACKET BEAM SADDLE SEE STRUCT DWGS I 1 1 3/8" TOP PLATE SEE -- :I i 1 (2) PLATES SEE STRUCT DWGS - STRUCT DWGS ■ i • 1��\ I - - I = 1i 1 I t-( IND BOLTS SEE STRUCT DWGS SURFACE MOUNT LIGHT SEE ELEC DWGS — — TRANSLUCENT ROOF PANEL I I 1 `v �I I I .12 I I 1 / 1/ I.... .... / / I �. r...- I =CENTER I / / I E II / / I 212 IT FLEX CONDUIT ROUTING SHOWN DASHED SEE ELEC DWGS JOIST FLANGE 8 GA. SS CUTTER END CAP JOIST WEB ■ 5"XS" TS BRACKET CUT TO FIT BEAM --- II 1 /4" X 1-1/4' PLATE INSIDE FACE OF OF OUTER JOISTS ONLY 1 \ 1 \ I \ f \-�\ --- ` CONTINUOUS R GA. SS ` BRAKE FORM GUTTER .-- --. - " 3, 7 " y__ = / I = J I _ F{ OF COLUMN INTERSECTS COLUMN GRID 0 T.O. PLATE I I—I at I 1 = _� I T.Q. PLATFc GASKET AND 4'x2" ACCESS OPENING BETWEEN OPENING BACK OF LIGHT FIxTUREiltm _ m HOLE \ FLEX CONDUIT ROUTING SHOWN DASHED SEE ELEC DWGS (� I './ I `2' DIA. SS SCHED 40 DOWNSPOUT -I _ 1 1 =I -0�-11 1 --.4.N. I I I FOUNDATION _. I ... COLUMN SEE STRUCT DWGS \/.. - �'C I —= n e RCP 3502 BEAM CONNECTION BRACKET AT COLUMN CANOPYI LIGHT CONNECTION SEE STRUCT DWGS EAM AT BEAM 502 COLUMN BASE V AD2 s92 A PERMIT SET - NOT FOR CONSTRUCTION SUB-CONSULTANI SEAL IBI GROUP CLIENT CITY OF TUKWILA '. K`T,IL4' N i ',' S 'Syi., ‘1.., ,'• >' .,J .` 1 '.iv".1, G�'. `• ` ` ti:~ . G I90e PROJECT TITLE TUKWILA URBAN CENTER TRANSIT CENTER PROJECT; ' ANDOVER PARK WEST STREET & WATER IMPROVEMENT PROJECT SHEET TITLE DETAILS 3031' REGISTERED ARCHITECT IBI GROUP 801 Second Avenue -Suite 1400(s, Seattle WA 981041576 USA �' 296.521"9091 COPYRIGHT: MI Mx..�by OHO enr waled w MsNNrw �.Pa.eo a,rr...n..emrm.aConiraeonMim.i.� e. Omug5.11.M al, rad* hos IN dime*. ea. .:Nay.* Nanan M1 era.. �..Wo. vasrqMN.....`R•.�ree..eA.a Cd,RIGXT m t^'T®eia"P PROJECT NO: 96010402:98810404 SH a NU - - SHEET: ° �� XX AFr HILLETT` STATE OF WASHINGTON DRAWN BY: B. SCHANS fax 206.521.9095 PERMIT RESUBMITTAL CHK'D BY: M. MILLET!'AD502 NO. DATE APPR DESCRIPTION SCALE: AS SHOWN REVISIONS DATE: 2012-11-15 4" TO STRUCT. ALUMINUM BULLNOSE ASSEMBLY TRANSLUCENT ATTACHMENTS TO STRUCT. ATTACHMENTS PANEL MFR. TYP CONTINUOUS. ALUM. COVER M PANEL MFR. TYP END CAP BY BY TRANSLUCENT PANEL MFR PANEL MFR. FINISH TO MATCH METAL PANEL FRAMING 3 1/2TRANS 5 8" PANEL ENDS BY TRANSLUCENT PANEL MFR. TRANSLUCENT PANEL ALUM DRIP EDGE AND CAP .�� ASSEMBLY BY _--"`++ , RANSLUCENT PANEL END CAP BY INTERNAL CONNECTOR BY TRANSLUCENT PANEL MFR. / df ./IIS.• _ MFR. GUTTER END CAP BEYOND SEE DETAIL 6/AD503 CONTINUOUS 8 GA. SS BRAKE FORM GUTTER /r TRANSLUCENT 1 PANEL MFR. / t/ TRANSLUCENT PANEL - BARREL VAULTED EDGE CAP ON ALL "FREE" EDGES - BARREL VANT LTPAEDL - VAULTED ����� r: ... .:..' T( ji� 3F f BY TRANSLUCENT PANEL MFR TRANSLUCENT PANEL - BARREL VAULTED41 F _ - ...:. -.. dJ . : ... TINTERNAL CONNECTOR BY R LUCENT PANEL MFR. p AIM 'Ari/Osx J7•'; 7 CONTINUOUS 1/2" THK % R'TImY617//i V777777777777''777'77 // // // �` '7//"+ // ,Xk/7 /0 CONTINUOUS 1/2" THK X 5" BLACK NYLON SPACER AWSSIg � 5" BLACK NYLON SPACER CONTINUOUS 1/2" THK x 5" BLACK NEOPRENE RUBBER SPACER FASTEN PANEL TO S FLANGE W/ FLUSH SURFACE HARDWARE 5 1/2" FASTEN PANEL TO FLANGE W/ FLUSH STIFFENER AT 7'-0" OC L RIDCE END CAP BEYOND SEE DETAIL 6/AD503 JOIST SURFACE HARDWARE 1 FASTEN JOIST SEE STRUCT DWGS I \ CONDUIT TO JOIST WEB 12 X PLATE INSIDE INSIDE FACEACE OF OF OUTER JOISTS ONLY FOLLOW JOIST PROFILE ©AD5036"1-0' Y - TRANSLUCENT PANEL JOINT @ JOIST �� 2" DIA. SS SCHED 40 DOWNSPOUT SEE STRUCT DWGS (9TRANSLUCENTPANELRIDGECAP 6' = 1'-0' AD503 _ I I ® GASKET, TYP ALUMINUM BULLNOSE BY TRANSLUCENT FINISH TO MATCH 3 1/2" ASSEMBLY END CAP 8 GA. SS GUTTER END PANEL MFR CAP METAL PANEL FRAMING n I I iM {? `�;•.,1 'r \\- • ' GA. SS GUTTER END r 8 CAP DS SCREEN, TYP J , JSEE015TSRUCT DWGS \ \ ' 'Y CORRECTLY � BEAM 1 SEE STRUCT DWGS � F -r--1 I I -/ IHIM I I ]/ FLEX CONDUIT ROUTING SHOWN DASHED SEE ELEC DWGS _J- BEND DRIVEN ' ‘t N R1 /5"' VP ;o inCONTINUOUS n CLEANED AND PREPARED PLAN /\ ' LAP UNDER ROOF PANEL SURFACE PER MFR RECOMMENDATION, TYP. DRIER V 8 GA. SS BRAKE FORM CUTTER I I DRIVEN ; _`/n`` VV — t I - / 1 + 1 OVER DRIVEN raL, 2 13/16" 3 1/2" — SS DOWNSPOUT N .�li III, THREADED HEX HD SET SCREWS} 6 TYP. RIDGE AND GUTTER END CAP PROFILES IL NOTE' SHOP FABRICATE 5 PROPER GASKET FASTENER INSTALL ELEV TYP. DOWNSPOUT I I AT GUTTER ^ COLLECTOR & STIFFENING PLATE ASSEMBLY TRANSLUCENT PANEL RAKE AD503 6' = 1'-0' AD503 1' = 1'-0' '-0 AD503 6' = 1'-0" AD503 6" = 1'-0' 7 11•-6" . 2" DOWNSPOUT AS SPECIFIED. MATCH COLD -ROLL OF STRAP /2 ± � ---------------- r ---_---_---- - ------ N - - ---- - - - - - _TRANSLUCENT ROOF PANEL, -------------- PLAN 1- 1-1/2 W 12 GA SST DOWNSPOUT STRAP GUTTER, AND RIDGE CAP LIGHT SUPPORT PER 2/AD502 _ _ _ / SHOWN DASHED - - - - - - _ _ ` (3/8"L) FASTENER. TYP \ _ _ FLANGE CUT TO FIT BEAM - - _ ICalMall n LIGHT FIXTURE SHOWN DASHED \ - - _ Z - _ BEAM SHOWN DASHED _ . N RECEIVED /12E e -_MirM 4"X4" TS n n —, 3/4" 3/B m W U o o _ • I -d,,-:'` ` CITY OF TUKWILA ELEV = \ �' ` 1 1 11 . t' - ••, 1-1/2"W 12 GA SST DOWNSPOUT STRAP CONNECTOR O m o �, ,n (� 2'-3 1/2" I � _ FLANGE CUT TO FIT BEAM 1 BEAM SHOWN DASHED , 6. 5 1/2' o L L NOV2012 NP;DOWNSPOUTSTRAP R PROVIDE SCREW81) HOLES IN STRAP CONNECTOR Q TYP. JOIST PROFILE PERMIT CENTER AD9 503 PERMIT SET — NOT FOR CONSTRUCTION TQF''/2 _'-cr REVIEWED FOK .,•,• A.1 . . SU9.CONSULTANT SEAL APPROVED ®I GROUP CLIENT CITY OF TUKWILA �,v.�Q f^...-�: '•-.-0'rj,:. = •j` -y' S`" { •, i, t ••.'� %' +408 -..4t,,--'' PROJECT TIRE TUKWILA URBAN CENTER TRANSIT CENTER PROJECT; ANDOVER PARK WEST STREET & WATER IMPROVEMENT PROJECT SHEET TITLE DETAILS 3131 'REGISTERED ARCHITEC T DEC 1 1 2012 1131 GROUP eo1Second Avenue -sul,euoo Seattle WA981041578 USA tOI 206.521.9091 COPYRIGHT: "„w„ipro0it°eAOtl"1O1°I"b' ""°='°OirOi P opes Gmo b Orb*. W,MnJV OBI haw acRlyd On* c�=�i°rmity . "'P.,�.al ,..,.m"`° a condOns Om* Hymn an IN Ha .wa=mrMT• Oro* m 411 Group pv ww+ e.r= wrl..swn. COPYRI__________P PROJECT NO: 96010402:98810404 S N ' ' AD503 SHEET: 75 OF )OC AFh: MILLETT' STATE OF WTSHINGT, • °RAWNBV: B 5°""N5 fa: 206.521.9095 CHKD BV: M MILLETT City of Tukwilaill gull niNG DIVISION NO DATE APPR DESCRIPTION'� SCALE: AS SHOWN REVISIONS DATE: 2012-11-15 1 1 2 I 3 TO STRUCT. 4 1 3 1 6 TO ATTACHMENTS PANEL MFR. TYP ALUM. COVER ATTACHMENTS STRUCT. PANEL MFR. TYP '�, ALUMINUM BULLNOSE ASSEMBLY END CAP BY TRANSLUCENT BY TRANSLUCENT PANEL MFR. PANEL MFR. FINISH TO MATCH METAL PANEL FRAMING 3 1/2"TRANSLUCENT 5 8' PANEL ENDS CONTINUOUS. BY TRANSLUCENT PANEL MFR. TRANSLUCENT PANEL ALUM ..:'..:.' :' :.: ':. �`� ... .: ....:........ ��_ � -_ ` DRIP EDGE AND CAP ASSEMBLY BY TRANSLUCENT PANEL MFR. END CAP BY TRANSLUCENT PANEL MFR. INTERNAL CONNECTOR BY TRANSLUCENT PANEL MFR. VS EDGE CAP ON ALL "FREE' EDGES / TRANSLUCENT PANEL - BARREL VAULTED I PANEL -BARREL VAULTED C __ "'' " u' I //-_ I I GUTTER END CAP BEYOND SEE DETAIL 6/AD504 CONTINUOUS 8 CA. 55 D BRAKE FORM GUTTER ��— , .... ...:....: 1 111 BY TRANSLUCENT PANEL MFR PAN TRANSLUCENTEL -BARREL VAULTED M-- -- ..' .. I • • • • • • • INTERNAL ...... • • .... .: �� , - '._ _. CONNECTOR BY TRANSLUCENT PANEL MFR. r 3 Alt •/°,41 /////////////%%/////// j' CONTINUOUS 1/2' THK X 5" BLACK NYLON SPACER PANEL ' U/!/IL!// �LI/!!U/ vfl//✓/l //%/ / // / /f/ .T 1/ �/ /� CONTINUOUS 1/2' THK X 5" BLACK NYLON SPACER �I'D1� AIIV.Z5r FASTEN TO CONTINUOUS 1/2" THK x 5" BLACK NYLON SPACER / PANEL FLANGE W FLUSH / SURFACE HARDWARE � • , STIFFENER AT 7'-0" OC RIDGE END CAP BEYOND SEE DETAIL 6/AD504 JOIST FASTEN TO FLANGE W/ FLUSH SURFACE HARDWARE JOIST SEE STRUCT DWGS — !r III 2 1/2• I I ILII — ' I 1 FASTEN CONDUIT TO JOIST WEB II III 1/4" X 1-1/4" PLATE INSIDE FACE OF OF OUTER JOISTS ONLY FOLLOW JOIST PROFILE © TRANSLUCENT PANEL JOINT @JOIST TRANSLUCENT PANEL - - EAVE AT - 2" DIA. SS SCHED 40 DOWNSPOUT GUTTER SEE STRUCT DWGS CD TRANSLUCENT PANEL RIDGE CAP AD504 6" = 1'-0' AD504 6" = 1'-0' AD504 6" = 1'-0' I 1 ® GASKET, TYP ALUMINUM BULLNOSE BY TRANSLUCENT FINISH TO MATCH 3 1 2' / ASSEMBLY END CAP PANEL MFR. METAL PANEL FRAMING 8 GA. SS CAP 3 1/2" GUTTER END J I � n /..:y'= . \ /� : ti�.�:;:; ' I; :••.••"" 14, I,r :�:�:�:���:: �r•I C CAGGA. SS GUTTER END DS SCREEN, TIP JOIST \ SEE STRUCT OWCS TLY 1 BEAM 1 SEE STRUCT DWGS I 1 j-I_-� I_ CLEANED AD EED 1DU- CO ::c APPROVED ''' DEC i—I—_...- / OVER DRIVEN 11 2012 SS DOWNSPOUT 2 1/2 "' II 0Il HEX HD SET SCREWS PROVIDE (2) SST 'THREADED %6 TYP. RIDGE AND GUTTER END CAP PROFILES City BUILDI TU .�g ' I 'I VII d NOTE SHOP FABRICATE %5� PROPER GASKET FASTENER INSTALL Of I S.4 V Ir`rT�ii ` M/ A h71= OUT I AT I GUTTER COLLECTOR h STIFFENING PLATE ASSEMBLY B TRANSLUCENT PANEL RAKE AD504 6' = 1'-0' AD504 1 1'-0" = 1'-0' AD504 1 6' = 1'-0' AD504 6' = 1'-0' 11.-6. '�'I 2" DOWNSPOUT AS SPECIFIED, MATCH TO COLD-ROLL00 OF STRAP n. r ----------------- I ------------------------ •.1 I - ------ TRANSLUCENT ROOF PANEL, ---- / PLAN 1-1/2'W 12 GA SST DOWNSPOUT STRAP _ -r I - _ CUTTER, AND RIDGE CAP - - _ _ _ _ _ _ 1/ SHOWN DASHED LIGHT SUPPORT PER 2/AD503 - -- __ _ _ __ (3/8"L) FASTENER, TYP _ �_ - _ FLANGE CUT TO FIT BEAM _ _ n LIGHT FIXTURE SHOWN DASHED \ _"I� .. _Avirmaiwgrio `Z- BEAM SHOWN DASHED 7 N io 1igamUI I 4"X4" TS n ^ ME 3/4' 3/8" ECtiVCE) TUKVtil V a.1 as CITY OF ^012 1 1 11 1-1 /2'W 12 CA SST STRAP A o mo p jut_ ELEV CONNECTOR ' NN I A I 2'-3 1/2" FLANGE CUT TO FIT BEAM 7._6. BEAM SHOWN DASHED / I 6. 5 ,/2- PERMIT CENTER 'q n TYP. DOWNSPOUT (3/8"L) FASTENER OV PIDE NR STRAPSCONNECTORHOLES STRAP eTYP. JOIST PROFILE L 6' = 1'-0' PERMIT SET NOT FOR CONSTRUCTION 6 1 1.1o"=1•-0' 1 I 2 3 I 4 1 SUN -CONSULTANT SEAL GROUP CLIENT CITY OF TUKWILA �•� w��•.N✓,ys +� .� ' •,0; 61 - - ` 1 Ul: TOr T N u t - i /� w ':' pL 19-6:1" 1.,DATE: PROJECT TITLE TRANSIT CENTER - SHEETTITLE DETAILS - 3031181 ' REGISTERED ARMITECT — ` IBI GROUP 801 Second Avenue -Supe 1400 SeeeleWA981041576USA lel 206.521.9091 COPYRIGHT. en, .mnmevn=sem m.v=.eve.=e., ==,=u.ag.*ame.,..xm..s.,..e.sne Pp PROJECT NO: 24735.3 SHEET NUMBER AD504 REV: �.. ARK MILLETT SPATE OF WASHINGTON DRAWN BY: B. 6GHAN$ fax 206.521.9095 •00.6r �s 0on, .mo Or 000*.e...c.an. en0000 and 101 00.0 0.0 to 01ons. 0 erryweialeng 0aro ea 0.* we *Ion slam en '"'°.."°. 6a°==•00S NY e•nem° = 6u o.... a w..s aa. env*..w mas., COML., 0 MI MI GWR CHICO BY: L. MANGIN . SCALE: AS SHOWN REVISIONS 2012-06-22 D C 8 A 1 2 •I 3 FLEX CONDUIT ROUTING SHOWN DASHED. TYP SEE ELEC DWGS PANEL TYPE A ANEL TYPES P 2 X 4 VERTICAL STRUCT TUBING SHOWN DASHED 4 4 X 4 VERTICAL STRUCT TUBING 0 CORNERS SHOWN DASHED —\ 1/4" OPEN GAP BETWEEN GLAZING PIECES. ALTERNATING BETWEEN MULLIONS, TYP – MAX 1" FREE GLAZING EDGE FLEX CONDUIT ROUTING SHOWN DASHED, TYP SEE ELEC DWGS PANEL TYPE B 5 4 X 5 HORIZONTAL STRUCT TUBING TAPERED PER DTL 2 THIS SHEET SHOWN GASHED. TYP 2 X 4 VERTICAL STRUCT TUBING SHOWN DASHED 2 X 4 HORIZONTAL STRUCT TUBING SHOWN DASHED, TYP 6 4 X 4 VERTICAL STRUCT TUBING 0 CORNERS SHOWN DASHED PANEL TYPE C L SIM FLEX CONDUIT ROUTING SHOWN DASHED, TYP SEE ELEC DWGS AD505 / 1rz• = 1•-0• D SURFACE MOUNT UGHT FIXTURE SEE ELEC DWGS 4' 2-1/2'0 NEOPRENE COVER 0 ALL BOLT HOLES IN TS FRAME TUBE STEEL FRAME FASTENED TO EMBEDED ALL–THREAD R00 1/2.0 ALL–THREAD ROD W/ EPDXY ADHESIVE 0 36' OC < INTERIOR GLAZING SECTION FLEX CONDUIT ROUTING SHOWN DASHED. TYP SEE ELEC DWGS 4x5 TAPERED STEEL TUBE HEAD 2'o4" ACCESS OPENING W/ COVER NOTE: FOR COMMON CALLOUTS & DIMS SEE DTL 3 THIS SHEET TYP GLAZING STOP AT TUBE STEEL - PLAN NEOPRENE SPACERS, 2 PER SIDE 2–/10 1 1/4" SS FH THRD CUTTING SCS 0 12' 0.C., STAGGERED BOTH SIDES 3/6' GLAZING EXTRUDED ALUM. GLAZING FRAME ALL AROUND TS FRAME AS OCCURS AD505 / 6' a 1'-0' GLAZING CORNER MULLION 4 X 4 STRUCT TUBING 2 X 4 STRUCT TUBING 0/ CONC C�GLAZING AT TUBE STEEL FRAME - ELEVATION AD505 6" = 1'-0' 1/8' ALUM STRIP NEOPRENE SPACERS AT 24' 0.C., MIN TWO PER SIDE ALUM FRAME C 8 TYP GLAZING MULLION 1/8" THICK ALUMINUM STRIP NOTE: FOR COMMON CALLOUTS & DIMS SEE DTL 3 THIS SHEET WEAN REVIEWED FOR CODE COMPLIANCE APPROVED DEC 1 1 2012 City of Tukwila BUILDING DIVISION 6'=T-0' 3 6'= 1'-0' 4 5 RECENEI) CITY OF TUKWILA JUL 16 2012 PERMIT CENTER PERMIT SET NOT FOR CONSTRUCTION 6 A SUB -CONSULTANT COPYRIGHT: r,T,oa cfts,.ersex,r.Y mom,. owl � Welk b• cam. ar M. p c b••.. NomPd�P,v.e erg. p ua.,wr, �N..,`�CORTUGHT 0 71)11 NI GROW SEAL 3031 IREGISTERED ARCHITECT 1 HARK MII STATE OF WASHINGTON IBI GROUP IRI GROUP 801 Second Avenue - Suite 1400 Seattle WA 98104 1576 USA 1.1 206.521.9091 to 208.521.9095 DATE *PPR DESCRIPTION REVISIONS CLIENT CITY OF TUKWILA PROJECT TRTE TRANSIT CENTER SHEET TTTLE DETAILS PROJECT NO: 24735.3 DRAWN BY: B. SCHANS CHK'D BY: L. MANGIN SCALE: AS SHOWN DATE: 2012-06-22 SHEET NUMBER AD505 REV: 11 I II II 1 U II .11,-----#-; j FLEX CONDUIT ROUTING SHOWN DASHED, TYP SEE ELEC DWGS PANEL TYPE B 5 4 X 5 HORIZONTAL STRUCT TUBING TAPERED PER DTL 2 THIS SHEET SHOWN GASHED. TYP 2 X 4 VERTICAL STRUCT TUBING SHOWN DASHED 2 X 4 HORIZONTAL STRUCT TUBING SHOWN DASHED, TYP 6 4 X 4 VERTICAL STRUCT TUBING 0 CORNERS SHOWN DASHED PANEL TYPE C L SIM FLEX CONDUIT ROUTING SHOWN DASHED, TYP SEE ELEC DWGS AD505 / 1rz• = 1•-0• D SURFACE MOUNT UGHT FIXTURE SEE ELEC DWGS 4' 2-1/2'0 NEOPRENE COVER 0 ALL BOLT HOLES IN TS FRAME TUBE STEEL FRAME FASTENED TO EMBEDED ALL–THREAD R00 1/2.0 ALL–THREAD ROD W/ EPDXY ADHESIVE 0 36' OC < INTERIOR GLAZING SECTION FLEX CONDUIT ROUTING SHOWN DASHED. TYP SEE ELEC DWGS 4x5 TAPERED STEEL TUBE HEAD 2'o4" ACCESS OPENING W/ COVER NOTE: FOR COMMON CALLOUTS & DIMS SEE DTL 3 THIS SHEET TYP GLAZING STOP AT TUBE STEEL - PLAN NEOPRENE SPACERS, 2 PER SIDE 2–/10 1 1/4" SS FH THRD CUTTING SCS 0 12' 0.C., STAGGERED BOTH SIDES 3/6' GLAZING EXTRUDED ALUM. GLAZING FRAME ALL AROUND TS FRAME AS OCCURS AD505 / 6' a 1'-0' GLAZING CORNER MULLION 4 X 4 STRUCT TUBING 2 X 4 STRUCT TUBING 0/ CONC C�GLAZING AT TUBE STEEL FRAME - ELEVATION AD505 6" = 1'-0' 1/8' ALUM STRIP NEOPRENE SPACERS AT 24' 0.C., MIN TWO PER SIDE ALUM FRAME C 8 TYP GLAZING MULLION 1/8" THICK ALUMINUM STRIP NOTE: FOR COMMON CALLOUTS & DIMS SEE DTL 3 THIS SHEET WEAN REVIEWED FOR CODE COMPLIANCE APPROVED DEC 1 1 2012 City of Tukwila BUILDING DIVISION 6'=T-0' 3 6'= 1'-0' 4 5 RECENEI) CITY OF TUKWILA JUL 16 2012 PERMIT CENTER PERMIT SET NOT FOR CONSTRUCTION 6 A SUB -CONSULTANT COPYRIGHT: r,T,oa cfts,.ersex,r.Y mom,. owl � Welk b• cam. ar M. p c b••.. NomPd�P,v.e erg. p ua.,wr, �N..,`�CORTUGHT 0 71)11 NI GROW SEAL 3031 IREGISTERED ARCHITECT 1 HARK MII STATE OF WASHINGTON IBI GROUP IRI GROUP 801 Second Avenue - Suite 1400 Seattle WA 98104 1576 USA 1.1 206.521.9091 to 208.521.9095 DATE *PPR DESCRIPTION REVISIONS CLIENT CITY OF TUKWILA PROJECT TRTE TRANSIT CENTER SHEET TTTLE DETAILS PROJECT NO: 24735.3 DRAWN BY: B. SCHANS CHK'D BY: L. MANGIN SCALE: AS SHOWN DATE: 2012-06-22 SHEET NUMBER AD505 REV: 1 D 2 1 3 TAPERED WT8x15.5 4 1 5 1 TAPERED WT5x7.5 STAINLESS STEEL POST 6 D STAINLESS STEEL POST 4 1/2" 4 1/2" 5/16" STAINLESS STEEL SWAGED CABLE FENCE SYSTEM 47 a 5/16" STAINLESS STEEL SWAGED CABLE FENCE SYSTEM qs. > C - - _ �� - N 1 ( '4g• `2 1 'o N 1 HOLE THROUGH WEB. T � G _ B - 1 T O. __ - - - - - _ _ GRADE AT TALL PLANTER SHOWN DASHED _ OUTLINE OF FOOTING SHOWN AT TALL DASHEDER - _ - - - / _ GRADE AT TALL PLANTER SHOWN DASHED OUTLINE OF FOOTING AT TALL PLANTER SHOWN DASHED C DWGS_RS CIP WALL �' -III-IIIb 1E111=111=1 I -III-111=11 I� ad --'� 1O THROUGH WALL CONNECTION PER STRUCTURAL I -III-±} I I-11 IIAEUCT 1/IT10 —III—III I -III d a I—I I I� —I I, III -III -I 11-. I11=11 I I=I I I a a I a �-_±_-�-_° d III I 11—I 11 -IIID �, a � a IN -III-III I ''III DRSEE AWINGS I I ;,III— I ;III—Ila I I I 1---: I L'11=1 4 I I I I I I I I I- IIT., ; •a II_ FRONT ELEVATION SIDE ELEVATION B 2 CABLE FENCE MID POST a CABLE FENCE POST ELEVATION AD506 1-1/2' = 1'-0' AD506 1-1/2- = 1'-0' T.O. CIPC WALL BELOW GROUT BASE BELOW BE ' - i// � � / ----� 4" OUTLINE OF FOOTING BELOW SEE STRUCT DWGS \ TAPERED WT5x7.5 \ STAINLESS STEEL REVIEWED FOR CODE COMPLIANCE _ STAINLESS STEEL SW SWAGED CABLE FENCE SYSTEM EPDXY ANCHORS IN CIPS / POST \ APPROVED o WALL BELOW -SEE � �_ STRUCTURAL DRAWINGS - LI 1 1 © 1 DEC 1 1 2012 — �� _ ' I ' 1 I v 1 1 1 1 \\ I / I 1 / REC V CU City of Tukwila CI OF TUKWI-A A BUILDING DIVISION :JUL 1 6 2012 4 1/2" TAPERED WT8X15.5 STAINLESS STEEL POST PARKING LOT SIDE a e) CABLE FENCE AT CIP WALLei, CABLE FENCE MID POST PLAN PERMIT CENTER `'�'"_'� 2 1 3 4 1 PERMIT SET NOT FOR CONSTRUCTION S 1 6 SUBCONSULTANT SEAL IBI GROUP CLIENT CITY OF TUKWILA tiffs `fit L r� , ^,' O' f f"1, Zr, Z' (;`] i ;. *, ; 0a T§>�~ " -�} E O� .�,• p A.:-.....___,..-:-.7-.._ . :a 1501 PROJECT TIRE TRANSIT CENTER SHEET TRLE DETAILS 3091 REGISTERED ARCHITECT L IBI GROUP 601 Second Avenue -sults 1400vJILA, Seattle WA 981041576 USA COPYRIGHT. Mpoductbal or do.... �o IN �Wries x'"'11""' �wnsebaln.ebe.emmb.mwlwaa 6nIncbs .1 Y., ale �" m.,e ....linea d wl'wnawe bow to saw•nd en P,ewe,s„"e,i,„eo, eaiawoa.r.....aeP...., nrnm,� 00PrmGNr 0mu MI GROW PROJECT NO: 24735.3 SHEET NUMBER AD506 505. --— ARK MILLETT STATE OF WASHINGTON DRAWN BY: B. SCHANS (+x 208.521.9095 _:. : IN No. GATE APPR DESCRIPTION ASL. SCALE: AS SHOWN SCALE: SHO REVISIONS DATE: 2012-06.22 D C B A 1 2 REVIEWED FOR CODE PROVES CE AP DEC 11 2012 1 City of Tukwila BUILDING DIVISION 3 T.O. STATION y MARKER 20 —0 =111=111=111=i 1I III= I 1—III E1117:7 -111-7=-111E-1 111-,11 I-11-11 -1 11-1 � 1=1 11=1 I I I_� �5-1 I I_ III -H I -I 1I— d.. A, i lI —I FRONT ELEVATION -rV r 0 TRANSIT CENTER MARKER W22x167.5 HORIZONTAL UNEAR UGHT FIXTURES SEE ELEC DWGS VERTICAL LINEAR UGHT FIXTURES SEE ELEC DWGS 1" STEEL PLATES WT22x167.5 STEEL COLUMN EDGE OF WALKWAY COLUMN FOUNDATION SEE STRUCT DWGS in TYP Mad 10" 0 Ll 0 0 — CUT TEXT THROUGH PLATE, TYP ETCH GRAPHIC INTO PLATE, GRAPHIC PROVIDED BY ARCHITECT I -i I I I-111-111-1 I III m fl'1III 1�ITI�111�111�±1L=2. 11_1111� as RIGHT SIDE ELEVATION WT22x167.5 STEEL COLUMN 1" STEEL PLATES EDGE OF WALKWAY 12' a 1'0' 4 1 5 1I- 6 ISOMETRIC D B RECtivED CITY OF TUKWILA JUL 16 2012 A PERMIT CENTER PERMIT SET NOT FOR CONSTRUCTION 6 SUB -CONSULTANT SEN. COPYRIGHT: auatnany Mee.. wewea_ mama* . w +,.a. fy olds � smith.e.e®we_arpma 101 mtls+ra.n+.l.m. Own. dace. .la noy Veam pi• Mr. w6*.soma •was MP em COPRICHre ml. MI adn IBI GROUP 181 GROUP 801 Second Avenue - Suite 1400 Seattle WA 98104 1576 USA 41 206.521.9091 fax 208.521.9095 NO. DATE APPR DESCRIPTION REVISIONS CLIENT CITY OF TUKWILA t( air �O A .� �. 1Ji f'! L y 1908 .6.fC YS PROJECT TITLE TRANSIT CENTER SHEET TITLE DETAILS PROJECT NO: 24735.3 DRAWN BY: B. SCHANS CHKTO BY: L. MANGIN SCALE: AS SHOWN DATE: 201206-22 SHEET NUMBER AD507 REV: E Ivo \2012-11-15 (Permit Set — Not to Const)\DWCS\24735.35001.dwg Plot d 1 2 3 STRUCTURAL NOTES 4 5 6 D C B A DESIGN LOADS Al design and construction shad conform to the requirements of the International Building Code, 2009 Edition, as amended by the City of Tukwila. LNE LOADS In addition to the dead loads, the following floc lie loads were used fa design Live bad reduction is per IBC Section 1607.9. Sidewalks, Driveways 250 psi Bgghloillgdrxeduade X Refer to Table 1607.1 in the IBC for relevant concentrated ive loads ROOF SNOW LOAD The rod snow load is determined using Chapter 7 of ASCE 7-05 in accordance with BC Section 1608 and with the following factors khirirmrm design load 25 pe without drift SEISMIC LOADS Earthquake and wind bads are resisted by special moment- resisting frames, braced frames, and shear wads Earthquake design is based on the equivalent lateral face procedure in ASCE 7-05 Section 128 with the fdlowng factors Ste Class D Occupancy Category I Seismic Design Category D S. = 142 g Si = 0.49 g Sos = 0.9 g Si = 024 g R = 3 V = Base Sheer = 20 kips / canopy hA= 14 T = 0.1 IE = 10 C3 = 0318 fl seaxds WIND LOADS Wind load is determined using Chapter 6 of ASCE 7-05 in accordance with BC Section 1609 with the (Waring factors: Exposure Category B Vs = 85 mph K11 = 10 Iw = 10 GCq= 018 Design wind pressures for determining faces on components and dadting shad be determined using Chapter 6 of ASCE 7-05 in accordance with IBC Section 1609 by the Washington State Registered Professional Engineer who is responsible for the design of such elements, unless noted otherwise on the drawings. SGL LOADS Allowable Sal -Bearing Pressure 2000 ped DL + LL 2600 psf a + LL + seismic/wind Retaining Walls 35 pd (eq. valertl fluid pressure) unrestrained 55 pd (equivalent fluid pressure) restrained GENERAL NOTES SUBMITTALS Stan drawings shad be submitted to the Architect prior to any fabrication a construction fa all structural iterrs, Muting the fclowing conaete a masonry reinforcement, precast or prestressed concrete items, embedded steel iters smudural steel steel joists, steel deft shear stud layout, metal grating glued laminated members, dadci g panels, and stairs If the shop drawings differ from or add to the design d the structural drawings they shall bear the seal and signature d the Washington State Registered Professional Engineer who is responsdie for the design DEFERRED SUBMfTTALS Per BC Section 107.3.42 drawings and calculations for the design and fabrication of items that are designed by others shad bear the seal and signature of the Washington State Registered Professional Engineer who is responsible for the design and shat be submitted to the Architect and the biking deft ulment for review prior to fabrication Submitted calculations are fa rxrsay review city and w6 generally not be returned. Deferred submittals include but are not Incited to the fallowing Precast Ccnaete Skylight Framing Equipment Anchorage Seismic Design of Nonstructural Canponents NONSTRUCTURAL COMPONENTS Desigrt detaing and andsrage of at nonstructural components shad be in accordance with IBC Section 1613, ASCE 7-05 Chapter 13, and the project specifications. Nonstructural components designed by others shat not induce torsional loading into supporting steel structural members without addti:nal tracing of those members to eliminate torsional faces Tasiaal braking shat be designed by the nonstructural component designer and approved by the Ei • ea. 1 2 112ECTI21 Special inspection per IBC Chapter 17 shall be performed by an approved testing agency as outlined in the Special Inspection Schedule and as indicated in the project specifications At prepared sod -bearing surfaces shad be inspected by the Geotechnical Engineer prior to placement of rentacing steel Sob compaction shad be supervised by an approved testing agency or Geotednicat Engineer. SPECIAL CONDfT10NS Contractor shad verify at levels, dimensions, and existing conditions in the field before proceeding Contractor shal notify the Architect of any disaepancies or field charges prim to installation a fabriratiat n case of discrepancies between the existing condtiais and the drawings, the Contractor shall obtain direction from the Architect before proceeding Dimensions rated as pus a minus (± 1 indcate unverified dmensias and are approximate Notify Architect immediately of conflicts a excessive variations from indcated dimensions Noted dimensions take precedence over scaled dimensions -00 NOT SCALE DRAWINGS. Dimensions d existing ardtions may be based on record drawings and are to be field -verified by the Contracts. Contractor shall verify all existing conditions before commencing any demditior Contractor shad provide adequate shoring and bracing of all structural members, existing construction and sell excavations, as required, and in a manner suitable to the work sequence Temporary shoring and tracing shall not be removed until all deal connections have been completed in accordance with the drawings and materials have achieved design strength No reinfadng bars in existing construction shad be alt unless drected to by the Architect or as shown on the drawings CaCracta shall be responsible for at safety precautions and the methods, tectoniques, sequences or procedures required to perform the work SOILS See the draft Geotechnical Report by Shannon & Wdson, dated Aprd 4, 2012 for more compete information Earthwork material, backfill and compaction shall be in acoadarae with the rearturiendations of the Geotechnical Report Baddt behind wads shall not be placed before the wall is property supported by the floor slab or temporary tracing All tcpsoil organics and loose surface sod shad be removed from beneath fl supporting concrete slabs or paving CONCRETE Caarete work shat conform to at requirements of Chapter 19 of the International Building Code CONCPETE MIXES Concrete mixes shad conform to the following requirements Pc 3000 err Test Age (days) 28 Slab -al -grade, Curbs and Pads Foundations 4000 28 Corm 4,000 28 Stamped Concrete ** *tint total water content to 300 Lbs per cubic yard of cmaete & aggregate sae to 3/4' max. **Limit total water to 300 lbs per cubic yard d concrete & agg-..te size to 3/8' max Water -reducing admixtures may be incorporated in conaete mix designs, but shat carton to ASTM C 494, and be used in strict accordance with the manufacturers recommendations. CAC or other water-solude chloride admixtures shall not be used water/cement ratio shall be measured by weight and shad be based an the total cementitias material Water/cement ratio and water content shall be deternned by the suppler based on strength requirements and shall not exceed the maximum water/cement ratio and/or water content C shown above or in the project specifications Field -measured slump shad comfam to the submitted accrete mak design Tolerance of shrug shaft conform to ASTM C 94. An air -entraining agent conforming to ASTM C 260 shall be used in ad conaete mixes for walls and fatwork which are exposed to weather. The amount of entrained air shall be 5 percent ±1 1/2 percent by volume The amount of entrained air shat be measured in the field at the discharge from the truck The Contractor shat submit concrete mux designs for approval 2 weeks prior to pacing any commie The mix design shall be in oanformarae with IBC 1905. The submittal shall iirhdcate where each canaete mux is to be used ah the project as well as the maximum aggregate size of each mbc Maximum aggregate size shat conform to the prided specifications. CUPorJG 11 the air temperature wit exceed 75 degrees F within 48 tours of placing concrete a mist are shat be ap fed to the conaete fa a period of 36 hors after finishing conaete surfaces Refer to the project specifications for curing requirements 3 REINFORCING STEEL Defamed Bars Special Ductile Quality Defamed Bars Smooth Welded Wire Fabric (WWF) ASTM A 615, Grade 60 ASTM A 706, Grade 60 low alloy ASTM A 185 try = 65000 psi) Rainfadng shad be supported as specified by the project specifications and the CRS Manual of Standard Practice, 28th Edition Reinforcing steel shall be detailed in accordance with ACI standard of practice as waned in 'Detads and Deeding of Caarete Reinfacernertt, ACI 315' Lap at reinforcing bars as noted on the drawings. Where spice length is not shown, use Type Lb (Lbt for top bars) spice per development and splice length schedule Mechanical a welded butt spices shall be used sated to Archnea's approval. Mechanical spices called out on the pans shall be Type 1 unless otherwise noted Type 1 splices shall develop 125 percent of the yield rapacity of the spiced bars in both tension and compression Type 2 spices shad develop the specified tensile strength of the spiced bars in tension in addition to meeting Type 1 spice requirements. Reinforcing steel shall have protection as follows, unless noted otherwise Cover Beam Stirrups and Column Ties 1 1/2' Interior Slab Bars Nonstructural Slab -on -Grade Structural Slab -at -Grade Bottom Bars Wal Bars: Interior Faces Exposed to Earths or Weather Footirg, Pile Cap, Grade Beam Bottom Bars Top Bars Side Bars mid -depth 2' 3/4' 1 1/2' (g5 and smaller) 2' (#6 and larger) 3' (cast against earth) 11/2' 2 (g6 and larger where exposed to earth a weather) 2' Welding of reinfadng, when approved by the Architect, shad be performed using lav hydrogen dectrcdes and preheated in accordance with AWS D14, Reinforcing Steel Welding Code Welders and welding procedures shat be qualfied in accordance with AWS D14. Materials shat contam to the following Reinforcing Bars to be Welded ASTM A 706, Grade 60, low alloy Welting Electrodes E80)0( NONSHRN( GROUT: Base plate gran shat be nonshrink type with minimum Pc = 8000 psi STRUCTURAL STEEL REFERENCE SPECIFICATIONS Structural Steel High Strength Bolts Welding Welder Certification STEEL MATERALS Structural Steel Connection material embedded items, channels, angles, base pates, and miscsteel Structural Tubes Steel Rpe Strucual Botts Ander Rods Threaded Rads Welting Electrodes 4 AISC Specification for Structural Steel Buk$ngs Specification fa Structural Joints using ASTM A 325 a ASTM A 490 Bolts AWS 011 , typical AWS 01.3 fa metal deck and cold -famed framing AWS 018 fa supplemental seismic provisions AWS prequalified joint details American Welding Society (AWS) Washington Association of Officials (WARD) ASTM A 992 ASTM A 36, unless noted Structural sled design, fabrication and erection shaft conform to the requirements of Chapter 22 of the International Building Cade Al members are to be erected with natural and camber a induced camber up, unless otherwise noted on the plans Substitution of member saes a steel grade will not be allowed without prior approval of the Architect Boded connections are to be of high strength ASTM *A 325* or *A 490* belts as showrt unless noted otherwise A minimum of two bolts is required for at beam corrections. Alternative connections to those sham ah these drawings wit require prior approval of the Architect. Beam camber imitated an drawings is the upward camber required n the beam as delivered to the job site. Contractor to consider camber loss, if any, doe to shipping and handing The Contractor shad be responsible for all erection aids and joint preparations that include, but are not hmfted to, erection angles, Oft holes and other aids, welting procedures required rat openings, root face dmensions, groove angles, backing bars, apes, surface roughness values, and unequal parts GALVANIZING Structural steel and connectiais, inducing pates and other steel items embedded in oorarete, which are exposed to weather and not to be panted shad be hot -dipped galvanized after latxication in canpfiance with ASTM A 123 All field welds on galvanized material shat be coated with txush applied zinc -rich paint arnptyng with the specifications WELDING At welding shat be in conformance with AISC and AWS Standards, and shat be performed by AWS-WABO-certified welders using 70 ksi electrodes and low hydrogen processes Only welds that are prequatfied, as defined by AWS, a qualified by testing shall be used Shop drawings shat show at welting with AWS A2.4 symbols. Welds shown on the drawings are minimum sizes Increase weld size to AWS minimum sizes based on thickness Mrimurn wed side shad be 3/16-nd4 unless noted otherwise. The welds shown are for the final connections. Field weld symbols are shown where field welds are required by the structural design Where field weld is not indcated, the Contractor is responsible for determining if a weld should be shop- a field -welded in oder to facilitate the structural steel erectiat ANCHORS RIND BOLTS Bind bads for HSS connections are to be hex head 1/2' dim, belt (3/4' da. sleeve) Expanding sleeve bdts Acceptable belts are Box Bolt by Kee Safety, and Hello -Bolt by Lindapter. POST -INSTALLED ANCHORS Provide post-instaled andars as specified in these drawings. Use of alternate products, a of post -installed andhors at locations not shown in these drawings, is sutjecl to the approval of the Architect Submit proposed anchors to the Architect with an CC -ES report valid fa the 2009 IBC. Submitted ICC -ES reports shat demonstrate that the andars are suitable fa use n cracked concrete Where anchors resist seismic loads, submitted ICC -ES reports shall demonstrate that the anchors are suitable fa the resistance d seismic lads HEADED SHEAR STIRS AND DEFORMED BAR ANa1CAS At headed shear studs shad conform to ASTM A 108 and shall be 3/4 -itch diameter headed studs, unless rated otherwise, Stud lengths after weld shad be as shown on the drawings Defamed bar anchors (DBA) shad conform to ASTM A 496 and shad be of the size and length shown on the drawings At studs and defamed bar anchors shall be automatically end welded in shop a field with equipment recommended by manufacturer. ASTM A 500, Grade B ASTM A 53 Grade B ASTM A 325 ASTM F 1564, Grade 36 ASTM A 36 70 ke, low hydrogen, typical 60 Inst minimum, metal deck ASTM A 304, minimum S001 S002 S6100 SB101 SF101 S-501 S-502 S-503 DRAWING LIST General Notes Inspection Schedule, Symbols and Abbreviations Ste Plan r ,/Treys Foundation Par, RECEIVED Canopy/Tre's Framing'CITY OF TUKWILA Details Details Details A 5 D C B NOV 1 6 2012 A PERMIT CENTER PERMIT SET — NOT FOR CONSTRUCTION 6 SUB -CONSULTANT frEZIOvs ltYO aVw.wa 60 FM Atat% ala em aloes warrxaa+ BBa 1208 629,5822 Fu COM 622.8110 COPYRIGHT: Any *an wwwapurge. ether than .w•u.. w.���o'w in..e a-ee o_nce.m err e. nem*fe..o uenrad - m a miov .M an ••.0I e... to 1131 from '�4,.w.•"Snap ..� er. o', with ... e.,�m.a COPYRIGHT e x ®I.0UP SEAL IBI GROUP IBI GROUP 801 Second Avenue - Suite 1400 Seattle WA 98104 1576 USA tel 206.521 9091 fan 206.521 9095 CLIENT CITY OF TUKWILA PROJECT TRLE TUKWILA URBAN CENTER TRANSIT CENTER PROJECT; ANDOVER PARK WEST STREET & WATER IMPROVEMENT PROJECT SHEET TOLE GENERAL NOTES PROJECT NO: 96010402; 98810404 DRAWN BY: M. AGUILING CHK'D BY: A. EWING SCALE: AS SHOWN DATE: 2012-11-15 SHEET NUMBER S001 SHEET: 72 44- 44pm CAD User Dovidh. Jun 21, 2012— D C B 2 SPECIAL INSPECTION SCHEDULE ESTABLEFED PER 2009 BC SECTION to & CHAPTER ft REM INSPECION c INSPECTION oorafrRs Sob Cradle 6 mmoatim X By Gebechrical e1Rwe Fmk lardstion preparation X By Go:tmaim °Sneer P1 dawned & co pactm X By Gestedaicel agnea Purer, dried pars - driving & testis X By Geoletlwicel engineer Corcrete Reinforcing *cement X Reinforcing wWdrg x Rehradng coupling X X Rea row 5 Ardta bits & insats X Pruparatinn ea test specimens X Carnets placemen X AaflesMa anchor placement X X P. note 6 Me s:Scat anchor placement X X P. note 6 Embedded steel items X Curing X Structural steel Material verification x Rel. note 7 Fabrication & erecter X RW. rote 8 HO siTegdl MOS X X Rea. rote 9 Single pass Ilea welds 5 5/16' X Rea. nae IT AJ aha Ile weds X Rea. note a Par0a /mrplee penetration wed X Rel. now R Plug & slot welds X Rea. note 93 Ober welding Welding a archers and studs X Weldes-stairdraing systems X Metal dad' with g X Fredscfrn - Spray appted X Prefab. Construction - RW. note 4 INSPECTION SCHEDULE NOTES 1The items checked with an 'X' shad be inspected in accordance with IBC Chapter 17 by a certified special Inspector from an established testing agency. For material sampling and testing requirements, refer to project specifications, the structural notes and the notes below. The testing agency shall send copies of all structural testing and inspection reports directly to the architect engineer, oontracta and budding official. My materials which fall to meet the project specifications shad immediately be brought to the attention of the architect Special inspection testing requirements appy equally to all bidder designed components. Inspection and testing requirements for systems designed by others shall be defined by the registered desgn professional responsible fa their design, except that the inspection requirements shad not be less than specified in this schedule. 2 Special Inspection is not required for work performed by a WABO Registered Steil Fabricator. At the completion of fabrication the approved fabricator shad submit a certificate of completion to the Building Official stating that the work was pa/famed in aocadance with the approved construction documents per IBC Section 171422 3 Continuous special inspection means that the special inspector is on the site at all times observing the work requiring special inspection OBC 1702). Periodic special inspection means that the special inspector is on site at time intervals necessary to confirm that all work requiring special inspection its in compliance 4. Inspection for prefabricated construction shall be the same as if the material used in the orxnstructian took place on site Continuous inspection will not be required dung prefabrication if the approved agency certifies the construction and furnishes evidence of canprance. S Continuous inspection is required for instalation of couplers Periodic inspection may be used fa verification of coupler materials 6. Inspection of post -installed anchors shall conform to the requirements of the CC -ES report 7. Structural steel identification markings shad conform to ASC 360, steel deck identification markings shad =Tam to AGC standards specified and the manufacturer's certified test reports shad be reviewed Weld IBer materials shal have identification markings to conform to AWS specification and the manufacturer's ate of compliance is required. 8. Inspection of structural steel shall be in accordance with IBC Section 1704.3 The steel frame shal be inspected for compliance with approved construction documents including bracing, A stiffening, member locations and proper application of joint details at each connection 9. Inspection of bolt Installation for pretensioning is permitted to be performed on a periodic basis when using the tum -of -nut method with matdnmarkirg techniques, the direct tension indicate method, or the attemate design fastener (twist -off bolt) method Joints designated as snug tight need only plriodc inspection 10. NI welds stead be visually inspected ri Ad compete penetration welds shad be tested ultrasonically or by using another approved method SUB -CONSULTANT Cdwat e &elms, CO Firs Arena &Rs WOO &AM waaMetm 880 ®dr E22 Fa. WV 822800 COPYRIGHT: Any abblY err illi G. x� ..GetrYnybon be 'nImam amm,w..n.a n-. .our w« .Paw s MI GR.. ame.,aw>. orec..a.a .el node- ..... ..._t•...yGROUP SEAL 2 3STRUCTURAL DRAWING SYMBOLS 4 5 rrnITTnn m@ OR N IZEIF 99'-0' 100'-0' 1 GRID BUBBLE SURFACE - SLOPE UP SURFACE - STEPPED SURFACE - SLOPE DOWN SURFACE - SLOPE TWO WAYS UNDISTURBED SOIL COMPACTED SOIL, BACKFILL OR ANY PREPARED SUBGRADE. SEE SPECIFICATIONS FOR TYPE OF MATERIAL AND PREPARATION METHOD. NORTH ARROW STANDARD SECTION CUTS BUILDING SECTION CUTS ELEVATION OF WALL OR FRAME SPOT ELEVATION (TOP OF PLYWOOD, TOP OF CONCRETE, TOP OF STEEL) TOP OF CONCRETE ELEVATION I00' -O;) TOP OF STEEL ELEVATION t00'-0' ) TOP OF MEMBER ELEVATION A WORKPOINT SLOPE STRUCTURAL ARROW (DIRECTION OF SPAN) x—x—x WELDED WIRE FABRIC REBAR TYPE FOOTING TYPE (-(-0') BOTTOM OF FOOTING ELEVATION INDICATES MASONRY WALLS (F4.0) +////////////+ IBI GROUP 181 GROUP 801 Second Avenue - Suite 1400 Seattle WA 98104 1576 USA tel 206 521.9091 10A 206521.9095 3 NO. DATE DESCRIPTION REVISIONS H• S O IEJ 100'-0" % -8" (+3') [X] [X,Y,Z] C 7/6" 4 1— STEEL IN CROSS SECTION ORDINARY MOMENT CONNECTION SEE TYPICAL DETAIL COLUMN PASSING THRU THIS LEVEL COLUMN BELOW THIS LEVEL COLUMN STARTING AT THIS LEVEL FULL HEIGHT STIFFENER SEE DETAIL NUMBER OF () BOLTS IN CONNECTION IF DIFFERENT FROM THAT SHOWN IN TYPICAL BEAM CONNECTION SCHEDULE SPECIAL DOUBLE UNE CONNECTION - SEE SCHEDULE BEAM PENETRATION SEE SCHEDULE TOP OF STEEL ± ELEVATION NUMBER OF EVENLY SPACED SHEAR STUDS SPECIAL STUD SPACING SEE DETAIL THE AMOUNT OF MID -SPAN CAMBER REVIEWED FOR CODE COMPLIANCE APPROVED DEC 1 1 2012 City of Tukwila BUILDING DIVISION CITSAITUVALA JUL 022012 PERMIT CENTER 5 CLIENT CITY OF TUKWILA Jho;` yZrf 1u1 PROJECT T11 LE STRUCTURAL ABBREVIATIONS AB ADDL ADJ AFF AGG ANCH ARCH 6/ BLDG BM BOT BRG BSMT BTWN C CAP cc CIP CJ GL CLG CUR CMU COL CONC CONN CONT CONE CONTR CODRD CP CTR CY DBA OBL DEMO DET DIA DIAG DKG DN DO DWF DWG DWL EA EF EL ELECT ELEV EO EOUIP ES EW EX EXP EXT FD FDN FF RN RG FLA FOB FS FT FTG GA GALV GEN GOVT GR HGR HK HORZ HP HSS IBC ID Anita Bolt Additional A4ustable Abate Fetish Roa Aggregate Anchor Arddtectural Bottom of Building Beam Bottom Bearing Basement Between Camber Centert Center Cast in Place Construction or Control Joint Centerline Gear Ceiling Concrete Masonry Unfit Column Concrete Connection Construction Continuous Contractor Coordinate Compete Penetration Center Cubic Yard Defamed Bar Anchor Double Demolish Detal Diameter Diagonal Decking Down Ditto Defamed Wire Fabric Drawing Dowel Each Each Face Elevation Electrical Bevator Equal Equipment Each Side Each Way Existing Expansion Exterior Floor Drain Foundation Finish Floor Finish FlangeRoor Face of Budding Far Side Feet Footing Gauge Galvanized General Government Grade Hanger Hook Horizontal High Point Hollow Structural Section International Building Code Inside Diameter TRANSIT CENTER E IN INFO INT JST JT K KSF LF LLH LLV LP MAX MECH MFR MIN MSC MOM MC NOM NO NS NS NTS OC OD OF OPNG OPP P PC PEN PL PL PPL PP PSI PSF PT R RD RENF REM REM) RNO FO RTN SC SCHED SECT SHT SIM SOG SP SPEC SO ss STD STIFF STIRR STL STRUCT SUFP SYM T/ TSB THK THRU TRANS TYP UNO VERT WHS WL W/0 WP WWF haat Elevation Inside Face Inch Information Interior Joist Joint Kip 11,000 tbsJ Kips per Square Foot Lineal Foot Long Leg Horizontal Long Leg Vertical Low Point Maximum Mechanical Manufacturer Minimum Miscellaneous Moment Not in Contract Nominal Number Near Side Nonshrink Not to Scale On Center Outside Diameter Outside Face OPening Opposite Post Piece Penetration Rate Property Line Panel Partial Penetration Pounds Per Square Inch Pounds Per Square Foot Point Radus Roof Drain Reinfadng RernainfdaRequired Round Rough Opening Retum Slip Critical Schedule Section Sheet Similar Slab -on -Grade Space Square Specification Stainless Steel Standard Stiffener Stirrup Steel Structural Support Symmetrical Top of Top and Bottom Thick(ness) Through Transverse Typical Unless Noted Otherwise Vertical Wth Welded Headed Stud Water Line Without Work Point Welded Wire Fabric PERMIT SET - NOT FOR CONSTRUCTION 6 SHEET TITLE D C B A y, June 21, 2012 4:44:43 PM by Dave Huang u INSP. SCHEDULE, - SYMBOLS & ABBREV. PROJECT NO: 24735.3 DRAWN BY: M. AGUILING CHK'D BY: A. EWING SCALE: AS SHOWN DATE: 2012-06-22 SHEET NUMBER S002 REV. F. C B TRANSIT CENTER MARKER FOUNDATION, SEE 8 S-504 FOR FRAMING SEE 1/S505 2 CABLE FENCE, SEE 1/S-504, TYP CANOPY, SEE CONCRETE PLANTER 1/SB101 & 1/SF101 WALL, TYPE A. PER TYP 5C/S-503 3 ( CONCRETE PLANTER WALL, TYPE A, PER 5C/S-503 PEDESTRIAN LIGHT. SEE 2/S-504 FOR FOUNDATION, TYP A BAKER BLVD STOP OPARTIAL PLAN NO SCALE PEDESTRIAN LIGHT, SEE 2/S-504 FOR FOUNDATION, TYP CONCRETE PLANTER WALL, TYPE 82 PER 5D/S-503 PEDESTRIAN LIGHT, SEE 2/S-504 FOR FOUNDATION, TYP CONCRETE PLANTER WALL, TYPE B3 PER 5D/S- 503 4 CONCRETE PLANTER WALL, TYPE A2 & A3. PER 5C/S-503 TYP SOUTH BOUND TRANSIT CENTER PARTIAL PLAN NO SCALE RAPID RIDE TECH PYLON. SEE 6/S-504 FOR FOUNDATION, TYP 111 CANOPY, SEE 1/SB101 & 1/SF101 RAPID RIDE TECH PYLON. SEE 6/S-504 FOR FOUNDATION, TYP RAPID RIDE BLADE MARKER. SEE 4/S-504 FOR FOUNDATION, TYP SEE PARTIAL PLAN 7/S-504 CONCRETE PLANTER WALL. TYPE 82 & 63. PER 5D/S-503 TYP RAPID RIDE, BLADE - --- -. MARKER. SEE 4/S-504 FOR FOUNDATION, TYP 5 CONC PLANTER WALL TYPE A2 & A3 PER 5C/S503 CONCRETE PLANTER WALL, TYPE A, PER 5A/S-503 TYP CABLE FENCE. SEE 1/S-504, TYP 2 CONCRETE PLANTER WALL, TYPE A3. PER 5C/S-503 TYP SOUTH BOUND TRANSIT CENTER, PLAN "1" CONCRETE PLANTER WALL, TYPE A3, PER 5B/S-503 TYP NORTH BOUND TRANSIT CENTER PARTIAL PLAN NO SCALE 3 I STOP, PLAN "3" 4 NORTH BOUND TRANSIT CENTER, PLAN "2" 6 CONCRETE PLANTER WALL. TYPE 82 & 83, PER 5D/S-503 TYP REVIEWED FOR CODE COMPLIANCE APPROVED DEC 1 1 2012 City of Tukwila BUILDING DIVISION NOTE: CONC PLANTER WALL TYPE B2. & B3 PER 5D/S503 TRANSIT CENTER MARKER FOUNDATION, SEE 8 S-504 SEE 1/S505 C B RECEIVED CITY OF TUKWILA SEE ARCH SITE PLANS FOR CONC PLANTER WALL TYPE LAYOUT. NOV 1 6 2012 PERMIT CENTER A PERMIT SET — NOT FOR CONSTRUCTION 5 6 SUB -CONSULTANT 601 Filth Am* 810. B00 SOUR B1lBIYpm1 68131 MOS) 62251122 Fax QOM 6E2680 COPYRIGHT: Mn... o, ...um a any ,.mo.. >P« Mon by lel Ow0 o fort*, v* 0n..a,.,5 n.,. onel owns. I. WI dOubroong orgl conMons. on " $h..na rnaw e. inn.e ..r,nlo owem.n. ons . �° reldou COPYRIGHT 0201: NI GROUP SEAL IBI GROUP IBI GROUP 801 Seco.] Avenue • SAM 1400 Seat0o WA 98104 1576 USA Lal 206 521 9091 fax 206 521 9095 CITE NT CITY OF TUKWILA PROJECT TOILE TUKWILA URBAN CENTER TRANSIT CENTER PROJECT; ANDOVER PARK WEST STREET & WATER IMPROVEMENT PROJECT SHEET TITLE SITE PLAN PROJECT NO 96010402; 98810404 DRAWN BY M AGUILING CHKD BY A EWING SCALE AS SHOWN DATE 22012-11-15 SHEET NUMBER SHEET: SS100 74 GXX D C B A PER ARCH T NT —8^ CONC WALL, TYP SEE 50/S503 7.0x10.0 II :I : L L' it I II 11 ....1 1 ....... F8.0 tI <F7.0x10.0) j 1100- CONC WALL TYP SEE t ..-- .-----._-SS101-FOR ADDI110NAL 1 1 INFO WALL.. JOINT It 1 CANOPY , ABOVE, ....... SEE 1/SF101 CANOPY FOUNDATION PLAN 2 SB101 SPREAD FOOTING SCHEDULE LOCATION MARK SIZE DEPTH* BOTTOM REINFORCING SOUTH BOUND TRANSIT CENTER PER A/SS100 F8.0 8'-0"x8'-0" 18" (7) #6 EW NORTH BOUND TRANSIT CENTER PER B/SS100 F7.Ox10.0 7'-0"x10'-0" 18" (7) #6 SHORT DIRECTION (10) #6 LONG DIRECTION * BOTTOM OF FOOTING 2'-8" BELOW GRADE, UNO. 3 4 6 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 1 1 2012 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA D C B NOV 1 6 2012 PERMIT CENTER A 0 2' 4' PERMIT SET — NOT FOR CONSTRUCTION 5 6 SUB -CONSULTANT [asrW ept.ss ml F891 Arms WM BOO Beam nentitan 6007 MD 629-5822 FM ¢081 MN= COPYRIGHT: Any npozgamon aNgrewon ow aGoya dimmable forbidden_ md""•5.new ^.van�mrwad ceo-..nM ^e a Gaup OW be (MRS Wid eendFanw Mal be eubmiged Oro. ewe. f . �� ReH1 o SEAL IBI CROUP IBI GROUP 801 Seco0 Avenue - Suite 1400 Seattle WA 98104 1576 USA tel 206.521 9091 fax 206.521 9095 CLIENT CITY OF TUKWILA PROJECT TITLE TUKWILA URBAN CENTER TRANSIT CENTER PROJECT; ANDOVER PARK WEST STREET & WATER IMPROVEMENT PROJECT SHEET TITLE FOUNDATION PLANS PROJECT NO: 96010402; 98810404 DRAWN BY: M. AGUILING CHK'D BY: A. EWING SCALE: 1/2,1,0 - DATE: 2012-11-15 SHEET NUMBER SB101 SHEET: 75 OF XX 8 s D C B A 1 2 2 0 8, 3 4 PENETRATION FOR LIGHT, TYP. 21,± HOLE FOR CONDUIT/GROMMET COORD SIZE OF HOLE W/ GROMMET TRANSLUCENT ROOF, ATTACHMENT & FRAME PER SUPPLIER NOTES: 1. ALL STEEL TO BE ARCHITECTURALLY EXPOSED STRUCTURAL STEEL CANOPY FRAMING PLAN 1n.=1'-0" 2"0± HOLE FOR CONDUIT/GROMMET. COORD SIZE OF HOLE W/ GROMMET REQUIREMENTS BRACKET CONN PER 7/S501 TRANSLUCENT ROOF PANEL PER ARCH 3 4 5 5 6 REVIEWS FOR OR CODE COMPLIANCE APPROVED DEC 1 1 2012 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 1 6 2012 D C B PERMIT CENTER A 0 2' 4' PERMIT SET - NOT FOR CONSTRUCTION 6 SUS -CONSULTANT /iiiiile WI RA Ataxia 9x101 BOO &Nitta Wastivb, DWI 209 822.58a Fax We 6 2= COPYRIGHT: Any cop = eAso-tramAso-tram bm .7 P.pa. . gun nm Gimp anal Ha...ea.�rwpmmuoon* 1mon� p.e®I p loreoGsans a. a...eShop drawings awe..m.nwa = mi maw Is wn=..i e.w. w.v.a.e +e. nbecens . COPYRIGHT • 2012 MI GROUP SEAL IBI GROUP IBI GROUP 801 Second Avenue - Suite 1400 Seattle WA 98104 1578 USA tat 206.521.9091 fax 206.521.9095 CLIENT CITY OF TUKWILA PROJECT TITLE TUKWILA URBAN CENTER TRANSIT CENTER PROJECT; ANDOVER PARK WEST STREET & WATER IMPROVEMENT PROJECT SHEET TITLE FRAMING PLANS PROJECT NO: 96010402: 98810404 DRAWN BY: M. AGUILING CHK'O BY: A. EWING SCALE: 1/2'=1'-0' DATE: 2012.11-15 SHEET MJAGER SF101 SHEET: 76 0XX PER ARCH T EQ 4'-O' 4'-0' 4'-0' EQ HSS 7.50x0.500 L =�/ WT 9x17.5 (TAPERED) DO • WT 9x17.5 (TAPERED) 2"0 SOLID ROD -67 0 0 0 0 0 o HSS 75000.50° b O v,19 L O Q. �., PENETRATION FOR LIGHT, TYP. 21,± HOLE FOR CONDUIT/GROMMET COORD SIZE OF HOLE W/ GROMMET TRANSLUCENT ROOF, ATTACHMENT & FRAME PER SUPPLIER NOTES: 1. ALL STEEL TO BE ARCHITECTURALLY EXPOSED STRUCTURAL STEEL CANOPY FRAMING PLAN 1n.=1'-0" 2"0± HOLE FOR CONDUIT/GROMMET. COORD SIZE OF HOLE W/ GROMMET REQUIREMENTS BRACKET CONN PER 7/S501 TRANSLUCENT ROOF PANEL PER ARCH 3 4 5 5 6 REVIEWS FOR OR CODE COMPLIANCE APPROVED DEC 1 1 2012 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 1 6 2012 D C B PERMIT CENTER A 0 2' 4' PERMIT SET - NOT FOR CONSTRUCTION 6 SUS -CONSULTANT /iiiiile WI RA Ataxia 9x101 BOO &Nitta Wastivb, DWI 209 822.58a Fax We 6 2= COPYRIGHT: Any cop = eAso-tramAso-tram bm .7 P.pa. . gun nm Gimp anal Ha...ea.�rwpmmuoon* 1mon� p.e®I p loreoGsans a. a...eShop drawings awe..m.nwa = mi maw Is wn=..i e.w. w.v.a.e +e. nbecens . COPYRIGHT • 2012 MI GROUP SEAL IBI GROUP IBI GROUP 801 Second Avenue - Suite 1400 Seattle WA 98104 1578 USA tat 206.521.9091 fax 206.521.9095 CLIENT CITY OF TUKWILA PROJECT TITLE TUKWILA URBAN CENTER TRANSIT CENTER PROJECT; ANDOVER PARK WEST STREET & WATER IMPROVEMENT PROJECT SHEET TITLE FRAMING PLANS PROJECT NO: 96010402: 98810404 DRAWN BY: M. AGUILING CHK'O BY: A. EWING SCALE: 1/2'=1'-0' DATE: 2012.11-15 SHEET MJAGER SF101 SHEET: 76 0XX 45am CAD Us HSS PER PLAN TYP ALL WT—HSS CONN 3 16 CL (2) 3/4"0 BLIND BOLTS HSS 8.625x0.500 x0' 8" 5 16 (2) 1/2" PL SHAPE PER ARCH c -c HSS SEAT CONNECTION 1 1/7,1,0" 1 WT BEYOND PER PLAN SPLICE PER 2/S-501 STD PIPE PER SECTION REVIEWED FOR CODE COMPLIANCE APPROVED DEC 1 1 2012 City of Tukwila BUILDING DIVISION 2 CL STD PIPE PER SECTION (2) 3/8" PL SHAPE PER ARCH 7. /N ROD PER SECTION CL B -B CL ROD -TO -STD PIPE CONNECTION 1 1rz•=1'-0• CL 3/8" CAP PL 3/16 STD PIPE PER SECTION 3 CL CL 7. 4 3/4"0 BOLT, STAINLESS STEEL (2) 8 PL SHAPE PER ARCH ROD PER SECTION HSS PER PLAN A -A ROD -TO -HSS CONNECTION 1 1/2'=1'-0' DETAIL 4 6 TURNBUCKLE TAPERED WT PER PLAN D NOTE 2 NOTE 2 31 12 CONC PLINTH HSS PER PLAN CONC 11�� PLANTER WALL • s FTG PER PLAN TYPICAL CANOPY SECTION NOTES: C 1. ALL STEEL TO BE ARCHITECTURALLY EXPOSED STRUCTURAL STEEL. 2. AT TIPS OF TAPERED WT, ALLOWABLE VERTICAL TOLERANCE SHALL NOT EXCEED 1/4" 0 ERECTION. STD PIPE PER SECTION 5 1/2'=1'-0' CL B STD PIPE PER SECTION 1" PL DETAIL CP, GRIND SMOOTH CP, GRIND SMOOTH RECEIVED CITY OF TUKWILA A 1 1/2'=1'-0• NOV 1 6 2012 PERMIT SET - NOT FOR ENTaTal 6 SUB -CONSULTANT ROI Mr Mona 9M WO WI67 622- Ft6 GOD 82291103 COPYRIGHT: +m fir ame*r>any r.w. m.mm 00x0i0d by MI Gm. 10.0101, Wr001 6.010100. hen pax. ow, ooled dlonsarn. mu Ol• mranon ve*Wm an. was mmn :.m - ar""..N. 0110M Haos rei 0201. Wpm.e e.m,. w0•001o.0 ""mwn. COPYRIGHT 0 2012 131 GROUP EAL IBI GROUP 181 GROUP 801 Second Avenue - Su6e 1400 Seattle WA 98104 1576 USA lel 206.521.9091 fax 206.521.9095 CLIENT CITY OF TUKWILA PROJECT TITLE TUKWILA URBAN CENTER TRANSIT CENTER PROJECT; ANDOVER PARK WEST STREET & WATER IMPROVEMENT PROJECT SHEET TITLE DETAILS PROJECT NO: 96010402, 98810404 DRAWN BY', M AGUILING CHK'D BY. A. EWING SCALE AS SHOWN DATE. 2012.11.15 SHEET NUMBER S-501 SHEET: 77 OXX am CAD User: jes -; 0 a u z E EL 0 i E m 1 8 r, c!" j U 0 o� I _ E 2 5 ,77 a 'a 1 D C B A 2 CL 3 OVERSIZE BOLT HOLES PER AISC RECOMMENDATIONS N CL N In PLAN DETAIL AT BASE PLATE CP 2"0 OPENING FOR CONDUIT PL 1x14x1'-2" 1 12'=1'-0• (GRID U U 2 COLUMN PLINTH REINF 1 112•=1'-0• 3 #6 CAGE REINF #6 EPDXY DOWELS #4 11ES, TYP 4 #6 EPDXY DOWELS W/ 1'-0" EMBEDMENT 4/S-501 v 5/S-501 CL 12 r 1/8 7 1" MIN - 3" MAX CNON-SHRINK GROUT i-- 5 STD PIPE PER SECTION PRECAST CAP & CONN SEE ARCH #6 CAGE REINF, TYP #4 TIES, TYP WALL TYPE PER ARCH (5) 3/4"0 WHS, x 0'-4" EA SIDE (20 TOTAL) SEE ARCH FOR REVEAL IN WALL MIN WASHER SIZE PER AISC RECOMMENDATIONS (4) 3/4"0 F1554 ANCHOR RODS FTG PER PLAN 1 RETAINING WALL PER PLAN #4 TIES 0 12" OC, TYP (3). #4 L TIES 12 OC, TYP 1 1 2" CLR, TYP 2"0 OPENING FOR CONDUIT COLUMN PLINTH REINF (20) #6 EPDXY DOWELS #6 PCAGE REINF, TY 1112 1-0• 4 5 6 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 1 1 2012 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 1 6 2012 PERMIT CENTER PERMIT SET - NOT FOR CONSTRUCTION 6 D C B A SUS -CONSULTANT Eigiri [away Ovary 801 Filth Awn* 91b 800 6466* R4sWptm 98131 20916123822 Fa 2081 622880 COPYRIGHT: Any "Paanan"eerew,. ear Wry pupae t a— Dn." sem ca dimeros.. Contra." ions. Wry boy WA Ire Normal a/ any wile... born P. cl•nmskra erielilons an en Om ar*, snow a,wn9„w r,oa"ml sw.+ma. aem*a.an mesa. COPYRIGHT eZan ®i GAWP SELL IBI GROUP IBI GROUP 801 Second Avenue - Sane 1400 Seattle WA 98104 1576 USA lel 206.521.9091 NIA 206.521.9095 2012-11-19 - PERMIT RESUBMITTAL DATE AFAR DESCRIPTION REVISIONS CLENT CITY OF TUKWILA PROJECT TITLE TUKWILA URBAN CENTER TRANSIT CENTER PROJECT; ANDOVER PARK WEST STREET & WATER IMPROVEMENT PROJECT SHEET TITLE DETAILS PROJECT NO: 96010402; 98810404 DRAWN BY: M. AGUILING CHK'D BY: SCALE: A EWING AS SHOWN DATE: 2012-11-15 SHEET NUMBER S-502 SHEET: 78 OF XX Jun 21, 2012-04.43 43pm CAO Uses• Do D C B A f1 m a #4 0 10" OC, HORIZ ALTERNATE HOOK N e N o PLANTER WALL TYPE A - NORTHBOUND TRANSIT CENTER CLR 5A 10" 8"®B2 ® e3 SEE ARCH FOR REVEAL IN CONCRETE la #4 ® 18" OC VERT & HORIZ PRECAST CAP & CONNECTION, SEE ARCH (2)#4 CONT 3" MIN CLR #4 0 10" 00, HORIZ I #4 L ® 12" 00 r 2'-10" PLANTER WALL TYPE B2 & B3 - NORTHBOUND & SOUTHBOUND TRANSIT CENTER 5D CONCRETE PLANTER WALL DETAILS 2 M 0 x 3 #4 ® 10" OC, HORIZ #4L ®12" OC 3,-4" PLANTER WALL TYPE A3 - NORTHBOUND TRANSIT CENTER 5B 1 #4 ® 10" OC, HORIZ #41_ 0 12" OC PLANTER WALL TYPE A, A2 & A3 - SOUTHBOUND TRANSIT CENTER NOTES: 1. SEE ARCH FOR JOINTING & REVEALS IN CONCRETE. 2. WHERE CONCRETE WALLS OCCUR AT CANOPIES, WALL DOWELS TO EXTEND INTO CANOPY FOUNDATIONS. 5C 1=1' 1 2 3 Lbt 4 et �-- CORNER BAR 2 STD HOOK INTERSECTION BAR UP TO —0" TO 4'-0" 2'-0" t I 1308 W/180' HOOKS 180' HOOK • L TYP WALL STEEL HOOK BAR W/ 180' HOOKS UP TO —0" TO 4'-0" 2'-0" t I1 1308' PLAN VIEW TIP WALL STEEL HOOK BAR W/ 180' HOOKS END BAR U3,- CDTYPICAL CONCRETE WALL DETAILS NO SCALE NO PIPES SHALL PASS THRU FTG t0 3D OR 6" (WHICHEVER IS GREATER) CUR MIN BETWEEN ADJACENT PIPE SLEEVES — z WALL FOOTING OPTIONAL CONSTR JT IE_e ILEO �1F METAL SLEEVE DIA = PIPE DIA + 2' MIN ELEVATION M 0 12" I MIN PROVIDE COLLAR AROUND PIPE TO KEEP DIRT OUT OF SLEEVE SECTION 2 MAXIMUM EXTENT OF EXCAVATION NOTES: 1. STEP F0011NG PER TYPICAL STEPPED FOOTING DETAIL AS REQUIRED TO SATISFY THESE CONDI 2. GENERAL CONTRACTOR TO COORDINATE EXACT DEPTH AND LOCATION OF PIPE. 3. D SHALL NOT EXCEED 8'. CDTYPICAL DETAIL OF PENETRATION @ FOOTINGS NO SCALE 4 5 if STEP SYMBOL ON PLAN LOW SIDE OF STEP TO MATCH FOOTING BOT REINF SEE STRUCTURAL NOTES FOR COVER fc= 3,000 psi or greater fy =60,000 psi TG TRIC (MIN) (MIN) TYPICAL STEPPED FOOTING DETAIL NO SCALE Size Ld Ldt Lb Lbt Ldh f4 22 28 28 37 11 f5 27 36 36 46 14 /6 33 (49) 43 (64) 43 (64) 56 (83) 16 /7 48 (72) 62 (93) 62 (93) 81 (121) 19 /8 55 (82) 71 (107) 71 (107) 93 (139) 22 /9 62 (93) 80 (120) 80 (120) 104(157) 25 110 70 (104) 90 (136) 90 (136) 118 (176) 28 111 77 (116) 100(151) 100(151) 131 (196) 31 D C NO S- 1. USE THE LENGTHS IN THIS SCHEDULE, UNLESS NOTED OTHERWISE. 2. USE LENGTH IN () WHEN BAR COVER IS db OR LESS OR BAR CLEAR SPACING IS 2db OR LESS. 3. A TOP BAR IS A HORIZONTAL BAR WITH MORE THAN 12" OF FRESH CONCRETE CAST BELOW IT. g CDDEVELOPMENT AND SPLICE LENGTH SCHEDULE NO SCALE N5 REVIEWED -FOR CODE COMPLIANCE APPROVED DEC 1 1 2012 City of Tukwila BUILDING DIVISION 5 cITRr 1 JIWALA A JUL 0 2 2012 PERMIT CENTER PERMIT SET - NOT FOR CONSTRUCTION 6 SUBCONSULTANT Earn 0>t61/0 Ergkess 621 FM Avv% Was B9 98.916 WslYlAT 96121 COLO 6225122 Fax 2081 622980 COPYRIGHT: Any rec"ee.een Or meaumen Io- any w"ose ane elan itueieneng ey,e Grop.a Nre"oen V"wn emmsonsaw ears e.A w be Deepen*. fee el durremsens and 1,011.0112. on Me Fe ane ie Group Mal en n lee aanrdraw, Shop a..We be.1",•a isheen Gm. a aoeor"ewer pewee e n laerreaten SEAL IBI GROUP 181 GROUP 801 Second Avenue - Stole 1400 Seattle WA 98104 1576 USA tel 206.521.9091 fax 206,521.9095 NO DATE APPR DESCRIPTION REVISIONS CLIENT CITY OF TUKWILA PROJECT TITLE TRANSIT CENTER SHEET TITLE DETAILS PROJECT NO: 24735.3 DRAWN BY: M. AGUILING CHK'D BY: A. EWING SCALE: AS SHOWN DATE: 2012-06-22 SHEET NUMBER S-503 REV: (c MANHOLE TRUNCATE VERIFY DIM IN FOOTING FIELD #4 ® 4" OC 5 WT8x15.5, TAPERED (PER ARCH) TYP 3/16" CABLE & ANCHORAGE PER ARCH 6 (4) 1/2"0 ALL -THREAD RODS IN SLEEVES W/ 3/8"x1"x1" PL WASHER STANDARD WALL REINF WT5x7.5 SEE ARCH FOR SHAPE A lb i'I REVIEWED FOR CODE COMPLIANCE ) 4 VERTS ®3" OC APPROVED #4 8" OC DEC 1 1 2012 #4 RIM BARS // / MANHOLE PER CIVIL FOUNDATION MANHOLE NO SCALE TRANSIT CENTER MARKER. SEE ARCH i0 re —J FTG 6' -0"x6' -0"x1.-6" A SUB -CONSULTANT 6'-0" TRANSIT CENTER MARKER FOUNDATION Covultlegt Bunsen 041 F50, Arms 811te 1800 8.10)R N4eNpt4, BB01 fAB1 622-5922 Pm QOM 622100 COPYRIGHT: wwR.a'-tee__* wmr�"h.a'da—a, .w.w... eracadance Mammon. Cantea.r...111 ma', and to 0.101. shad be Imam. a/ any varlattes hum dawn and candtlerat *an Pe dm... ...war. shad sutangebd COPOUGHT em,: mI GROUP EAL ANCHOR BOLTS & BASE PLATE (BY OTHERS) PLINTH 3'-9 1/2"x1'-5" (VERIFY W/ TECH PYLON REQUIREMENTS) io r (12) #4x 4I DOWELS EQUALLY SPACED — SITE PAVING -H t0 f O TRUNCATE FOOTING CO WALL SECTION MANHOLE MANHOLE NO SCALE 1) tY 0 (8) #6 EA WAY. T&B MAT 5'-0" 2 FTG 3' -0"x5' -0"x1'-6" (6) #6 EA WAY IBI GROUP IBI GROUP 801 Second Avenue - Suite 1400 Seattle WA 98104 1576 USA tel 208.521 9091 fax 208.521 9095 PRECAST CAP & CONNECTION, SEE ARCH WALL TYPE B4 PER ARCH SEE ARCH FOR REVEAL IN CON o x WALL 1< cV � CL POST 4" 2'-0" (4) 1/2"0 SIMPSON TITAN HD ANCHORS W/ 3/8"x1"x1" PL WASHER END OR SINGLE SIDED CONNECTION BLADE MARKER REINF PER 5D/S-503 1 BLADE MARKER FOUNDATION 4 CLENT CITY OF TUKWILA (4) #5 ADDED INTERMEDIATE CONNECTION CONC PIER CABLE BARRIER CONNECTIONS to (4) #4x iv 1 DOWELS 12"O PEDESTAL (0 0 RECEIVED CITY OF TUK1N. IL.A NOV 1 6 2012 PERMIT CENTEFi PROJECT TITLE CL COLUMN ALL, T DOUBLE SIDED CONNECTION PEDESTRIAN COLUMN BASE PLATE & ANCHORS PER MTR COLUMN c- SITE PAVING #3 SPIRAL W/ 2 1/2" SPACING J \ \ FTG 3' -0"x3' -0"x1'-6" \\\� (4) #5 EA WAY PEDESTRIAN LIGHTING FOUNDATION PERMIT SET - NOT FOR CONSTRUCTION 5 TUKWILA URBAN CENTER TRANSIT CENTER PROJECT; ANDOVER PARK WEST STREET & WATER IMPROVEMENT PROJECT 6 SHEET TITLE DETAILS C B A PROJECT NO: 96010402; 98810404 DRAWN BY: M. AGUILING CHK'D BY: A. EWING SCALE: AS SHOWN DATE: 2012-11-15 SHEET NUMBER S-504 SHEET: 80 GF D C B A °DETAIL 1° ANCHOR ROD FTG REBAR W ODETAIL 3/8°PL 4°X4x W/ DOUBLE BOLTS (3) #405-0° ADDED EA WAY 2 GRIND SMOOTH 1' PL, GRADE 50 6- NOTE: 1. WT 22x167.5 CM BE SUBSTITUTED FOR BUILT UP SECTION 0 CONTRACTORS OPTION. NOTES: 1. SEE 7/S503 FOR ANCHOR BOLT DETAILS. 2. SEE 4/S505 FOR POST DIMS. 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DATE APPR DESCRIPTION REVISIONS WOG 6 B JUL 0 2 2012 A PERMIT CENTER PERMIT SET - NOT FOR CONSTRUCTION 5 PROJECT TOLE r SEEPARA t ji KANSIT cPtMAF AND APPROVAL RQ 24735.3 D. HENNI 6 SHEET TITLE REFLECTED CEILING PLANS CHK'D BY: C. LI SCALE: 114. = DATE: 2012-06-22 stisET NUMBER EL401 REV: 1 2 1 3 PROVIDE 2x4' ACCE HOLE ON BACKSIDE OF HSS WITH COVER SURFACE MOUNT LED UPLICHT ROUTE FLEX CONDUIT THROUGH WINDSCREEN FRAME TO FEED SURFACE MOUNT LED FIXTURES. SEE ARCHITECTURAL FOR ADDITIONAL INFORMATION RIGID CONDUIT TO FLEX CONDUIT COUPLER PROVIDE 2'x4' ACCESS HOLE ON BACKSIDE OF HSS WITH COVER SUB -CONSULTANT r 1 1 TYPICAL SHELTER CONDUIT ROUTING DETAIL AT WINDSCREEN FRAME COPYRIGHT: ny=�iytdb SIvmews a.. wow ar dal NeiSeo bobber. CAelee er S*Ty.. br are bo rm�i.rua..m maTmm.M w.N Rba ns an 0' eVS �e.e,.: Kevin EIIis b From: Sent: To: Subject: Thank you. Anthony Stolz <Anthony@RCNW.com> Monday, May 02, 2016 7:42 AM Kevin EIIis RE: 1413 - Tukwila Urban Transit Center - Bus Shelters - Final Building Inspection Anthony Stolz Project Manager Road Construction Northwest, Inc. FM - 2500 2500 East Valley Road, Suite C-3, Renton, WA 98057. PO Box 188, Renton WA 98057 Tel 425-254-9999, Fax 425-271-1747, Cell 425-531-0971 Anthony@RCNW.com RECEIVED CITY OF TUKWILA APR 2 6 2016 Notice: Thia mresu,r e, iar lue hN ,rttue.hnrents, , uruuins rur)./itentiot and pririleherel in/Lrm,rliu,, /'1 the eta /ash,' use ofth,PERMIi ie'CENi rrE,Ruri ed u.,t is prohibited. If [Iris email is not feu ,uu. pleer.s - nutifr the sender and then test tua ta- nre.sser e.,. Thual van. From: Kevin EIIis[mailto:Kevin.Ellis@TukwilaWA.gov] Sent: Monday, May 02, 2016 7:31 AM To: 'Anthony Stolz' <Anthony@RCNW.com> Cc: Jerry Hight <Jerry.Hight@TukwilaWA.gov> Subject: RE: 1413 - Tukwila Urban Transit Center - Bus Shelters - Final Building Inspection Hi Anthony, Finaled this one on Friday 4/29/16. Please let me know if you have other questions. Thanx, KC From: Anthony Stolz [mailto:Anthony@RCNW.com] Sent: Tuesday, April 26, 2016 2:21 PM To: Kevin EIIis Cc: 'Matt Wagester'; brian@rcnw.com; 'THR'; 'Jeff Ka nye Subject: 1413 - Tukwila Urban Transit Center - Bus Shelters - Final Building Inspection Kevin, Last November we met for the final building inspection, after which there was a single item left to confirm for final sign off. I had mistakenly thought this was already taken care of, but apparently is still outstanding. Please see the attached inspection report, which requests more info on the installed panels for snow loading. The max spans are shown in the attached grid for the 2 %" TBI (Heavy) panels, which are within range for a calculated 25PSF. Please let me know if this is sufficient to close out this permit, so I can call to schedule one. The permit expires on 5/4 and I have been requested to try to take care of this prior to expiration. Thanks, Anthony Anthony Stolz Project Manager Road Construction Northwest, Inc. 25Gn Nast valley Road, Suite C-3, Renton, WA 98057. PO Box 188, Renton WA 98057 Tel 425-254-9999, Fax 425-271-1747. Cell 425-531-0971 Anthony@RCNW.com 1 4/1/2016 City of Tukwila Department of Community Development CYNDY KNIGHTON 6300 SOUTHCENTER BL, STE 100 TUKWILA, WA 98188 RE: Permit No. D12-225 TUKWILA TRANSIT CENTER ANDOVER PK W & BAKER BL Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 5/4/2016. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 5/4/2016, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, a),J1 Bill Rambo Permit Technician File No: D12-225 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 9/1/2015 • • City of Tukwila Department of Community Development CYNDY KNIGHTON 6300 SOUTHCENTER BL, STE 100 TUKWILA, WA 98188 RE: Permit No. D12-225 TUKWILA TRANSIT CENTER ANDOVER PK W & BAKER BL Dear Permit Holder: Jim Haggerton, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 10/20/2015. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 10/20/2015, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo2 Permit Technician File No: D12-225 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 3/2/2015 • City of Tukwila Department of Community Development CYNDY KNIGHTON 6300 SOUTHCENTER BL, STE 100 TUKWILA, WA 98188 RE: Permit No. D12-225 TUKWILA TRANSIT CENTER ANDOVER PK W & BAKER BL Dear Permit Holder: Jim Haggerton, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 4/20/2015. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 4/20/2015, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, u ,� Bill Rambo Permit Technician File No: D12-225 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 7/1/2014 . City of Tukwila Department of Community Development CYNDY KNIGHTON 6300 SOUTHCENTER BL, STE 100 TUKWILA, WA 98188 RE: Permit No. D12-225 TUKWILA TRANSIT CENTER ANDOVER PK W & BAKER BL Dear Permit Holder: Jim Haggerton, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 8/23/2014. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 8/23/2014, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, -1)4-401- Bill Rambo Permit Technician File No: D12-225 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 November 18, 2013 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Cyndy Knighton City of Tukwila, Public Works 6300 Southcenter Bl, Ste 100 Tukwila WA 98188 RE: Request for Extensions #4 Tukwila Transit Center Permit ApplicationsiIM0245 & EL12-0650 Dear Ms. Knighton, This letter is in response to your written request for an extension to Permit Numbers D12-225 and EL12- 0650. The Interim Building Official has reviewed your letter and considered your request to extend the above referenced permits. It has been determined that the City of Tukwila Building Division will be extending your permits an additional two months from the date of expiration. Consequently, the expiration dates for the above referenced permits is February 26, 2014. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, W'{ all File: Permit No. D12-225 & EL12-0650 W:\Permit Center\Extension LettersWpplications\2012\D12-225 Application Extension #4.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 1 • Bill Rambo From: Cyndy Knighton Sent: Tuesday, November 05, 2013 10:18 AM To: Bill Rambo; Jennifer Marshall Subject: D12-225 & EL12-0650 Extension Bill & Jennifer - Here we are, once again, with me requesting an extension on the two permits referenced above. As you know, it is the City's intention to have acquired the permit approval for the Tukwila Transit Center but to have our contractor be the one the permit is ultimately issued to. We advertised for bids starting September 17, 2013 and opened bids three weeks later on October 8th. Award of the contract through Council approval is underway and is expected on November 18, 2013. I do not know exactly when the Notice to Proceed will be issued to the successful contractor. I have to anticipate that it will be unlikely that the contractor will be ready to pick up these two permits prior to their expiration on December 26, 2013. Therefore I respectfully request one more extension for both permits, anticipating that they will be issued to Road Construction Northwest, Inc. sometime in the fi'rst quarter of 2014. Cyndy Knighton Senior Program Manager - Transportation 206.431.2450 Direct 206.433.0179 Main The City of opportunity, the community of choice. 01)3— 4cTJ�oiJ Cis 1ArvTI is Z /04: iRECEIV D CI9'v Or r4KWILA i4OV 06 20131 ., ... -:,7EI TER 11-01-2013 City of Tukwila Jim Haggerton, t19a}nor Department of Community Development Jack Pace. Director CYNDY KNIGHTON 6300 SOUTHCENTER BL, STE 100 TUKWILA, WA 98188 RE: Permit Application No. D12-225 TUKWILA TRANSIT CENTER Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 07/02/2012, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Your permit application will expire on 12/26/2013. If you still plan to pursue your project, a written request for extension of your application must be submitted to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit application. If it is determined that an extension is granted, your application will be extended for an addtional 90 days from the expiration date and you will be notified by mail. In the event that we do not receive your written request for extension or request was denied, your permit application will expire, become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File: Permit File No. D12-225 6300 Southcenter Boulevard, Suite ii 100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fat 206-431-3665 CQ �r` O� ,�� r 2 Department of Community Development Jack Pace, Director 2908 41 City of Tukwila Jim Haggerton, Mayor August 29, 2013 Cyndy Knighton City of Tukwila, Public Works 6300 Southcenter B1, Ste 100 Tukwila WA 98188 RE: Request for Extensions #3 Tukwila Transit Center Permit Applications D12-225 & EL12-0650 Dear Ms. Knighton, This letter is in response to your written request for an extension to Permit Numbers D12-225 and EL12- 0650. The Building Official has reviewed your letter and considered your request to extend the above referenced permits. It has been determined that the City of Tukwila Building Division will be extending your permits an additional 90 days from the date of expiration. Consequently, the expiration dates for the above referenced permits is December 26, 2013. If you should have any questions, please contact our office at (206) 431-3670. Jen if- Ma .hall e Technf cian File: Permit No. D12-225 & EL12-0650 W:\Permit Center\Extension Letters\Applications\2012\D12-225 Application Extension #3.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Bill Rambo From: Cyndy Knighton Sent: Friday, August 23, 2013 10:20 AM To: Bob Benedicto Cc: Bill Rambo Subject: Permits D12-225 & EL12-0650 Hi Bob, well the time has come around again for me to request an extension on the above referenced projects. As you know, the project construction timeline was significantly affected by some challenging right of way acquisition for the Tukwila Transit Center project. We have finally obtained all the necessary land and rights and will be putting this project on ad around September 18th. I am required to advertise for a minimum of 3 weeks and will open bids after that time. Award of the project will take a few more weeks, assuming everything works out as planned and bids are within budget. It is expected that the Council will be awarding the contract either late October or early November. Once we give notice to proceed to the successful contractor, these permits will be pulled by them, not city staff, though the final payment of the permits will be an interfund transfer as before. I hope, with this extension through to late December, this will be the last time I need this permit extended. Cyndy Knighton Senior Program Manager - Transportation 206.431.2450 Direct 206.433.0179 Main The City of opportunity, the community of choice. 0,g,10 8/28/ZDl3 v,A-- �3RECEIVED CITY OF TUKWILA AUG 2 3 2013 PERMIT CENTER 08-01-2013 • City of Tukwila • Jim Ilaggerton, Mayor Department of Community Development Jack Pace, Director CYNDY KNIGHTON 6300 SOUTHCENTER BL, STE 100 TUKWILA WA 98188 RE: Permit Application No. D12-225 TUKWILA TRANSIT CENTER Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 07/02/2012, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Your permit application will expire on 09/27/2013. If you still plan to pursue your project, a written request for extension of your application must be submitted to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit application. If it is determined that an extension is granted, your application will be extended for an addtional 90 days from the expiration date and you will be notified by mail. In the event that we do not receive your written request for extension or request was denied, your permit application will expire, become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, 73SQ Bill Rambo Permit Technician File: Permit File No. D12-225 6300 Southcenter Boulevard. Suite 4 100 • Tukwila. Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 05-01-2013 City• of Tukwila Jirrt Haggerton, Mayor Department of CoMmunity Development Jack Pace, Director CYNDY KNIGHTON 6300 SOUTHCENTER BL, STE 100 TUKWILA WA 98188 RE: Permit Application No. D12-225 TUKWILA TRANSIT CENTER Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 07/02/2012, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Your permit application will expire on 06/27/2013. If you still plan to pursue your project, a written request for extension of your application must be submitted to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit application. If it is determined that an extension is granted, your application will be extended for an addtional 90 days from the expiration date and you will be notified by mail. In the event that we do not receive your written request for extension or your request was denied, your permit application will expire, become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, fer Marshall t Technician File: Permit File No. DI2-225 6300 Southcenter Boulevard, Suite #100 • Ttiktivila, Washington 98188 • Phone 206-431-3670 • Fat 206-431-3665 March 22, 2013 Ci• d of Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Cyndy Knighton City of Tukwila, Public Works 6300 Southcenter Bl, Ste 100 Tukwila WA 98188 RE: Request for Extensions #2 Tukwila Transit Center Permit Applications D12-225 & EL12-0650 Dear Ms. Knighton, This letter is in response to your written request for an extension to Permit Numbers D12-225 and EL12- 0650. The Building Official has reviewed your letter and considered your request to extend the above referenced permits. It has been determined that the City of Tukwila Building Division will be extending your permits an additional 90 days from the date of expiration. Consequently, the expiration dates for the above referenced permits is June 27, 2013. If you should have any questions, please contact our office at (206) 431-3670. File: Permit No. D12-225 & ELI2-0650 W:IPermit CenterlExtension LetterslApplications120121D12-225 Application Extension #2.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • • Jennifer Marshall From: Sent: To: Cc: Subject: Bob Benedicto Thursday, March 14, 2013 9:21 AM Cyndy Knighton; Jennifer Marshall 'LAMangin@IBIGroup.com'; 'Erin King (erin.king@IBIGroup.com)'; 'Lloyd Wind' RE: D12-225 & EL12-0650 Thanks for the update on the progress of this project... Consider the referenced permits extended 90 days... From: Cyndy Knighton Sent: Wednesday, March 13, 2013 1:37 PM To: Jennifer Marshall; Bob Benedicto Cc: 'LAMangin@IBIGroup.com'; 'Erin King (erin.king@ IBIGroup.com)'; 'Lloyd Wind' Subject: D12-225 & EL12-0650 Bob &Jennifer, I respectfully request an extension on two permit applications currently active in DCD: building permit D12-225 and electrical permit EL12-0650. A letter was recently sent to me warning of the impending expiration of EL12-0650, scheduled to expire on April 8, 2013. As you are aware, these permits are for the Tukwila Transit Center project on Andover Park West. At this time, both the electrical and building permits are approved but not yet issued. It is Public Works' plan to have the successful contractor obtain these permits instead of issuing them to the City directly. This will ensure that the contractor is required to meet the conditions of both permits and will hopefully address some of the concerns DCD/Building has had on projects in the past where the City of Tukwila is the permit holder but not doing the actual work. I understand the issue with City - sponsored projects is not getting all inspections completed before final payment has been issued to the contractor, leaving challenges in getting the permits properly inspected, approved, and closed out. With the contractor ultimately being the person to pull the permit, it is my hope that we can avoid this issue. However, I will see to it that getting final inspection and approvals are included specifically in the contract documents so that we will not find ourselves in this situation. When 1 last updated you on the status of this project, our schedule had Public Works advertising this project on December 26, 2013. Unfortunately, we were unable to meet that schedule due to several issues including right-of-way acquisition and coordination with Puget Sound Energy. At this time, I am unsure if the project will be on ad this month though hopefully it will be no later than mid-April before we get it on the street. We are required to have a 3 week advertisement with Council award of contract 3-4 weeks after bids are opened. The successful contractor will then work with the City's Construction Management team and begin work as early as possible afterwards. It is at this point when these two permits will be pulled by the contractor. However, the final permit balances will probably be paid for by the City directly and not the contractor. This was discussed at the time of permit application. I trust this is adequate information for you to approved the requested 90 day extension of both permit applications. Cyndy Knighton Senior Transportation Engineer City of Tukwila Cyndy.Knighton@TukwilaWA.gov main line 206.433.0179 1 • • Jennifer Marshall From: Cyndy Knighton Sent: Wednesday, March 13, 2013 1:37 PM To: Jennifer Marshall; Bob Benedicto Cc: 'LAMangin@IBIGroup.com'; 'Erin King (erin.king@IBIGroup.com)'; 'Lloyd Wind' Subject: D12-225 & EL12-0650 Bob &Jennifer, I respectfully request an extension on two permit applications currently active in DCD: building permit D12-225 and electrical permit EL12-0650. A letter was recently sent to me warning of the impending expiration of EL12-0650, scheduled to expire on April 8, 2013. As you are aware, these permits are for the Tukwila Transit Center project on Andover Park West. At this time, both the electrical and building permits are approved but not yet issued. It is Public Works' plan to have the successful contractor obtain these permits instead of issuing them to the City directly. This will ensure that the contractor is required to meet the conditions of both permits and will hopefully address some of the concerns DCD/Building has had on projects in the past where the City of Tukwila is the permit holder but not doing the actual work. I understand the issue with City - sponsored projects is not getting all inspections completed before final payment has been issued to the contractor, leaving challenges in getting the permits properly inspected, approved, and closed out. With the contractor ultimately being the person to pull the permit, it is my hope that we can avoid this issue. However, I will see to it that getting final inspection and approvals are included specifically in the contract documents so that we will not find ourselves in this situation. When I last updated you on the status of this project, our schedule had Public Works advertising this project on December 26, 2013. Unfortunately, we were unable to meet that schedule due to several issues including right-of-way acquisition and coordination with Puget Sound Energy. At this time, I am unsure if the project will be on ad this month though hopefully it will be no later than mid-April before we get it on the street. We are required to have a 3 week advertisement with Council award of contract 3-4 weeks after bids are opened. The successful contractor will then work with the City's Construction Management team and begin work as early as possible afterwards. It is at this point when these two permits will be pulled by the contractor. However, the final permit balances will probably be paid for by the City directly and not the contractor. This was discussed at the time of permit application. I trust this is adequate information for you to approved the requested 90 day extension of both permit applications. Cyndy Knighton Senior Transportation Engineer City of Tukwila Cyndy.Knighton@TukwilaWA.gov main line 206.433.0179 direct 206.431.2450 fax 206.431.3665 1 November 8, 2012 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Cyndy Knighton City of Tukwila, Public Works 6300 Southcenter Bl, Ste 100 Tukwila WA 98188 RE: Request for Extensions Tukwila Transit Center Permits D12-225 & EL12-0650 Dear Ms. Knighton, This letter is in response to your written request for an extension to Permit Numbers D12-225 and EL12- 0650. The Building Official has reviewed your letter and considered your request to extend the above referenced permits. It has been determined that the City of Tukwila Building Division will be extending your permits an additional 90 days from the date of expiration. Consequently, the expiration date for Permit D12-225 is March 29, 2013 and the expiration date for EL12-0650 is April 8, 2013. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, ifer Marshall it Technician File: Permit No. D12-225 & EL12-0650 W:IPermit CenterlExtension Letters\Permits120121D12-225 Permit Extension.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • Bill Rambo • ,zl1.1l,ti/1 0�111� (Moi oqi0t From: Sent: To: Cc: Subject: Bill & Bob, Cyndy Knighton Thursday, November 01, 2012 4:17 PM Bill Rambo; Bob Benedicto LAMangin@IBIGroup.com; Erin King (erin.king@IBIGroup.com); Lloyd Wind D12-225 & EL12-0650 I respectfully request an extension on two permit applications currently active in DCD: building permit D12-225 and electrical permit EL12-0650. As you are aware, these permits are for the Tukwila Transit Center project on Andover Park West. The electrical permit has been approved but the building permit is still pending, though approval could be given any day now that the SEPA process has been completed. The design team is nearing completion of their work and the draft 100% plans will be distributed to all departments as well as outside interested parties on November 7, 2012. A revision to both the electrical and building permit applications will also probably be submitted for your review and approval on or about the same day. The change to the building permit application will constitute one additional shelter at the planner's request for covered bike storage racks and will remove the two trellises entirely, as we will be relocating the two above -ground PSE switches. We all agreed that having a trellis over the high-voltage switches would be a bad idea. Changes to the electrical permit will be minor and will address the modifications necessary for the shelter/trellis revisions. The current schedule for this project has the City going to bid for this work right after Christmas, probably on the 26th of December. We are required to have a 3 week advertisement but I anticipate that the City will extend this period to 4 weeks due to the holidays. Bids would then be opened on January 23, 2013 with Council award anticipated by February 19, 2013. The successful contractor will then work with the City's Construction Management team and begin work as early as possible afterwards. It is at this point when these two permits will be pulled by the contractor, not City staff. However, the final permit balances will probably be paid for by the City directly and not the contractor. This was discussed at the time of permit application. Substantial completion of the work will be required to be completed by September 28, 2013 to coincide with the introduction of King County Metro's new F -Line Rapid Ride. Bill has informed me that there have routinely been problems with City -sponsored projects not getting all inspections completed before final payment has been issued to the contractor, leaving challenges in getting the permits properly inspected, approved, and closed out. With the contractor ultimately being the person to pull the permit, it is my hope that we can avoid this issue. However, I will see to it that getting final inspection and approvals are included specifically in the contract documents so that we will not find ourselves in this situation. It is fairly simple to specify that obtaining all final inspections and approvals are required in order for the project to be considered complete. I will work with the design team and yourselves to determine whether this condition should be required as part of the determination of substantial completion instead of just project completion. If it's feasible to have it tied to substantial completion, the contractor will ensure this is met as it is at this point where liquidated damages may be assessed. I trust this is adequate information for you to approved the requested 90 day extension of both permit applications. Cyndy Knighton Senior Transportation Engineer City of Tukwila Cyndy.Knighton@TukwilaWA.gov main line 206.433.0179 0/4,100 cf64440td oat 1?i1), zoopwattiir6 lortaep 07/tea. RECEIVED CITY OFTUKWILA NOV .0 .2 2Q12 PERMIT CENTER netcatitivc)frivt4eZio, /i 11-01-2012 • City of Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director CYNDY KNIGHTON 6300 SOUTHCENTER BL, STE 100 TUKWILA WA 98188 RE: Permit Application No. D12-225 TUKWILA TRANSIT CENTER Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 07/02/2012, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Your permit application will expire on 12/29/2012. If you still plan to pursue your project, a written request for extension of your application must be submitted to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit application. If it is determined that an extension is granted, your application will be extended for an addtional 90 days from the expiration date and you will be notified by mail. In the event that we do not receive your written request for extension or request was denied, your permit application will expire, become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File: Permit File No. DI2-225 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Far 206-431-3665 • f1 G. Jennifer Marshall From: Don Tomaso Sent: Monday, August 27, 2012 5:45 PM To: Jennifer Marshall Subject: RE: Tukwila Transit Center, D12-225 Jennifer, No we do not have any fire comments for this one! Thanks for checking, I have some items we have been working with Public Works with in the street for emergency vehicle access that are not tied to a permit. Don From: Jennifer Marshall Sent: Monday, August 27, 2012 4:42 PM To: Don Tomaso Subject: Tukwila Transit Center, D12-225 Hi there, I was going to try and catch you while you were up here, but evidently so did everyone else (you're a popular guy!). When I was working in Permits Plus I noticed that while you approved the above referenced project there are no Fire Department conditions or inspections listed. Did you want to add any or is it right for there not to be? Either way is of course a -okay with me... I just wanted to verify it hadn't been overlooked. Jennifer 1 Jennifer Marshall From: Jaimie Reavis Sent: Friday, July 13, 2012 11:20 AM To: Jennifer Marshall Cc: Minnie Dhaliwal; Cyndy Knighton Subject: RE: Tukwila Transit Station (D12-225) Jennifer, We met with the City Attorney earlier this week, and determined that this project meets the definition of a Bus Station, which is a permitted use in the TUC zoning district. The project does not require application/approval of an Unclassified Use Permit, so the permit can now be deemed complete by Planning. Thank you, Jaimie From: Jennifer Marshall Sent: Thursday, July 12, 2012 8:17 AM To: Minnie Dhaliwal Cc: Jaimie Reavis Subject: Tukwila Transit Station (D12-225) Good morning Minnie, I am emailing in order to obtain written confirmation regarding the above referenced development permit and how the Planning Division wants to proceed. I was told by the applicant, Cyndy Knighton, that per a discussion with you the Planning Department's item of incompleteness is no longer applicable. Once I receive a confirmation from you in the positive or negative, I will move forward as needed. Jennifer 1 July 10, 2012 • Gity of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Cyndy Knighton City of Tukwila, Public Works 6300 Southcenter B1, Ste 100 Tukwila, WA 98188 RE: Incomplete Letter #1 Development Permit Application D12-225 Tukwila Transit Center Dear Ms. Knighton, This letter is to inform you that your permit application received at the City of Tukwila Permit Center on July 2, 2012 is determined to be incomplete. Before your application can continue the plan review process the attached/following items from the following department(s) need(s) to be addressed: Building Department: Dave Larson at 206 431-3678 if you have questions concerning the attached comments. Planning Department: Jaimie Reavis at 206 431-3659 if you have questions concerning the attached comments. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. 1 have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431-3670. Sincerely,, tAA 11- 41\41.,(0 Ter ar all it T cian Enclosures File: D12-225 W:\Permit Center\Incomplete Letters\2012\D12-225 Incomplete Ltr # I.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 Tukwila Building Division Dave Larson, Senior Plan Examiner Building Division Review Memo Date: July 6, 2012 Project Name: Tukwila Transit Center Permit # D12-225 Plan Review: Dave Larson, Senior Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculation sheets shall be stamped and signed. 1. The architect needs to sign his stamp on the plans. 2. On page S002 in the Special Inspection Schedule, Soils subsection, inspection of soils is to be by geotechnical engineer. Please provide two copies of the soils report. Should there be questions concerning the above information please contact the Building Division at 206- 431-3670. PLANNING DIVISION COMMENTS DATE: July 9, 2012 PROJECT: Tukwila Transit Center RE: D12-225 ADDRESS: Andover Park West/Baker Blvd Parcel #'s 920247-0010, 022310-0075, 022310-0010 Please review the following comments listed below and submit your revisions accordingly. 1) Construction of a transit center in the Tukwila Urban Center zoning district requires approval of an Unclassified Use Permit (UUP) prior to building permit approval. See attached application. If you have any questions related to the comments above, Jaimie Reavis is the planner assigned to the file and can be reached at 206-431-3659. • PLAN pFi ING SLIP ACTIVITY NUMBER: D12-225 DATE: 11-16-12 PROJECT NAME: TUKWILA TRANSIT CENTER SITE ADDRESS: ANDOVER PK W & BAKER BL Original Plan Submittal Response to Incomplete Letter # - Response to Correction Letter # X Revision # 1 Before Permit Issued D PARTMENTS: Bull ing'vision IZ� Pub ic Works PN Fire Prevention Structural 112- AT 117 �2 Planning Division ❑ Permit Coordinator • DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 11-20-12 Not Applicable Comments: Permit,Center<Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route it Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12-18-12 Approved ❑ Approved with Conditions Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: Documents/routing slip.doc 2-28-02 *PERMIT COORS COP'M PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D12-225 DATE: 07/16/12 PROJECT NAME: TUKWILA TRANSIT CENTER SITE ADDRESS: ANDOVER PK W & BAKER BL Original Plan Submittal Response to Correction Letter # X Response to Incomplete Letter # 1 Revision # after Permit Issued DEPARTMENTS:, ,`(� 1Pildin iision RN -J& •011 -- Public Works Fire Prevention Structural �J I� pit I t.2% • Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete 1P Incomplete DUE DATE: 07/17/12 Not Applicable n Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ LETTER OF COMPLETENESS MAILED: Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: Approved Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 08/14/12 Not Approved (attach comments) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping ❑ PW 0 Staff Initials: •PERMIT COORD COPS PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D12-225 DATE: 07/02/12 PROJECT NAME: TUKWILA TRANSIT CENTER SITE ADDRESS: ANDOVER PK W & BAKER BL X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit Issued ZDEP//A'TM idragDivision Public Works A-{,atifrl-kg-4Fire Prevention Planninivision Planning Structural Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 07/03/12 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: 01 17 L LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 1.1 Fire ❑ Ping PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required n No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Notation: REVIEWER'S INITIALS: Approved with Conditions DUE DATE: 07/31/12 Not Approved (attach comments, DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PROJECT NAME: SITE ADDRESS: v C e,4er PERMIT NO: • ORIGINAL ISSUE DATE: REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 1 1t--1 (7-P— t, tc-fAitio vij K Summary of Revision: -e\- pe vesr— Civ 1ls• '171 S -i -(\or %Ape.) 6/14,<- ,1..e _ Received by: ..-- REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: ' Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) • City of Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 11/15/2012 Plan Check/Permit Number: D12-225 Response to Incomplete Letter # Response to Correction Letter # Revision # 1 after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: TUKWILA TRANSIT CENTER Project Address: ANDOVER PK W & BAKER BL Contact Person: Cyndy Knighton Phone Number: Summary of Revision: S001 - Added information to concrete mix to meet project requirements Added reference for stainless steel. Added Sheet S505 to drawings list. SS 100 - In Partial Plan 1, trellis at north end was deleted and replaced with planter walls. SB100 - Deleted foundation for trellis. SF 101 - Deleted steel framing for trellis. S-501 - In Details 3, 4, & 5, added reference to stainless steel materials In Detail 1, added information regarding stainless steel and construction tolerances. S-502 - Revised bottom of footing depth in Detail 3. S-504 - Added detail 5 & 7, to address existing manhole and conflict with planter walls. S-505 - Added sheet for transit center marker. SheetNumber(s): S001, SS100, SB101, SF101, S501, S502, S504, S505 "Cloud" or highlight all areas of revision including date of rtvi on Received at the City of Tukwila Permit Center by: Entered in Permits Plus on " — RECEIVED CITY OF TUKWILA NOV 1 6 2012 PERMIT CENTER H:\Applications\Forms-Applications On Line\2010 Applications\7-2010 - Revision Submittal.doc Revised: May 2011 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 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D12-225 ® Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued CITY RECOFTUKV`��IICA ❑ Revision requested by a City Building Inspector or Plans Examiner JUL 16 2012 PERMIT CENTER Project Name: Tukwila Transit Center Project Address: N/A — Andover Pk W & Baker B1 Contact Person: Cyndy Knighton Phone Number: x 1 164 Summary of Revision: Per attached email, Planning Department's comments no longer apply Items requested by Building Department have been provided. Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on O 6Vv \applications\corms-applications on Ime\revision submittal Created: 8-13-2004 Revised: RCNW • 0 Washington State Department of Labor & Industries Page 1 of 3 RCNW Owner or tradesperson KANYER, JEFFREY MICHAEL Principals KANYER, JEFFREY MICHAEL KENNEY, PETER JOHN CHASE, TODD (End: 11/15/2005) Doing business as RCNW WA UBI No. 602 286 010 PO BOX 188 RENTON, WA98057 425-254-9999 KING County Business type Corporation Governing persons JEFFREYMICHAELKANYER License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. RCNW*CN978L6 Effective — expiration 06/26/2003 — 06/26/2015 Bond EMPLOYERS MUTUAL CASUALTY CO Bond account no. S311677 Active. Meets current requirements. $12,000.00 Received by L&I Effective date 06/26/2003 06/25/2003 Insurance Travelers Indemnity Company Th $1,000,000.00 Policy no. DTCO8B337350IND13 Received by L&I Effective date 05/08/2013 05/15/2013 Expiration date 05/15/2014 Savings No savings accounts during the previous 6 year period. https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602286010&LIC=RCNW*CN978L6&SAW= 02/24/2014