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Home My WebLink AboutContract - Volume 2***CONFORMED*** CITY OF RENTON Rainier Ave S Corridor Improvements – Phase 4 (S 3rd St to NW 3rd Pl) Table of Contents VOLUME I I. CALL FOR BIDS II. INFORMATION AND CHECKLIST FOR BIDDERS 1. INFORMATION AND CHECKLIST FOR BIDDERS 2. SUMMARY OF FAIR PRACTICES POLICY, CITY OF RENTON 3. SUMMARY OF AMERICANS WITH DISABILITIES ACT POLICY, CITY OF RENTON Ill. PROJECT PROPOSAL (Submit as part of the Bid) 1. PROJECT PROPOSAL COVER SHEET 2. PROPOSAL 3. SCHEDULE OF PRICES 4. LOCAL AGENCY CERTIFICATION FOR FEDERAL AID CONTRACTS 5. NON-COLLUSION DECLARATION 6. LOCAL AGENCY SUBCONTRACTOR LIST 7. PROPOSAL FOR INCORPORATING RECYCLED MATERIALS INTO THE PROJECT 8. CONTRACTOR CERTIFICATION, WAGE LAW COMPLIANCE – RESPONSIBILITY CRITERIA, WASHINGTON STATE PUBLIC WORKS CONTRACTS 9. DBE UTILIZATION CERTIFICATE (WSDOT FORM 272-056) 10. DBE WRITTEN CONFIRMATION FORM (WSDOT FORM 422-031) 11. DBE TRUCKING CREDIT FORM (WSDOT FORM 272-058) 12. DBE BID ITEM BREAKDOWN FORM (WSDOT FORM 272-054) 13. PROPOSAL SIGNATURE PAGE 14. PROPOSAL BID BOND IV. AGREEMENT FORMS (Submit within 10 days after Notice of Award) 1. AGREEMENT 2. CONTRACT BOND TO THE CITY OF RENTON 3. FAIR PRACTICES AND NON-DISCRIMINATION POLICY DECLARATION V. REQUIRED CONTRACT PROVISIONS FOR FEDERAL-AID CONSTRUCTION CONTRACTS (FHWA 1273) VI. SPECIAL PROVISIONS VOLUME 2 VII. APPENDICES APPENDIX A – Wage Rates 1. Davis-Bacon Act Wage Determination 2. Washington State Prevailing Wage Rates APPENDIX B - City of Renton Standard Plans APPENDIX C - WSDOT Standard Plans APPENDIX D – King County Metro Standard Plans APPENDIX E – Geotechnical Engineering Report APPENDIX F – Franchise Utility Standards APPENDIX G – Property Owner Commitments APPENDIX H – NPDES Permit APPENDIX I – Project Cross Sections APPENDIX J – Utility Conflict and Pothole Plans APPENDIX K – Groundwater Exhibit VOLUME 3 – PLANS &LW\RI5HQWRQ &RQWUDFW3URYLVLRQVIRU 5DLQLHU$YH6&RUULGRU,PSURYHPHQWV±3KDVH BBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBB 9,,$33(1',&(6 &LW\RI5HQWRQ &RQWUDFW3URYLVLRQVIRU 5DLQLHU$YH6&RUULGRU,PSURYHPHQWV±3KDVH BBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBB $33(1',;$±:DJH5DWHV 6WDWHRI:DVKLQJWRQ 'HSDUWPHQWRI/DERU ,QGXVWULHV Prevailing Wage Section - Telephone 360-902-5335 PO Box 44540, Olympia, WA 98504-4540 :DVKLQJWRQ6WDWH3UHYDLOLQJ:DJH The PREVAILING WAGES listed here include both the hourly wage rate and the hourly rate of fringe benefits. On public works projects, worker's wage and benefit rates must add to not less than this total. A brief description of overtime calculation requirements are provided on the Benefit Code Key. -RXUQH\/HYHO3UHYDLOLQJ:DJH5DWHVIRUWKH(IIHFWLYH'DWH County Trade Job Classification Wage HolidayOvertime Note *Risk Class King Asbestos Abatement Workers Journey Level $54.62 5D 1H View King Boilermakers Journey Level $72.54 5N 1C View King Brick Mason Journey Level $63.32 7E 1N View King Brick Mason Pointer-Caulker-Cleaner $63.32 7E 1N View King Building Service Employees Janitor $27.23 5S 2F View King Building Service Employees Traveling Waxer/Shampooer $27.68 5S 2F View King Building Service Employees Window Cleaner (Non- Scaffold) $31.18 5S 2F View King Building Service Employees Window Cleaner (Scaffold) $32.18 5S 2F View King Cabinet Makers (In Shop)Journey Level $22.74 1 View King Carpenters Acoustical Worker $68.19 15J 4C View King Carpenters Bridge, Dock And Wharf Carpenters $68.19 15J 4C View King Carpenters Carpenter $68.19 15J 4C View King Carpenters Floor Finisher $68.19 15J 4C View King Carpenters Floor Layer $68.19 15J 4C View King Carpenters Scaffold Erector $68.19 15J 4C View King Cement Masons Application of all Composition Mastic $67.41 15J 4U View King Cement Masons Application of all Epoxy Material $66.91 15J 4U View King Cement Masons Application of all Plastic Material $67.41 15J 4U View King Cement Masons Application of Sealing Compound $66.91 15J 4U View King Cement Masons Application of Underlayment $67.41 15J 4U View King Cement Masons Building General $66.91 15J 4U View King Cement Masons Composition or Kalman Floors $67.41 15J 4U View King Cement Masons Concrete Paving $66.91 15J 4U View King Cement Masons Curb & Gutter Machine $67.41 15J 4U View King Cement Masons Curb & Gutter, Sidewalks $66.91 15J 4U View King Cement Masons Curing Concrete $66.91 15J 4U View )LUHIR[KWWSVVHFXUHOQLZDJRYZDJHORRNXS RI$0 King Cement Masons Finish Colored Concrete $67.41 15J 4U View King Cement Masons Floor Grinding $67.41 15J 4U View King Cement Masons Floor Grinding/Polisher $66.91 15J 4U View King Cement Masons Green Concrete Saw, self- powered $67.41 15J 4U View King Cement Masons Grouting of all Plates $66.91 15J 4U View King Cement Masons Grouting of all Tilt-up Panels $66.91 15J 4U View King Cement Masons Gunite Nozzleman $67.41 15J 4U View King Cement Masons Hand Powered Grinder $67.41 15J 4U View King Cement Masons Journey Level $66.91 15J 4U View King Cement Masons Patching Concrete $66.91 15J 4U View King Cement Masons Pneumatic Power Tools $67.41 15J 4U View King Cement Masons Power Chipping & Brushing $67.41 15J 4U View King Cement Masons Sand Blasting Architectural Finish $67.41 15J 4U View King Cement Masons Screed & Rodding Machine $67.41 15J 4U View King Cement Masons Spackling or Skim Coat Concrete $66.91 15J 4U View King Cement Masons Troweling Machine Operator $67.41 15J 4U View King Cement Masons Troweling Machine Operator on Colored Slabs $67.41 15J 4U View King Cement Masons Tunnel Workers $67.41 15J 4U View King Divers & Tenders Bell/Vehicle or Submersible Operator (Not Under Pressure) $122.46 15J 4C View King Divers & Tenders Diver $122.49 15J 4C 8V View King Divers & Tenders Diver On Standby $81.04 15J 4C View King Divers & Tenders Diver Tender $73.60 15J 4C View King Divers & Tenders Manifold Operator $73.60 15J 4C View King Divers & Tenders Manifold Operator Mixed Gas $78.60 15J 4C View King Divers & Tenders Remote Operated Vehicle Operator/Technician $73.60 15J 4C View King Divers & Tenders Remote Operated Vehicle Tender $68.64 15J 4C View King Dredge Workers Assistant Engineer $73.62 5D 3F View King Dredge Workers Assistant Mate (Deckhand) $73.05 5D 3F View King Dredge Workers Boatmen $73.62 5D 3F View King Dredge Workers Engineer Welder $75.03 5D 3F View King Dredge Workers Leverman, Hydraulic $76.53 5D 3F View King Dredge Workers Mates $73.62 5D 3F View King Dredge Workers Oiler $73.05 5D 3F View King Drywall Applicator Journey Level $68.19 15J 4C View King Drywall Tapers Journey Level $67.91 5P 1E View King Electrical Fixture Maintenance Workers Journey Level $35.19 5L 1E View King Electricians - Inside Cable Splicer $97.21 7C 4E View King Electricians - Inside Cable Splicer (tunnel) $104.49 7C 4E View King Electricians - Inside Certified Welder $93.91 7C 4E View King Electricians - Inside Certified Welder (tunnel) $100.86 7C 4E View King Electricians - Inside Construction Stock Person $47.03 7C 4E View )LUHIR[KWWSVVHFXUHOQLZDJRYZDJHORRNXS RI$0 King Electricians - Inside Journey Level $90.59 7C 4E View King Electricians - Inside Journey Level (tunnel) $97.21 7C 4E View King Electricians - Motor Shop Journey Level $48.68 5A 1B View King Electricians - Powerline Construction Cable Splicer $88.89 5A 4D View King Electricians - Powerline Construction Certified Line Welder $81.65 5A 4D View King Electricians - Powerline Construction Groundperson $52.91 5A 4D View King Electricians - Powerline Construction Heavy Line Equipment Operator $81.65 5A 4D View King Electricians - Powerline Construction Journey Level Lineperson $81.65 5A 4D View King Electricians - Powerline Construction Line Equipment Operator $70.02 5A 4D View King Electricians - Powerline Construction Meter Installer $52.91 5A 4D 8W View King Electricians - Powerline Construction Pole Sprayer $81.65 5A 4D View King Electricians - Powerline Construction Powderperson $60.75 5A 4D View King Electronic Technicians Journey Level $59.10 7E 1E View King Elevator Constructors Mechanic $103.81 7D 4A View King Elevator Constructors Mechanic In Charge $112.09 7D 4A View King Fabricated Precast Concrete Products All Classifications - In-Factory Work Only $18.25 5B 1R View King Fence Erectors Fence Erector $46.29 15J 4V 8Y View King Fence Erectors Fence Laborer $46.29 15J 4V 8Y View King Flaggers Journey Level $46.29 15J 4V 8Y View King Glaziers Journey Level $72.41 7L 1Y View King Heat & Frost Insulators And Asbestos Workers Journey Level $82.02 15H 11C View King Heating Equipment Mechanics Journey Level $91.83 7F 1E View King Hod Carriers & Mason Tenders Journey Level $57.31 15J 4V 8Y View King Industrial Power Vacuum Cleaner Journey Level $14.49 1 View King Inland Boatmen Boat Operator $61.41 5B 1K View King Inland Boatmen Cook $56.48 5B 1K View King Inland Boatmen Deckhand $57.48 5B 1K View King Inland Boatmen Deckhand Engineer $58.81 5B 1K View King Inland Boatmen Launch Operator $58.89 5B 1K View King Inland Boatmen Mate $57.31 5B 1K View King Inspection/Cleaning/Sealing Of Sewer & Water Systems By Remote Control Cleaner Operator, Foamer Operator $31.49 1 View King Inspection/Cleaning/Sealing Of Sewer & Water Systems By Remote Control Grout Truck Operator $14.49 1 View King Inspection/Cleaning/Sealing Of Sewer & Water Systems By Remote Control Head Operator $24.91 1 View )LUHIR[KWWSVVHFXUHOQLZDJRYZDJHORRNXS RI$0 King Inspection/Cleaning/Sealing Of Sewer & Water Systems By Remote Control Technician $19.33 1 View King Inspection/Cleaning/Sealing Of Sewer & Water Systems By Remote Control Tv Truck Operator $20.45 1 View King Insulation Applicators Journey Level $68.19 15J 4C View King Ironworkers Journeyman $80.28 7N 1O View King Laborers Air, Gas Or Electric Vibrating Screed $54.62 15J 4V 8Y View King Laborers Airtrac Drill Operator $56.31 15J 4V 8Y View King Laborers Ballast Regular Machine $54.62 15J 4V 8Y View King Laborers Batch Weighman $46.29 15J 4V 8Y View King Laborers Brick Pavers $54.62 15J 4V 8Y View King Laborers Brush Cutter $54.62 15J 4V 8Y View King Laborers Brush Hog Feeder $54.62 15J 4V 8Y View King Laborers Burner $54.62 15J 4V 8Y View King Laborers Caisson Worker $56.31 15J 4V 8Y View King Laborers Carpenter Tender $54.62 15J 4V 8Y View King Laborers Cement Dumper-paving $55.62 15J 4V 8Y View King Laborers Cement Finisher Tender $54.62 15J 4V 8Y View King Laborers Change House Or Dry Shack $54.62 15J 4V 8Y View King Laborers Chipping Gun (30 Lbs. And Over) $55.62 15J 4V 8Y View King Laborers Chipping Gun (Under 30 Lbs.) $54.62 15J 4V 8Y View King Laborers Choker Setter $54.62 15J 4V 8Y View King Laborers Chuck Tender $54.62 15J 4V 8Y View King Laborers Clary Power Spreader $55.62 15J 4V 8Y View King Laborers Clean-up Laborer $54.62 15J 4V 8Y View King Laborers Concrete Dumper/Chute Operator $55.62 15J 4V 8Y View King Laborers Concrete Form Stripper $54.62 15J 4V 8Y View King Laborers Concrete Placement Crew $55.62 15J 4V 8Y View King Laborers Concrete Saw Operator/Core Driller $55.62 15J 4V 8Y View King Laborers Crusher Feeder $46.29 15J 4V 8Y View King Laborers Curing Laborer $54.62 15J 4V 8Y View King Laborers Demolition: Wrecking & Moving (Incl. Charred Material) $54.62 15J 4V 8Y View King Laborers Ditch Digger $54.62 15J 4V 8Y View King Laborers Diver $56.31 15J 4V 8Y View King Laborers Drill Operator (Hydraulic, Diamond) $55.62 15J 4V 8Y View King Laborers Dry Stack Walls $54.62 15J 4V 8Y View King Laborers Dump Person $54.62 15J 4V 8Y View King Laborers Epoxy Technician $54.62 15J 4V 8Y View King Laborers Erosion Control Worker $54.62 15J 4V 8Y View King Laborers Faller & Bucker Chain Saw $55.62 15J 4V 8Y View King Laborers Fine Graders $54.62 15J 4V 8Y View King Laborers Firewatch $46.29 15J 4V 8Y View )LUHIR[KWWSVVHFXUHOQLZDJRYZDJHORRNXS RI$0 King Laborers Form Setter $54.62 15J 4V 8Y View King Laborers Gabian Basket Builders $54.62 15J 4V 8Y View King Laborers General Laborer $54.62 15J 4V 8Y View King Laborers Grade Checker & Transit Person $57.31 15J 4V 8Y View King Laborers Grinders $54.62 15J 4V 8Y View King Laborers Grout Machine Tender $54.62 15J 4V 8Y View King Laborers Groutmen (Pressure) Including Post Tension Beams $55.62 15J 4V 8Y View King Laborers Guardrail Erector $54.62 15J 4V 8Y View King Laborers Hazardous Waste Worker (Level A) $56.31 15J 4V 8Y View King Laborers Hazardous Waste Worker (Level B) $55.62 15J 4V 8Y View King Laborers Hazardous Waste Worker (Level C) $54.62 15J 4V 8Y View King Laborers High Scaler $56.31 15J 4V 8Y View King Laborers Jackhammer $55.62 15J 4V 8Y View King Laborers Laserbeam Operator $55.62 15J 4V 8Y View King Laborers Maintenance Person $54.62 15J 4V 8Y View King Laborers Manhole Builder-Mudman $55.62 15J 4V 8Y View King Laborers Material Yard Person $54.62 15J 4V 8Y View King Laborers Motorman-Dinky Locomotive $55.62 15J 4V 8Y View King Laborers nozzleman (concrete pump, green cutter when using combination of high pressure air & water on concrete & rock, sandblast, gunite, shotcrete, water blaster, vacuum blaster) $57.31 15J 4V 8Y View King Laborers Pavement Breaker $55.62 15J 4V 8Y View King Laborers Pilot Car $46.29 15J 4V 8Y View King Laborers Pipe Layer (Lead) $57.31 15J 4V 8Y View King Laborers Pipe Layer/Tailor $55.62 15J 4V 8Y View King Laborers Pipe Pot Tender $55.62 15J 4V 8Y View King Laborers Pipe Reliner $55.62 15J 4V 8Y View King Laborers Pipe Wrapper $55.62 15J 4V 8Y View King Laborers Pot Tender $54.62 15J 4V 8Y View King Laborers Powderman $56.31 15J 4V 8Y View King Laborers Powderman's Helper $54.62 15J 4V 8Y View King Laborers Power Jacks $55.62 15J 4V 8Y View King Laborers Railroad Spike Puller - Power $55.62 15J 4V 8Y View King Laborers Raker - Asphalt $57.31 15J 4V 8Y View King Laborers Re-timberman $56.31 15J 4V 8Y View King Laborers Remote Equipment Operator $55.62 15J 4V 8Y View King Laborers Rigger/Signal Person $55.62 15J 4V 8Y View King Laborers Rip Rap Person $54.62 15J 4V 8Y View King Laborers Rivet Buster $55.62 15J 4V 8Y View King Laborers Rodder $55.62 15J 4V 8Y View King Laborers Scaffold Erector $54.62 15J 4V 8Y View )LUHIR[KWWSVVHFXUHOQLZDJRYZDJHORRNXS RI$0 King Laborers Scale Person $54.62 15J 4V 8Y View King Laborers Sloper (Over 20") $55.62 15J 4V 8Y View King Laborers Sloper Sprayer $54.62 15J 4V 8Y View King Laborers Spreader (Concrete) $55.62 15J 4V 8Y View King Laborers Stake Hopper $54.62 15J 4V 8Y View King Laborers Stock Piler $54.62 15J 4V 8Y View King Laborers Swinging Stage/Boatswain Chair $46.29 15J 4V 8Y View King Laborers Tamper & Similar Electric, Air & Gas Operated Tools $55.62 15J 4V 8Y View King Laborers Tamper (Multiple & Self- propelled) $55.62 15J 4V 8Y View King Laborers Timber Person - Sewer (Lagger, Shorer & Cribber) $55.62 15J 4V 8Y View King Laborers Toolroom Person (at Jobsite) $54.62 15J 4V 8Y View King Laborers Topper $54.62 15J 4V 8Y View King Laborers Track Laborer $54.62 15J 4V 8Y View King Laborers Track Liner (Power) $55.62 15J 4V 8Y View King Laborers Traffic Control Laborer $49.50 15J 4V 9C View King Laborers Traffic Control Supervisor $52.45 15J 4V 9C View King Laborers Truck Spotter $54.62 15J 4V 8Y View King Laborers Tugger Operator $55.62 15J 4V 8Y View King Laborers Tunnel Work-Compressed Air Worker 0-30 psi $142.82 15J 4V 9B View King Laborers Tunnel Work-Compressed Air Worker 30.01-44.00 psi $147.85 15J 4V 9B View King Laborers Tunnel Work-Compressed Air Worker 44.01-54.00 psi $151.53 15J 4V 9B View King Laborers Tunnel Work-Compressed Air Worker 54.01-60.00 psi $157.23 15J 4V 9B View King Laborers Tunnel Work-Compressed Air Worker 60.01-64.00 psi $159.35 15J 4V 9B View King Laborers Tunnel Work-Compressed Air Worker 64.01-68.00 psi $164.45 15J 4V 9B View King Laborers Tunnel Work-Compressed Air Worker 68.01-70.00 psi $166.35 15J 4V 9B View King Laborers Tunnel Work-Compressed Air Worker 70.01-72.00 psi $168.35 15J 4V 9B View King Laborers Tunnel Work-Compressed Air Worker 72.01-74.00 psi $170.35 15J 4V 9B View King Laborers Tunnel Work-Guage and Lock Tender $57.41 15J 4V 8Y View King Laborers Tunnel Work-Miner $57.41 7A 4V 8Y View King Laborers Tunnel Work-Miner $57.41 15J 4V 8Y View King Laborers Vibrator $55.62 15J 4V 8Y View King Laborers Vinyl Seamer $54.62 15J 4V 8Y View King Laborers Watchman $42.08 15J 4V 8Y View King Laborers Welder $55.62 15J 4V 8Y View King Laborers Well Point Laborer $55.62 15J 4V 8Y View King Laborers Window Washer/Cleaner $42.08 15J 4V 8Y View )LUHIR[KWWSVVHFXUHOQLZDJRYZDJHORRNXS RI$0 King Laborers - Underground Sewer & Water General Laborer & Topman $54.62 15J 4V 8Y View King Laborers - Underground Sewer & Water Pipe Layer $55.62 15J 4V 8Y View King Landscape Construction Landscape Construction/Landscaping Or Planting Laborers $42.08 15J 4V 8Y View King Landscape Construction Landscape Operator $75.50 15J 11G 8X View King Landscape Maintenance Groundskeeper $17.87 1 View King Lathers Journey Level $68.19 15J 4C View King Marble Setters Journey Level $63.32 7E 1N View King Metal Fabrication (In Shop)Fitter/Certified Welder $42.17 15I 11E View King Metal Fabrication (In Shop)General Laborer $30.07 15I 11E View King Metal Fabrication (In Shop)Mechanic $43.63 15I 11E View King Metal Fabrication (In Shop)Welder/Burner $39.28 15I 11E View King Millwright Journey Level $69.74 15J 4C View King Modular Buildings Cabinet Assembly $14.49 1 View King Modular Buildings Electrician $14.49 1 View King Modular Buildings Equipment Maintenance $14.49 1 View King Modular Buildings Plumber $14.49 1 View King Modular Buildings Production Worker $14.49 1 View King Modular Buildings Tool Maintenance $14.49 1 View King Modular Buildings Utility Person $14.49 1 View King Modular Buildings Welder $14.49 1 View King Painters Journey Level $47.70 6Z 11J View King Pile Driver Crew Tender $62.69 15J 4C View King Pile Driver Crew Tender/Technician $62.69 15J 4C View King Pile Driver Hyperbaric Worker - Compressed Air Worker 0-30.00 PSI $85.00 15J 4C View King Pile Driver Hyperbaric Worker - Compressed Air Worker 30.01 - 44.00 PSI $90.00 15J 4C View King Pile Driver Hyperbaric Worker - Compressed Air Worker 44.01 - 54.00 PSI $94.00 15J 4C View King Pile Driver Hyperbaric Worker - Compressed Air Worker 64.01 - 68.00 PSI $106.50 15J 4C View King Pile Driver Hyperbaric Worker - Compressed Air Worker 68.01 - 70.00 PSI $108.50 15J 4C View King Pile Driver Hyperbaric Worker - Compressed Air Worker 70.01 - 72.00 PSI $110.50 15J 4C View King Pile Driver Hyperbaric Worker - Compressed Air Worker 72.01 - 74.00 PSI $112.50 15J 4C View King Pile Driver Journey Level $68.64 15J 4C View King Plasterers Journey Level $64.14 7Q 1R View King Plasterers Nozzleman $67.64 7Q 1R View )LUHIR[KWWSVVHFXUHOQLZDJRYZDJHORRNXS RI$0 King Playground & Park Equipment Installers Journey Level $14.49 1 View King Plumbers & Pipefitters Journey Level $94.69 6Z 1G View King Power Equipment Operators Asphalt Plant Operators $76.77 15J 11G 8X View King Power Equipment Operators Assistant Engineer $72.20 15J 11G 8X View King Power Equipment Operators Barrier Machine (zipper) $76.09 15J 11G 8X View King Power Equipment Operators Batch Plant Operator: concrete $76.09 15J 11G 8X View King Power Equipment Operators Boat Operator $76.87 7A 11H 8X View King Power Equipment Operators Bobcat $72.20 15J 11G 8X View King Power Equipment Operators Brokk - Remote Demolition Equipment $72.20 15J 11G 8X View King Power Equipment Operators Brooms $72.20 15J 11G 8X View King Power Equipment Operators Bump Cutter $76.09 15J 11G 8X View King Power Equipment Operators Cableways $76.77 15J 11G 8X View King Power Equipment Operators Chipper $76.09 15J 11G 8X View King Power Equipment Operators Compressor $72.20 15J 11G 8X View King Power Equipment Operators Concrete Finish Machine - Laser Screed $72.20 15J 11G 8X View King Power Equipment Operators Concrete Pump - Mounted Or Trailer High Pressure Line Pump, Pump High Pressure $75.50 15J 11G 8X View King Power Equipment Operators Concrete Pump: Truck Mount With Boom Attachment Over 42 M $76.77 15J 11G 8X View King Power Equipment Operators Concrete Pump: Truck Mount With Boom Attachment Up To 42m $76.09 15J 11G 8X View King Power Equipment Operators Conveyors $75.50 15J 11G 8X View King Power Equipment Operators Cranes Friction: 200 tons and over $79.20 7A 11H 8X View King Power Equipment Operators Cranes, A-frame: 10 tons and under $72.30 7A 11H 8X View King Power Equipment Operators Cranes: 100 tons through 199 tons, or 150’ of boom (including jib with attachments) $77.63 7A 11H 8X View King Power Equipment Operators Cranes: 20 tons through 44 tons with attachments $76.19 7A 11H 8X View King Power Equipment Operators Cranes: 200 tons- 299 tons, or 250’ of boom including jib with attachments $78.44 7A 11H 8X View King Power Equipment Operators Cranes: 300 tons and over or 300’ of boom including jib with attachments $79.20 7A 11H 8X View King Power Equipment Operators Cranes: 45 tons through 99 tons, under 150’ of boom(including jib with attachments) $76.87 7A 11H 8X View King Power Equipment Operators Cranes: Friction cranes through 199 tons $78.44 7A 11H 8X View )LUHIR[KWWSVVHFXUHOQLZDJRYZDJHORRNXS RI$0 King Power Equipment Operators Cranes: through 19 tons with attachments, a-frame over 10 tons $75.60 7A 11H 8X View King Power Equipment Operators Crusher $76.09 15J 11G 8X View King Power Equipment Operators Deck Engineer/Deck Winches (power) $76.09 15J 11G 8X View King Power Equipment Operators Derricks, On Building Work $76.77 15J 11G 8X View King Power Equipment Operators Dozers D-9 & Under $75.50 15J 11G 8X View King Power Equipment Operators Drill Oilers: Auger Type, Truck Or Crane Mount $75.50 15J 11G 8X View King Power Equipment Operators Drilling Machine $77.53 15J 11G 8X View King Power Equipment Operators Elevator and man-lift: permanent and shaft type $72.20 15J 11G 8X View King Power Equipment Operators Finishing Machine, Bidwell And Gamaco & Similar Equipment $76.09 15J 11G 8X View King Power Equipment Operators Forklift: 3000 lbs and over with attachments $75.50 15J 11G 8X View King Power Equipment Operators Grade Engineer: Using Blue Prints, Cut Sheets, Etc $76.09 15J 11G 8X View King Power Equipment Operators Gradechecker/Stakeman $72.20 15J 11G 8X View King Power Equipment Operators Guardrail Punch $76.09 15J 11G 8X View King Power Equipment Operators Hard Tail End Dump Articulating Off- Road Equipment 45 Yards. & Over $76.77 15J 11G 8X View King Power Equipment Operators Hard Tail End Dump Articulating Off-road Equipment Under 45 Yards $76.09 15J 11G 8X View King Power Equipment Operators Horizontal/Directional Drill Locator $75.50 15J 11G 8X View King Power Equipment Operators Horizontal/Directional Drill Operator $76.09 15J 11G 8X View King Power Equipment Operators Hydralifts/Boom Trucks Over 10 Tons $75.60 7A 11H 8X View King Power Equipment Operators Hydralifts/boom trucks: 10 tons and under $72.30 7A 11H 8X View King Power Equipment Operators Leverman $78.33 15J 11G 8X View King Power Equipment Operators Loader, Overhead, 6 Yards. But Not Including 8 Yards $76.77 15J 11G 8X View King Power Equipment Operators Loaders, Overhead Under 6 Yards $76.09 15J 11G 8X View King Power Equipment Operators Loaders, Plant Feed $76.09 15J 11G 8X View King Power Equipment Operators Loaders: Elevating Type Belt $75.50 15J 11G 8X View King Power Equipment Operators Locomotives, All $76.09 15J 11G 8X View King Power Equipment Operators Material Transfer Device $76.09 15J 11G 8X View King Power Equipment Operators Mechanics: All (Leadmen - $0.50 per hour over mechanic) $77.53 15J 11G 8X View King Power Equipment Operators Motor Patrol Graders $76.77 15J 11G 8X View King Power Equipment Operators Mucking Machine, Mole, Tunnel Drill, Boring, Road Header And/or Shield $76.77 15J 11G 8X View King Power Equipment Operators Oil Distributors, Blower Distribution & Mulch Seeding Operator $72.20 15J 11G 8X View )LUHIR[KWWSVVHFXUHOQLZDJRYZDJHORRNXS RI$0 King Power Equipment Operators Outside Hoists (Elevators and Manlifts), Air Tuggers, Strato $75.50 15J 11G 8X View King Power Equipment Operators Overhead, bridge type: 100 tons and over $77.63 7A 11H 8X View King Power Equipment Operators Overhead, bridge type: 45 tons through 99 tons $76.87 7A 11H 8X View King Power Equipment Operators Pavement Breaker $72.20 15J 11G 8X View King Power Equipment Operators Pile Driver (other Than Crane Mount) $76.09 15J 11G 8X View King Power Equipment Operators Plant Oiler - Asphalt, Crusher $75.50 15J 11G 8X View King Power Equipment Operators Posthole Digger, Mechanical $72.20 15J 11G 8X View King Power Equipment Operators Power Plant $72.20 15J 11G 8X View King Power Equipment Operators Pumps - Water $72.20 15J 11G 8X View King Power Equipment Operators Quad 9, Hd 41, D10 And Over $76.77 15J 11G 8X View King Power Equipment Operators Remote Control Operator On Rubber Tired Earth Moving Equipment $76.77 15J 11G 8X View King Power Equipment Operators Rigger and Bellman $72.30 7A 11H 8X View King Power Equipment Operators Rigger/Signal Person, Bellman(Certified) $75.60 7A 11H 8X View King Power Equipment Operators Rollagon $76.77 15J 11G 8X View King Power Equipment Operators Roller, Other Than Plant Mix $72.20 15J 11G 8X View King Power Equipment Operators Roller, Plant Mix Or Multi-lift Materials $75.50 15J 11G 8X View King Power Equipment Operators Roto-mill, Roto-grinder $76.09 15J 11G 8X View King Power Equipment Operators Saws - Concrete $75.50 15J 11G 8X View King Power Equipment Operators Scraper, Self Propelled Under 45 Yards $76.09 15J 11G 8X View King Power Equipment Operators Scrapers - Concrete & Carry All $75.50 15J 11G 8X View King Power Equipment Operators Scrapers, Self-propelled: 45 Yards And Over $76.77 15J 11G 8X View King Power Equipment Operators Service Engineers: Equipment $75.50 15J 11G 8X View King Power Equipment Operators Shotcrete/Gunite Equipment $72.20 15J 11G 8X View King Power Equipment Operators Shovel, Excavator, Backhoe, Tractors Under 15 Metric Tons $75.50 15J 11G 8X View King Power Equipment Operators Shovel, Excavator, Backhoe: Over 30 Metric Tons To 50 Metric Tons $76.77 15J 11G 8X View King Power Equipment Operators Shovel, Excavator, Backhoes, Tractors: 15 To 30 Metric Tons $76.09 15J 11G 8X View King Power Equipment Operators Shovel, Excavator, Backhoes: Over 50 Metric Tons To 90 Metric Tons $77.53 15J 11G 8X View King Power Equipment Operators Shovel, Excavator, Backhoes: Over 90 Metric Tons $78.33 15J 11G 8X View King Power Equipment Operators Slipform Pavers $76.77 15J 11G 8X View King Power Equipment Operators Spreader, Topsider & Screedman $76.77 15J 11G 8X View King Power Equipment Operators Subgrader Trimmer $76.09 15J 11G 8X View King Power Equipment Operators Tower Bucket Elevators $75.50 15J 11G 8X View )LUHIR[KWWSVVHFXUHOQLZDJRYZDJHORRNXS RI$0 King Power Equipment Operators Tower Crane: over 175' through 250' in height, base to boom $78.44 7A 11H 8X View King Power Equipment Operators Tower crane: up to 175' in height base to boom $77.63 7A 11H 8X View King Power Equipment Operators Tower Cranes: over 250’ in height from base to boom $79.20 7A 11H 8X View King Power Equipment Operators Transporters, All Track Or Truck Type $76.77 15J 11G 8X View King Power Equipment Operators Trenching Machines $75.50 15J 11G 8X View King Power Equipment Operators Truck crane oiler/driver: under 100 tons $75.60 7A 11H 8X View King Power Equipment Operators Truck Mount Portable Conveyor $76.09 15J 11G 8X View King Power Equipment Operators Welder $76.77 15J 11G 8X View King Power Equipment Operators Wheel Tractors, Farmall Type $72.20 15J 11G 8X View King Power Equipment Operators Yo Yo Pay Dozer $76.09 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Asphalt Plant Operators $76.77 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Assistant Engineer $72.20 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Barrier Machine (zipper) $76.09 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Batch Plant Operator, Concrete $76.09 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Boat Operator $76.87 7A 11H 8X View King Power Equipment Operators- Underground Sewer & Water Bobcat $72.20 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Brokk - Remote Demolition Equipment $72.20 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Brooms $72.20 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Bump Cutter $76.09 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Cableways $76.77 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Chipper $76.09 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Compressor $72.20 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Concrete Finish Machine - Laser Screed $72.20 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Concrete Pump - Mounted Or Trailer High Pressure Line Pump, Pump High Pressure $75.50 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Concrete Pump: Truck Mount With Boom Attachment Over 42 M $76.77 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Concrete Pump: Truck Mount With Boom Attachment Up To 42m $76.09 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Conveyors $75.50 15J 11G 8X View )LUHIR[KWWSVVHFXUHOQLZDJRYZDJHORRNXS RI$0 King Power Equipment Operators- Underground Sewer & Water Cranes Friction: 200 tons and over $79.20 7A 11H 8X View King Power Equipment Operators- Underground Sewer & Water Cranes, A-frame: 10 tons and under $72.30 7A 11H 8X View King Power Equipment Operators- Underground Sewer & Water Cranes: 100 tons through 199 tons, or 150’ of boom (including jib with attachments) $77.63 7A 11H 8X View King Power Equipment Operators- Underground Sewer & Water Cranes: 20 tons through 44 tons with attachments $76.19 7A 11H 8X View King Power Equipment Operators- Underground Sewer & Water Cranes: 20 tons through 44 tons with attachments $76.19 7A 11H 8X View King Power Equipment Operators- Underground Sewer & Water Cranes: 200 tons- 299 tons, or 250’ of boom including jib with attachments $78.44 7A 11H 8X View King Power Equipment Operators- Underground Sewer & Water Cranes: 300 tons and over or 300’ of boom including jib with attachments $79.20 7A 11H 8X View King Power Equipment Operators- Underground Sewer & Water Cranes: 45 tons through 99 tons, under 150’ of boom(including jib with attachments) $76.87 7A 11H 8X View King Power Equipment Operators- Underground Sewer & Water Cranes: Friction cranes through 199 tons $78.44 7A 11H 8X View King Power Equipment Operators- Underground Sewer & Water Cranes: through 19 tons with attachments, a-frame over 10 tons $75.60 7A 11H 8X View King Power Equipment Operators- Underground Sewer & Water Crusher $76.09 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Deck Engineer/Deck Winches (power) $76.09 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Derricks, On Building Work $76.77 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Dozers D-9 & Under $75.50 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Drill Oilers: Auger Type, Truck Or Crane Mount $75.50 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Drilling Machine $77.53 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Elevator and man-lift: permanent and shaft type $72.20 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Finishing Machine, Bidwell And Gamaco & Similar Equipment $76.09 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Forklift: 3000 lbs and over with attachments $75.50 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Forklifts: under 3000 lbs. with attachments $72.20 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Forklifts: under 3000 lbs. with attachments $72.20 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Grade Engineer: Using Blue Prints, Cut Sheets, Etc $76.09 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Gradechecker/Stakeman $72.20 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Guardrail Punch $76.09 15J 11G 8X View )LUHIR[KWWSVVHFXUHOQLZDJRYZDJHORRNXS RI$0 King Power Equipment Operators- Underground Sewer & Water Hard Tail End Dump Articulating Off- Road Equipment 45 Yards. & Over $76.77 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Hard Tail End Dump Articulating Off-road Equipment Under 45 Yards $76.09 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Horizontal/Directional Drill Locator $75.50 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Horizontal/Directional Drill Operator $76.09 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Hydralifts/boom trucks: 10 tons and under $72.30 7A 11H 8X View King Power Equipment Operators- Underground Sewer & Water Hydralifts/boom trucks: over 10 tons $75.60 7A 11H 8X View King Power Equipment Operators- Underground Sewer & Water Leverman $78.33 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Loader, Overhead, 6 Yards. But Not Including 8 Yards $76.77 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Loaders, Overhead Under 6 Yards $76.09 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Loaders, Plant Feed $76.09 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Loaders: Elevating Type Belt $75.50 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Locomotives, All $76.09 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Material Transfer Device $76.09 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Mechanics: All (Leadmen - $0.50 per hour over mechanic) $77.53 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Motor Patrol Graders $76.77 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Mucking Machine, Mole, Tunnel Drill, Boring, Road Header And/or Shield $76.77 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Oil Distributors, Blower Distribution & Mulch Seeding Operator $72.20 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Outside Hoists (Elevators and Manlifts), Air Tuggers, Strato $75.50 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Overhead, bridge type: 100 tons and over $77.63 7A 11H 8X View King Power Equipment Operators- Underground Sewer & Water Overhead, bridge type: 45 tons through 99 tons $76.87 7A 11H 8X View King Power Equipment Operators- Underground Sewer & Water Pavement Breaker $72.20 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Pile Driver (other Than Crane Mount) $76.09 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Plant Oiler - Asphalt, Crusher $75.50 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Posthole Digger, Mechanical $72.20 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Power Plant $72.20 15J 11G 8X View )LUHIR[KWWSVVHFXUHOQLZDJRYZDJHORRNXS RI$0 King Power Equipment Operators- Underground Sewer & Water Pumps - Water $72.20 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Quad 9, Hd 41, D10 And Over $76.77 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Remote Control Operator On Rubber Tired Earth Moving Equipment $76.77 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Rigger and Bellman $72.30 7A 11H 8X View King Power Equipment Operators- Underground Sewer & Water Rigger/Signal Person, Bellman(Certified) $75.60 7A 11H 8X View King Power Equipment Operators- Underground Sewer & Water Rollagon $76.77 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Roller, Other Than Plant Mix $72.20 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Roller, Plant Mix Or Multi-lift Materials $75.50 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Roto-mill, Roto-grinder $76.09 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Saws - Concrete $75.50 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Scraper, Self Propelled Under 45 Yards $76.09 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Scrapers - Concrete & Carry All $75.50 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Scrapers, Self-propelled: 45 Yards And Over $76.77 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Shotcrete/Gunite Equipment $72.20 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Shovel, Excavator, Backhoe, Tractors Under 15 Metric Tons $75.50 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Shovel, Excavator, Backhoe: Over 30 Metric Tons To 50 Metric Tons $76.77 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Shovel, Excavator, Backhoes, Tractors: 15 To 30 Metric Tons $76.09 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Shovel, Excavator, Backhoes: Over 50 Metric Tons To 90 Metric Tons $77.53 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Shovel, Excavator, Backhoes: Over 90 Metric Tons $78.33 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Slipform Pavers $76.77 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Spreader, Topsider & Screedman $76.77 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Subgrader Trimmer $76.09 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Tower Bucket Elevators $75.50 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Tower Crane: over 175' through 250' in height, base to boom $78.44 7A 11H 8X View King Power Equipment Operators- Underground Sewer & Water Tower crane: up to 175' in height base to boom $77.63 7A 11H 8X View )LUHIR[KWWSVVHFXUHOQLZDJRYZDJHORRNXS RI$0 King Power Equipment Operators- Underground Sewer & Water Tower Cranes: over 250’ in height from base to boom $79.20 7A 11H 8X View King Power Equipment Operators- Underground Sewer & Water Transporters, All Track Or Truck Type $76.77 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Trenching Machines $75.50 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Truck Crane Oiler/Driver: 100 tons and over $76.19 7A 11H 8X View King Power Equipment Operators- Underground Sewer & Water Truck crane oiler/driver: under 100 tons $75.60 7A 11H 8X View King Power Equipment Operators- Underground Sewer & Water Truck Mount Portable Conveyor $76.09 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Welder $76.77 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Wheel Tractors, Farmall Type $72.20 15J 11G 8X View King Power Equipment Operators- Underground Sewer & Water Yo Yo Pay Dozer $76.09 15J 11G 8X View King Power Line Clearance Tree Trimmers Journey Level In Charge $57.22 5A 4A View King Power Line Clearance Tree Trimmers Spray Person $54.32 5A 4A View King Power Line Clearance Tree Trimmers Tree Equipment Operator $57.22 5A 4A View King Power Line Clearance Tree Trimmers Tree Trimmer $51.18 5A 4A View King Power Line Clearance Tree Trimmers Tree Trimmer Groundperson $38.99 5A 4A View King Refrigeration & Air Conditioning Mechanics Journey Level $90.01 6Z 1G View King Residential Brick Mason Journey Level $63.32 7E 1N View King Residential Carpenters Journey Level $36.44 1 View King Residential Cement Masons Journey Level $46.64 1 View King Residential Drywall Applicators Journey Level $68.19 15J 4C View King Residential Drywall Tapers Journey Level $36.36 1 View King Residential Electricians Journey Level $48.80 1 View King Residential Glaziers Journey Level $28.93 1 View King Residential Insulation Applicators Journey Level $28.18 1 View King Residential Laborers Journey Level $29.73 1 View King Residential Marble Setters Journey Level $27.38 1 View King Residential Painters Journey Level $23.47 1 View King Residential Plumbers & Pipefitters Journey Level $94.69 6Z 1G View King Residential Refrigeration & Air Conditioning Mechanics Journey Level $90.01 6Z 1G View King Residential Sheet Metal Workers Journey Level $91.83 7F 1E View King Residential Soft Floor Layers Journey Level $51.91 5A 3J View King Residential Sprinkler Fitters (Fire Protection) Journey Level $53.04 5C 2R View )LUHIR[KWWSVVHFXUHOQLZDJRYZDJHORRNXS RI$0 King Residential Stone Masons Journey Level $63.32 7E 1N View King Residential Terrazzo Workers Journey Level $58.71 7E 1N View King Residential Terrazzo/Tile Finishers Journey Level $24.39 1 View King Residential Tile Setters Journey Level $21.04 1 View King Roofers Journey Level $59.05 5A 3H View King Roofers Using Irritable Bituminous Materials $62.05 5A 3H View King Sheet Metal Workers Journey Level (Field or Shop) $91.83 7F 1E View King Shipbuilding & Ship Repair New Construction Boilermaker $39.58 7V 1 View King Shipbuilding & Ship Repair New Construction Carpenter $39.58 7V 1 View King Shipbuilding & Ship Repair New Construction Crane Operator $39.58 7V 1 View King Shipbuilding & Ship Repair New Construction Electrician $39.58 7V 1 View King Shipbuilding & Ship Repair New Construction Heat & Frost Insulator $82.02 15H 11C View King Shipbuilding & Ship Repair New Construction Laborer $39.58 7V 1 View King Shipbuilding & Ship Repair New Construction Machinist $39.58 7V 1 View King Shipbuilding & Ship Repair New Construction Operating Engineer $39.58 7V 1 View King Shipbuilding & Ship Repair New Construction Painter $39.58 7V 1 View King Shipbuilding & Ship Repair New Construction Pipefitter $39.58 7V 1 View King Shipbuilding & Ship Repair New Construction Rigger $39.58 7V 1 View King Shipbuilding & Ship Repair New Construction Sheet Metal $39.58 7V 1 View King Shipbuilding & Ship Repair New Construction Shipfitter $39.58 7V 1 View King Shipbuilding & Ship Repair New Construction Warehouse/Teamster $39.58 7V 1 View King Shipbuilding & Ship Repair New Construction Welder / Burner $39.58 7V 1 View King Shipbuilding & Ship Repair Ship Repair Boilermaker $47.45 7X 4J View King Shipbuilding & Ship Repair Ship Repair Carpenter $47.35 7X 4J View King Shipbuilding & Ship Repair Ship Repair Crane Operator $45.06 7Y 4K View King Shipbuilding & Ship Repair Ship Repair Electrician $48.92 7X 4J View King Shipbuilding & Ship Repair Ship Repair Heat & Frost Insulator $82.02 15H 11C View King Shipbuilding & Ship Repair Ship Repair Laborer $47.35 7X 4J View King Shipbuilding & Ship Repair Ship Repair Machinist $47.35 7X 4J View King Shipbuilding & Ship Repair Ship Repair Operating Engineer $45.06 7Y 4K View King Shipbuilding & Ship Repair Ship Repair Painter $47.35 7X 4J View King Shipbuilding & Ship Repair Ship Repair Pipefitter $47.35 7X 4J View King Shipbuilding & Ship Repair Ship Repair Rigger $47.45 7X 4J View King Shipbuilding & Ship Repair Ship Repair Sheet Metal $47.35 7X 4J View King Shipbuilding & Ship Repair Ship Repair Shipwright $47.35 7X 4J View King Shipbuilding & Ship Repair Ship Repair Warehouse / Teamster $45.06 7Y 4K View King Sign Makers & Installers (Electrical) Journey Level $53.62 0 1 View King Sign Makers & Installers (Non- Electrical) Journey Level $34.42 0 1 View )LUHIR[KWWSVVHFXUHOQLZDJRYZDJHORRNXS RI$0 King Soft Floor Layers Journey Level $54.41 5A 3J View King Solar Controls For Windows Journey Level $14.49 1 View King Sprinkler Fitters (Fire Protection) Journey Level $89.49 5C 1X View King Stage Rigging Mechanics (Non Structural) Journey Level $14.49 1 View King Stone Masons Journey Level $63.32 7E 1N View King Street And Parking Lot Sweeper Workers Journey Level $19.09 1 View King Surveyors Assistant Construction Site Surveyor $75.60 7A 11H 8X View King Surveyors Chainman $72.30 7A 11H 8X View King Surveyors Construction Site Surveyor $76.87 7A 11H 8X View King Surveyors Drone Operator (when used in conjunction with survey work only) $72.30 7A 11H 8X View King Surveyors Ground Penetrating Radar Operator $72.30 7A 11H 8X View King Telecommunication Technicians Journey Level $59.10 7E 1E View King Telephone Line Construction - Outside Cable Splicer $38.27 5A 2B View King Telephone Line Construction - Outside Hole Digger/Ground Person $25.66 5A 2B View King Telephone Line Construction - Outside Telephone Equipment Operator (Light) $31.96 5A 2B View King Telephone Line Construction - Outside Telephone Lineperson $36.17 5A 2B View King Terrazzo Workers Journey Level $58.71 7E 1N View King Tile Setters Journey Level $58.71 7E 1N View King Tile, Marble & Terrazzo Finishers Finisher $49.54 7E 1N View King Traffic Control Stripers Journey Level $50.51 7A 1K View King Truck Drivers Asphalt Mix Over 16 Yards $69.95 15J 11I 8L View King Truck Drivers Asphalt Mix To 16 Yards $69.11 15J 11I 8L View King Truck Drivers Dump Truck $69.11 15J 11I 8L View King Truck Drivers Dump Truck & Trailer $69.95 15J 11I 8L View King Truck Drivers Other Trucks $69.95 15J 11I 8L View King Truck Drivers - Ready Mix Transit Mix $69.95 15J 11I 8L View King Well Drillers & Irrigation Pump Installers Irrigation Pump Installer $17.71 1 View King Well Drillers & Irrigation Pump Installers Oiler $14.49 1 View King Well Drillers & Irrigation Pump Installers Well Driller $18.00 1 View )LUHIR[KWWSVVHFXUHOQLZDJRYZDJHORRNXS RI$0 ************************************************************************************************************ Overtime Codes Overtime calculations are based on the hourly rate actually paid to the worker. On public works projects, the hourly rate must be not less than the prevailing rate of wage minus the hourly rate of the cost of fringe benefits actually provided for the worker. 1. ALL HOURS WORKED IN EXCESS OF EIGHT(8) HOURS PER DAY OR FORTY (40) HOURS PER WEEK SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. B. All hours worked on Saturdays shall be paid at one and one-half times the hourly rate of wage. All hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. C. The first two (2) hours after eight (8) regular hours Monday through Friday and the first ten (10) hours on Saturday shall be paid at one and one-half times the hourly rate of wage. All other overtime hours and all hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. D. The first two (2) hours before or after a five-eight (8) hour workweek day or a four-ten (10) hour workweek day and the first eight (8) hours worked the next day after either workweek shall be paid at one and one-half times the hourly rate of wage. All additional hours worked and all worked on Sundays and holidays shall be paid at double the hourly rate of wage. E. The first two (2) hours after eight (8) regular hours Monday through Friday and the first eight (8) hours on Saturday shall be paid at one and one-half times the hourly rate of wage. All other hours worked Monday through Saturday, and all hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. F. The first two (2) hours after eight (8) regular hours Monday through Friday and the first ten (10) hours on Saturday shall be paid at one and one-half times the hourly rate of wage. All other overtime hours worked, except Labor Day, shall be paid at double thehourly rate of wage. All hours worked on Labor Day shall be paid at three times the hourly rate of wage. G. The first ten (10) hours worked on Saturdays and thefirst ten (10) hours worked on afifth calendar weekdayin a four- ten hour schedule, shall be paid at one and one-half times the hourly rate of wage. All hours worked in excess of ten (10) hours per day Monday through Saturday and all hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. H. All hours worked on Saturdays (except makeup days if work is lost dueto inclement weather conditions orequipment breakdown) shall be paid at one and one-half times the hourly rate of wage. All hours worked Monday through Saturday over twelve (12) hours and all hours worked on Sundays and holidays shall bepaid at double the hourly rate of wage. I. All hours worked on Sundays and holidays shall also be paid at double the hourly rate of wage. J. The first two (2) hours after eight (8) regular hours Monday through Friday and the first ten (10) hours on Saturday shall bepaidatoneand one-half times thehourlyrateof wage. All hours worked over ten (10) hours Mondaythrough Saturday, Sundays and holidays shall be paid at double the hourly rate of wage. K. All hours worked on Saturdays and Sundays shall bepaid at one and one-half times the hourlyrateof wage. All hours worked on holidays shall be paid at double the hourly rate of wage. M. All hours worked on Saturdays (except makeup days if work is lost dueto inclement weather conditions) shall bepaid at one and one-half times the hourly rate of wage. All hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. N. All hours worked on Saturdays (except makeup days) shall be paid at one and one-half times the hourly rate of wage. All hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. Overtime Codes Continued 1. O. The first ten (10) hours worked on Saturday shall be paid at one and one-half times the hourly rate of wage. All hours worked on Sundays, holidays and aftertwelve(12) hours, Mondaythrough Fridayand after ten (10) hours onSaturday shall be paid at double the hourly rate of wage. P. All hours worked on Saturdays (except makeup days if circumstances warrant) and Sundays shall be paid at one and one-half times the hourly rate of wage. All hours worked on holidays shall be paid at double the hourly rate of wage. Q. The first two (2) hours after eight (8) regular hours Monday through Friday and up to ten (10) hours worked on Saturdays shall be paid at one and one-half times the hourly rate of wage. All hours worked in excess of ten (10) hours per day Monday through Saturday and all hours worked on Sundays and holidays (except Christmas day) shall be paid at double the hourly rate of wage. All hours worked on Christmas day shall be paid at two and one-half times the hourly rate of wage. R. All hours worked on Sundays and holidays shall be paid at two times the hourly rate of wage. U. All hours worked on Saturdays shall be paid at one and one-half times the hourly rate of wage. All hours worked on Sundays and holidays (except Labor Day) shall be paid at two times the hourly rate of wage. All hours worked on Labor Day shall be paid at three times the hourly rate of wage. V. All hours worked on Sundays and holidays (except Thanksgiving Day and Christmas day) shall be paid at one and one-half times the hourly rate of wage. All hours worked on Thanksgiving Day and Christmas day shall be paid at double the hourly rate of wage. W. All hours worked on Saturdays and Sundays (except make-up days due to conditions beyond the control of the employer)) shall bepaid at one and one-half times thehourlyrateof wage. All hours worked on holidays shall bepaid at double the hourly rate of wage. X. Thefirst four (4) hours after eight (8) regular hours Mondaythrough Fridayand thefirst twelve(12) hours on Saturday shall be paid at one and one-half times the hourly rate of wage. All hours worked over twelve (12) hours Monday through Saturday, Sundays and holidays shall be paid at double the hourly rate of wage. When holiday falls on Saturday or Sunday, the day before Saturday, Friday, and the day after Sunday, Monday, shall be considered the holiday and all work performed shall be paid at double the hourly rate of wage. Y. All hours worked outside the hours of 5:00 am and 5:00 pm (or such other hours as may be agreed upon by any employer and the employee) and all hours worked in excess of eight (8) hours per day (10 hours per day for a 4 x 10 workweek) and on Saturdays and holidays (except labor day) shall be paid at one and one-half times the hourly rate of wage. (except for employees who are absent from work without prior appro val on a scheduled workday during the workweek shall be paid at the straight-time rate until they have worked 8 hours in a day (10 in a 4 x 10 workweek) or 40 hours during that workweek.) All hours worked Monday through Saturday over twelve (12) hours and all hours worked on Sundays and Labor Day shall be paid at double the hourly rate of wage. Z. All hours worked on Saturdays and Sundays shall be paid at one and one-half times the hourly rate of wage. All hours worked on holidays shall be paid the straight time rate of pay in addition to holiday pay. Overtime Codes Continued 2. ALL HOURS WORKED IN EXCESS OF EIGHT(8) HOURS PER DAY OR FORTY (40) HOURS PER WEEK SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. B. All hours worked on holidays shall be paid at one and one-half times the hourly rate of wage. F. The first eight (8) hours worked on holidays shall be paid at the straight hourly rate of wage in addition to the holiday pay. All hours worked in excess of eight (8) hours on holidays shall be paid at double the hourly rate of wage. M. This code appears to be missing. All hours worked on Saturdays, Sundays and holidays shall be paid at double the hourly rate of wage. O. All hours worked on Sundays and holidays shall be paid at one and one-half times the hourly rate of wage. R. All hours worked on Sundays and holidays and all hours worked over sixty (60) in one week shall be paid at double the hourly rate of wage. U. All hours worked on Saturdays shall be paid at one and one-half times the hourly rate of wage. All hours worked over 12 hours in a day or on Sundays and holidays shall be paid at double the hourly rate of wage. 3. ALL HOURS WORKED IN EXCESS OF EIGHT(8) HOURS PER DAYOR FORTY (40) HOURS PER WEEK SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. F. All hours worked on Saturday shall be paid at one and one-half times the hourly rate of wage. All hours worked on Sunday shall be paid at two times the hourly rate of wage. All hours worked on paid holidays shall be paid at two and one-half times the hourly rate of wage including holiday pay. H. All work performed on Sundays between March 16th and October 14th and all Holidays shall be compensated for at two (2) times the regular rate of pay. Work performed on Sundays between October 15th and March 15th shall be compensated at one and one half (1-1/2) times the regular rate of pay. J. All hours worked between the hours of 10:00 pm and 5:00 am, Monday through Friday, and all hours worked on Saturdays shall bepaid at aoneand one-half times thehourlyrateof wage. All hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. K. Work performed in excess of eight (8) hours of straight time per day, or ten (10) hours of straight time per day when four ten (10) hour shifts are established, or forty (40) hours of straight time per week, Monday through Friday, or outside the normal 5 am to 6pm shift, and all work on Saturdays shall be paid at one and one-half times the hourly rate of wage. All work performed after 6:00 pm Saturday to 5:00 am Monday and Holidays, and all hours worked in excess of twelve (12) hours in a single shift shall be paid at double the hourly rate of wage. After an employee has worked eight (8) hours at an applicable overtime rate, all additional hours shall be at the applicable overtime rate until such time as the employee has had a break of eight (8) hours ormore. When an employee returns to work without at least eight (8) hours time off since their previous shift, all such time shall be a continuation of shift and paid at the applicable overtime rate until he/she shall have the eight (8) hours rest period. 4. ALL HOURS WORKED IN EXCESS OF EIGHT(8) HOURS PER DAY OR FORTY (40) HOURS PER WEEK SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. A. All hours worked in excess of eight (8) hours per day or forty (40) hours per week shall be paid at double the hourly rate of wage. All hours worked on Saturdays, Sundays and holidays shall be paid at double the hourly rate of wage. Overtime Codes Continued 4. C. On Monday through Friday, the first four (4) hours of overtime after ei ght (8) hours of straight time work shall be paid at one and one half (1-1/2) times the straight time rate of pay, unless a four (4) day ten (10) hour workweek has been established. On a four (4) day ten (10) hour workweek scheduled Monday through Thursday, or Tuesday through Friday, the first two (2) hours of overtime after ten (10) hours of straight time work shall be paid at one and one half (1-1/2) times the straight time rate of pay. On Saturday, the first twelve (12) hours of work shall be paid at one and one half (1-1/2) times the straight time rate of pay, except that if the job is down on Monday through Friday due to weather conditions or other conditions outside the control of the employer, the first ten (10) hours on Saturday maybe worked at thestraight timerateof pay. All hours worked overtwelve (12) hours in a day and all hours worked on Sunday and Holidays shall be paid at two (2) times the straight time rate ofpay. D. All hours worked in excess of eight (8) hours per day or forty (40) hours per week shall be paid at double the hourly rateof wage. All hours worked on Saturday, Sundays and holidays shall bepaid at doublethehourlyrateof pay. Rates include all members of the assigned crew. EXCEPTION: On all multipole structures and steel transmission lines, switching stations, regulating, capacitor stations, generating plants, industrial plants, associated installations and substations, except those substations whose primary function is to feed a distribution system, will be paid overtime under the following rates: The first two (2) hours after eight (8) regular hours Monday through Friday of overtime on a regular workday, shall bepaid at oneand one-half times thehourly rateof wage. All hours in excess of ten (10) hours will be at two (2)times the hourly rate of wage. The first eight (8) hours worked on Saturday will be paid at one and one-half (1-1/2) times the hourly rate of wage. All hours worked in excess of eight (8) hours on Saturday, and all hours worked on Sundays and holidays will be at the double the hourly rate of wage. All overtime eligible hours performed on the above described work that is energized, shall be paid at the double the hourly rate of wage. E. The first two (2) hours after eight (8) regular hours Monday through Friday and the first eight (8) hours on Saturday shall be paid at one and one-half times the hourly rate of wage. All other hours worked Monday through Saturday, and all hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. On a four-day, ten-hour weekly schedule, either Monday thru Thursday or Tuesday thru Friday schedule, all hours worked after ten shall bepaid at doublethehourlyrateof wage. TheMondayor Fridaynot utilized in thenormal four- day, ten hour work week, and Saturday shall be paid at one and one half (1½) ti mes the regular shift rate for the first eight (8) hours. All other hours worked Monday through Saturday, and all hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. G. All hours worked on Saturdays shall be paid at one and one-half times the hourly rate of wage. All hours worked Monday through Saturday over twelve (12) hours and all hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. I. The First eight (8) hours worked on Saturdays shall be paid at one and one-half times the hourly rate of wage. All hours worked in excess of eight (8) per day on Saturdays shall be paid at double the hourly rate of wage. All hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. Overtime Codes Continued 4. J. The first eight (8) hours worked on a Saturday shall be paid at one and one-half times the hourly rate of wage. All hours worked in excess of eight (8) hours on a Saturday shall be paid at double the hourly rate of wage. All hours worked over twelve (12) in a day, and all hours worked on Sundays and Holidays shall be paid at double the hourly rate of wage. K. All hours worked on a Saturday shall be paid at one and one-half times the hourly rate of wage, so long as Saturday is the sixth consecutive day worked. All hours worked over twelve (12) in a day Monday through Saturday, and all hours worked on Sundays and Holidays shall be paid at double the hourly rate of wage. L. The first twelve (12) hours worked on a Saturday shall be paid at one and one-half times the hourly rate of wage. All hours worked on a Saturday in excess of twelve (12) hours shall be paid at double the hourly rate of pay. All hours worked over twelve (12) in a day Monday through Friday, and all hours worked on Sundays shall be paid at double thehourlyrate of wage. All hours worked on a holidayshall bepaid at oneand one-half times thehourlyrateof wage, except that all hours worked on Labor Day shall be paid at double the hourly rate of pay. U. Thefirst four (4) hours after eight (8) regular hours Mondaythrough Fridayand thefirst twelve(12) hours on Saturday shall bepaidatoneand one-half times thehourlyrateof wage. (Except on makeup days ifwork islostduetoinclement weather, then the first eight (8) hours on Saturday may be paid the regular rate.) All hours worked over twelve (12) hours Monday through Saturday, and all hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. V. Work performed in excess of ten (10) hours of straight time per day when four ten (10) hour shifts are established or outside the normal shift (5 am to 6pm), and all work on Saturdays, except for make-up days shall be paid at time and one-half (1 ½) the straight time rate. In the event the job is down due to weather conditions, then Saturday may, be worked as a voluntary make-up day at the straight time rate. However, Saturday shall not be utilized as a make-up day when a holiday falls on Friday. All work performed on Sundays and holidays and work in excess of twelve(12) hours per dayshall bepaid at double(2x) the straight time rate of pay. After an employee has worked eight (8) hours at an applicable overtime rate, all additional hours shall be at the applicable overtime rate until such time as the employee has had a break of eight (8) hours. When an employee returns to work without a break of eight (8) hours since their previous shift, all such time shall be acontinuation ofshift and paid at theapplicableovertimerateuntil such time as theemployeehas had abreak of eight (8) hours. W. All hours worked on Saturdays (except makeup days if work is lost dueto inclement weather conditions) shall bepaid at one and one-half times the hourly rate of wage. All hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. When an employee returns to work without at least eight (8) hours time off since their previous shift, all such time shall beacontinuation of shift and paid at theapplicableovertimerateuntil such timeas the employeehas had abreak of eight (8) hours. Overtime Codes Continued 4. X. All hours worked on Saturdays shall be paid at one and one-half times the hourly rate of wage. All hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. Work performed outside the normal shift of 6 amto 6pmshall be paid at one and one-half the straight time rate, (except for special shifts or three shift operations). All work performed on Sundays and holidays shallbepaid at doublethehourlyrate of wage. Shifts maybe established when considered necessary by the Employer. The Employer may establish shifts consisting of eight (8) or ten (10) hours of work (subject to WAC 296-127-022), that shall constitute a normal forty (40) hour work week. The Employer can change from a 5-eight to a 4-ten hour scheduleor back to theother. All hours of work on theseshifts shall bepaid for at thestraight timehourlyrate. Work performed in excess of eight hours (or ten hours per day (subject to WAC 296-127-022) shall be paid at one and one- half the straight time rate. When due to conditions beyond the control of the Employer, or when contract specifications require that work can onlybeperformed outsidetheregular dayshift, then by mutual agreement a special shift maybe worked at the straight time rate, eight (8) hours work for eight (8) hours pay. The starting time shall be arranged to fit such conditions of work. When an employee returns to work without at a break of eight (8) hours since their previous shift, all such time shall be a continuation of shift and paid at the applicable overtime rate until such time as the employee has had a break of eight (8) hours. Y. Work performed in excess of eight (8) hours of straight time per day, or ten (10) hours of straight time per day when four ten (10) hour shifts are established, or forty (40) hours of straight time per week, Monday through Friday, or outside the normal shift, and all work on Saturdays shall be paid at time and one-half the straight time rate. All work performed after 6:00 pm Saturday to 6:00 am Monday and holidays shall be paid at double the straight time rate of pay. Any shift starting between the hours of 6:00 pm and midnight shall receive an additional one dollar ($1.00) per hour for all hours worked that shift. After an employee has worked eight (8) hours at an applicable overtime rate, all additional hours shall be at the applicable overtime rate until such time as the employee has had a break of eight (8) hours or more. 11. ALLHOURS WORKED IN EXCESS OF EIGHT(8) HOURS PER DAYOR FORTY (40) HOURS PER WEEK SHALL BE PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE. B After an employee has worked eight (8) hours, all additional hours worked shall be paid at the applicable overtime rate until such time as the employee has had a break of eight (8) hours or more. C The first two (2) hours after eight (8) regular hours Monday through Friday and the first eight (8) hours on Saturday shall be paid at one and one-half times the hourly rate of wage. All other overtime hours worked, except Labor Day, and all hours on Sunday shall be paid at double the hourly rate of wage. All hours worked on Labor Day shall be paid at three times the hourly rate of wage. All non-overtime and non-holiday hours worked between 4:00 pm and 5:00 am, Monday through Friday, shall be paid at a premium rate of 15% over the hourly rate of wage. Overtime Codes Continued 11. D. All hours worked on Saturdays and holidays shall bepaid at one and one-half times the hourlyrateof wage. All hours worked on Sundays shall be paid at double the hourly rate of wage. After an employee has worked eight (8) hours, all additional hours worked shall be paid at the applicable overtime rate until such time as the employee has had a break of eight (8) hours or more. E. The first two (2) hours after eight (8) regular hours Monday through Friday, the first ten (10) hours on Saturday, and the first ten (10) hours worked on Holidays shall be paid at one and one-half times the hourly rate of wage. All hours worked over ten (10) hours Monday through Saturday, and Sundays shall be paid at double the hourly rate of wage. After an employee has worked eight (8) hours, all additional hours worked shall be paid at the applicable overtime rate until such time as the employee has had a break of eight (8) hours or more. F. The first two (2) hours after eight (8) regular hours Monday through Friday and the first eight (8) hours on Saturday shall be paid at one and one-half times the hourly rate of wage. All other hours worked Monday through Saturday, and all hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. On a four-day, ten-hour weekly schedule, either Monday thru Thursday or Tuesday thru Friday schedule, all hours worked after ten shall bepaid at doublethehourlyrateof wage. TheMondayor Fridaynot utilized in thenormal four- day, ten hour work week, and Saturday shall be paid at one-half times the hourlyrateofwageforthefirsteight(8) hours. All other hours worked Monday through Saturday, and all hours worked on Sundays and holidays shall bepaid at double the hourly rate of wage. G. Work performed in excess of eight (8) hours of straight time per day, or ten (10) hours of straight time per day when four ten (10) hour shifts are established, or forty (40) hours of straight time per week, Monday through Friday, or outside the normal 5 am to 6pm shift, and all work on Saturdays shall be paid at one and one-half times the hourly rate of wage. All work performed after 6:00 pm Saturday to 5:00 am Monday and Holidays, and all hours worked in excess of twelve (12) hours in a single shift shall be paid at double the hourly rate of wage. After an employee has worked eight (8) hours at an applicable overtime rate, all additional hours shall be at the applicableovertimerateuntil such time as theemployeehas had abreak ofnine(9) hours or more. When an employee returns to work without at least nine (9) hours time off since their previous shift, all such time shall be a continuation of shift and paid at the applicable overtime rate until he/she shall have the nine (9) hours rest period. H. Work performed in excess of eight (8) hours of straight time per day, or ten (10) hours of straight time per day when four ten (10) hour shifts are established, or forty (40) hours of straight time per week, Monday through Friday, or outside the normal 5 am to 6pm shift, and all work on Saturdays shall be paid at one and one-half times the hourly rate of wage. All work performed after 6:00 pm Saturday to 5:00 am Monday and Holidays, and all hours worked in excess of twelve (12) hours in a single shift shall be paid at double the hourly rate of wage. After an employee has worked eight (8) hours at an applicable overtime rate, all additional hours shall be at the applicableovertimerateuntil such time as theemployeehas had abreak often (10) hours or more. When an employee returns to work without at least ten (10) hours time off since their previous shift, all such time shall be a continuation of shift and paid at the applicable overtime rate until he/she shall have the ten (10) hours rest period. Overtime Codes Continued 11. I. On Monday through Friday, the first four (4) hours of overtime after eight (8) hours of straight time work shall be paid at one and one half (1-1/2) times the straight time rate of pay, unless a four (4) day ten (10) hour workweek has been established. On a four (4) day ten (10) hour workweek scheduled Monday through Thursday, or Tuesday through Friday, the first two (2) hours of overtime after ten (10) hours of straight time work shall be paid at one and one half (1-1/2) times the straight time rate of pay. On Saturday, the first twelve (12) hours of work shall be paid at one and one half (1-1/2) times the straight time rate of pay. All work performed after 6:00 pmSaturday to 5:00 amMonday, all work performed over twelve (12) hours, and all work performed on holidays shall be paid at double the straight time rate of pay. Any shift starting between the hours of 6:00 pm and midnight shall receive an additional two dollar ($2.00) per hour for all hours worked that shift. J. All hours worked on holidays shall be paid at double the hourly rate of wage. K. On Monday through Friday hours worked outside 4:00 amand 5:00 pm, and the first two (2) hours after eight (8) hours worked shall be paid at one and one-half times the hourly rate. All hours worked over 10 hours per day Monday through Friday, and all hours worked on Saturdays, Sundays, and Holidays worked shall be paid at double the hourly rate of wage. L. An employee working outside 5:00 am and 5:00 pm shall receive an additional two dollar ($2.00) per hour for all hours worked that shift. All hours worked on holidays shall be paid at one and one-half times the hourly rate of wage. All hours worked on holidays shall be paid at one and one-half times the hourly rate of wage. Holiday Codes 5. A. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day,Thanksgiving Day, Friday after Thanksgiving Day, and Christmas Day (7). B. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday after Thanksgiving Day, the day before Christmas, and Christmas Day (8). C. Holidays: New Year's Day, Presidents’ Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, And Christmas Day (8). D. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Th anksgiving Day, the Friday and Saturday after Thanksgiving Day, And Christmas Day (8). H. Holidays: New Year's Day, Memorial Day, Independence Day, Thanksgiving Day, the Day after Thanksgiving Day, And Christmas (6). I. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, and Christmas Day (6). J. Holidays: New Year's Day, Memorial Day, Independence Day, Thanksgiving Day, Friday after Thanksgiving Day, Christmas Eve Day, And Christmas Day (7). K. Holidays: New Year’s Day, Presidents’ Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday After Thanksgiving Day, The Day Before Christmas, And Christmas Day (9). Holiday Codes Continued 6. L. Holidays: NewYear’s Day, Martin LutherKingJr. Day, Memorial Day, IndependenceDay, Labor Day, Thanksgiving Day, Friday after Thanksgiving Day, And Christmas Day (8). N. Holidays: New Year's Day, Presidents’ Day, Memorial Day, Independence Day, Labor Day, Veterans' Day, Thanksgiving Day, The Friday After Thanksgiving Day, And Christmas Day (9). P. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday And Saturday After Thanksgiving Day, The Day Before Christmas, And Christmas Day (9). If A Holiday Falls On Sunday, The Following Monday Shall Be Considered As A Holiday. Q. Paid Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, and Christmas Day (6). R. Paid Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Day After Thanksgiving Day, One-Half Day Before Christmas Day, And Christmas Day. (71/2). S. Paid Holidays: New Year's Day, Presidents’ Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, And Christmas Day (7). Z. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Veterans Day, Thanksgiving Day, the Friday after Thanksgiving Day, And Christmas Day (8). G. Paid Holidays: New Year's Day, Martin Luther King Jr. Day, Presidents’ Day, Memorial Day, Independence Day, Labor Day, Veterans'Day, ThanksgivingDay, theFridayafter ThanksgivingDay, Christmas Day, and Christmas Eve Day (11). H. Paid Holidays: NewYear's Day, NewYear’s Eve Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday After Thanksgiving Day, Christmas Day, The Day After Christmas, And A Floating Holiday (10). T. Paid Holidays: New Year's Day, Presidents’ Day, Memorial Day, Independence Day, Labor Day, ThanksgivingDay, TheFriday After ThanksgivingDay, The Last WorkingDay Before Christmas Day, And Christmas Day (9). Z. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday after Thanksgiving Day, And Christmas Day (7). If a holiday falls on Saturday, the preceding Friday shall be considered as the holiday. If a holiday falls on Sunday, the following Monday shall be considered as the holiday. 7. A. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day,Thanksgiving Day, the Friday and SaturdayafterThanksgivingDay, And Christmas Day(8). Any HolidayWhich Falls On ASundayShall BeObserved As A HolidayOn TheFollowingMonday. If anyof thelisted holidays falls on a Saturday, the precedingFridayshall be a regular work day. B. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday and Saturday after Thanksgiving Day, And Christmas Day (8). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Any holiday which falls on a Saturday shall be observed as a holiday on the preceding Friday. C. Holidays: NewYear's Day, Martin Luther KingJr. Day, Memorial Day, IndependenceDay, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, And Christmas Day (8). Any holiday which falls on a Sunday shall be observed as aholidayon thefollowingMonday. Anyholiday which falls on aSaturdayshall beobserved as aholiday on the preceding Friday. Holiday Codes Continued 7. D. Paid Holidays: New Year's Day, Memorial Day, Independence Day, Labor D ay, Veteran’s Day, Thanksgiving Day, the Friday after Thanksgiving Day, And Christmas Day (8). Unpaid Holidays: President’s Day. Any paid holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Any paid holiday which falls on a Saturday shall be observed as a holiday on the preceding Friday. E. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, And Christmas Day (7). Any holiday which falls on a Sunday shall be observed as a holiday on thefollowingMonday. Anyholiday which falls on aSaturdayshall beobserved as a holidayon the precedingFriday. F. Holidays: New Year’s Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, the last working day before Christmas day and Christmas day (8). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Any holiday which falls on a Saturday shall be observed as a holiday on the preceding Friday. G. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, and Christmas Day (6). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. H. Holidays: NewYear's Day, Martin Luther KingJr. Day, IndependenceDay,Memorial Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, the Last Working Day before Christmas Day and Christmas Day (9). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Any holiday which falls on a Saturday shall be observed as a holiday on the preceding Friday. I. Holidays: New Year's Day, President’s Day, Independence Day, Memorial Day, Labor Day, Thanksgiving Day, The Friday After Thanksgiving Day, The Day Before Christmas Day And Christmas Day (9). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Any holiday which falls on a Saturday shall be observed as a holiday on the preceding Friday. J. Holidays: NewYear's Day, IndependenceDay, Memorial Day, Labor Day, ThanksgivingDayand Christmas Day(6). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Any holiday which falls on a Saturday shall be observed as a holiday on the preceding Friday. K. Holidays: New Year's Day, Memorial Day, Independence Day, Thanksgiving Day, the Friday and Saturday after Thanksgiving Day, And Christmas Day (8). Any holiday which falls on a Sunday shall be observed as a holiday on thefollowingMonday. Anyholiday which falls on aSaturdayshall beobserved as a holidayon the precedingFriday. L. Holidays: New Year's Day, Memorial Day, Labor Day, Independence Day, Thanksgiving Day, the Last Work Day before Christmas Day, And Christmas Day (7). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Any holiday which falls on a Saturday shall be observed as a holiday on the preceding Friday. N. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, And Christmas Day (7). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. When Christmas falls on a Saturday, the preceding Friday shall be observed as a holiday. P. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday after Thanksgiving Day, And Christmas Day (7). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Holiday Codes Continued 7. Q. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day,Thanksgiving Day, the Friday after Thanksgiving Day, the Last Working Day before Christmas Day and Christmas Day (8). Any holiday which falls on aSundayshall be observed as aholidayon the following Monday. If anyofthe listed holidays falls on aSaturday, the preceding Friday shall be a regular work day. S. Paid Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday after Thanksgiving Day, Christmas Day, the Day after Christmas, and A Floating Holiday (9). If any of the listed holidays falls on a Sunday, the day observed by the Nation shall be considered a holiday and compensated accordingly. V. Holidays: New Year's Day, President’s Birthday, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, theFridayafter Thanksgiving Day, Christmas Day, thedaybefore or after Christmas, and thedaybeforeor after New Year’s Day. If anyof the abovelisted holidays falls on a Sunday, theday observed bythe Nation shall beconsidered a holiday and compensated accordingly. W. Holidays: New Year's Day, Day After New Year’s, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, Christmas Eve Day, Christmas Day,the day after Christmas, the day before NewYear’s Day, and a Floating Holiday. X. Holidays: NewYear'sDay,Daybefore orafterNewYear’sDay,Presidents’ Day, Memorial Day, IndependenceDay, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, Christmas Day, and the day before or after Christmas day. If a holiday falls on aSaturday or on a Friday that is the normal day off, then the holiday will be taken on thelastnormal workday. If theholidayfalls on aMondaythat isthenormal dayoff or on a Sunday, then theholiday will be taken on the next normal workday. Y. Holidays: New Year's Day, Presidents’ Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, and Christmas Day. (8) If the holiday falls on a Sunday, then the day observed by the federal government shall be considered a holiday and compensated accordingly. G. New Year's Day, Washington’s Birthday, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, The Friday After Thanksgiving Day, the last scheduled workday before Christmas, and Christmas Day (9). If any of the listed holidays falls on a Sunday, the day observed by the Nation shall be considered a holiday and compensated accordingly. H. Holidays: NewYear's Day, Martin Luther KingJr. Day, IndependenceDay,Memorial Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, the Last Working Day before Christmas Day and Christmas Day (9). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Any holiday which falls on a Saturday shall be observed as a holiday on the preceding Friday. I. Holidays: New Year's Day, President’s Day, Independence Day, Memorial Day, Labor Day, Thanksgiving Day, The Friday After Thanksgiving Day, The Day Before Christmas Day And Christmas Day (9). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Any holiday which falls on a Saturday shall be observed as a holiday on the preceding Friday. J. Holidays: NewYear's Day, IndependenceDay, Memorial Day, Labor Day, ThanksgivingDayand Christmas Day(6). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Any holiday which falls on a Saturday shall be observed as a holiday on the preceding Friday. K. Holidays: New Year's Day, Memorial Day, Independence Day, Thanksgiving Day, the Friday and Saturday after Thanksgiving Day, And Christmas Day (8). Any holiday which falls on a Sunday shall be observed as a holiday on thefollowingMonday. Anyholiday which falls on aSaturdayshall beobserved as a holidayon the precedingFriday. Holiday Codes Continued 7. L. Holidays: New Year's Day, Memorial Day, Labor Day, Independence Day,Thanksgiving Day, the Last Work Day before Christmas Day, And Christmas Day (7). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Any holiday which falls on a Saturday shall be observed as a holiday on the preceding Friday. N. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, And Christmas Day (7). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. When Christmas falls on a Saturday, the preceding Friday shall be observed as a holiday. P. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday after Thanksgiving Day, And Christmas Day (7). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Q. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, the Last Working Day before Christmas Day and Christmas Day (8). Any holiday which falls on aSundayshall be observed as aholidayon the following Monday. If anyof the listed holidays falls on aSaturday, the preceding Friday shall be a regular work day. S. Paid Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday after Thanksgiving Day, Christmas Day, the Day after Christmas, and A Floating Holiday (9). If any of the listed holidays falls on a Sunday, the day observed by the Nation shall be considered a holiday and compensated accordingly. V. Holidays: New Year's Day, President’s Birthday, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, theFridayafter Thanksgiving Day, Christmas Day, thedaybefore or after Christmas, and thedaybeforeor after New Year’s Day. If anyof the abovelisted holidays falls on a Sunday, theday observed bythe Nation shall beconsidered a holiday and compensated accordingly. W. Holidays: New Year's Day, Day After New Year’s, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, Christmas Eve Day, Christmas Day,the day after Christmas, the day before NewYear’s Day, and a Floating Holiday. X. Holidays: NewYear'sDay,Daybefore orafterNewYear’sDay,Presidents’ Day, Memorial Day, IndependenceDay, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, Christmas Day, and the day before or after Christmas day. If a holiday falls on aSaturday or on a Friday that is the normal day off, then the holiday will be taken on thelastnormal workday. If theholidayfalls on aMondaythat isthenormal dayoff or on a Sunday, then theholiday will be taken on the next normal workday. Y. Holidays: New Year's Day, Presidents’ Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, and Christmas Day. (8) If the holiday falls on a Sunday, then the day observed by the federal government shall be considered a holiday and compensated accordingly. 15. G. New Year's Day, Washington’s Birthday, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, The Friday After Thanksgiving Day, the last scheduled workday before Christmas, and Christmas Day (9). If any of the listed holidays falls on a Sunday, the day observed by the Nation shall be considered a holiday and compensated accordingly. H. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday after Thanksgiving Day, Christmas Eve Day, and Christmas Day (8). When the following holidays fall on a Saturday (New Year’s Day, Independence Day, and Christmas Day) the preceding Friday will be considered as the holiday; should they fall on a Sunday, the following Monday shall be considered as the holiday. Holiday Codes Continued 15. I. Holidays: New Year's Day, President’s Day, Memorial Day, Labor Day,Thanksgiving Day, the Friday after Thanksgiving Day, Christmas Day, the last regular workday before Christmas (8). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. J. Holidays: New Year's Day, Martin Luther King Jr. Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday and Saturday after Thanksgiving Day, and Christmas Day (9). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. If any of the listed holidays falls on a Saturday, the preceding Friday shall be a regular work day. Note Codes 8. D. Workers working with supplied air on hazmat projects receive an additional $1.00 per hour. L. Workers on hazmat projects receive additional hourly premiums as follows -Level A: $0.75, Level B: $0.50, And Level C: $0.25. M. Workers on hazmat projects receive additional hourly premiums as follows: Levels A & B: $1.00, Levels C & D: $0.50. N. Workers on hazmat projects receive additional hourly premiums as follows -Level A: $1.00, Level B: $0.75, Level C: $0.50, And Level D: $0.25. S. EffectiveAugust 31, 2012– ATrafficControlSupervisor shall bepresent ontheproject wheneverflaggingorspotting or other traffic control labor is being utilized. Flaggers and Spotters shall be posted where shown on approved Traffic Control Plans or where directed by the Engineer. All flaggers and spotters shall possess a current flagging card issued by the State of Washington, Oregon, Montana, or Idaho. This classification is only effective on or after August 31, 2012. T. Effective August 31, 2012 – A Traffic Control Laborer performs thesetup, maintenance and removal of all temporary traffic control devices and construction signs necessary to control vehicular, bicycle, and pedestrian traffic during construction operations. Flaggers and Spotters shall be posted where shown on approved Traffic Control Plans or where directed by the Engineer. All flaggers and spotters shall possess a current flagging card issued by the State of Washington, Oregon, Montana, or Idaho. This classification is only effective on or after August 31, 2012. U. Workers on hazmat projects receive additional hourlypremiums as follows – Class A Suit: $2.00, Class BSuit: $1.50, And Class C Suit: $1.00. Workers performing underground work receive an additional $0.40 per hour for any and all work performed underground, including operating, servicing and repairing of equipment. The premium for underground work shall be paid for the entire shift worked. Workers who work suspended by a rope or cable receive an additional $0.50 per hour. Thepremiumfor work suspended shall be paid for the entireshift worked. Workers who do “pioneer” work (break open a cut, build road, etc.) more than one hundred fifty (150) feet above grade elevation receive an additional $0.50 per hour. Note Codes Continued 8. V. In addition to the hourly wage and fringe benefits, the following depth and enclosure premiums shall be paid. The premiums are to be calculated for the maximum depth and distance into an enclosure that a diver reaches in a day. The premiums are to be paid one time for the day and are not used in calculatingovertimepay. Depth premiums applyto depths of fiftyfeet or more. Over 50' to 100'- $2.00 per foot for each foot over 50 feet. Over 101' to 150' - $3.00 per foot for each foot over 101 feet. Over 151' to 220' - $4.00 per foot for each foot over 220 feet. Over 221' - $5.00 per foot for each foot over 221 feet. Enclosure premiums apply when divers enter enclosures (such as pipes or tunnels) where there is no vertical ascent and is measured by the distance travelled from the entrance. 25’ to 300’ - $1.00 per foot from entrance. 300’ to 600’ - $1.50 per foot beginning at 300’. Over 600’ - $2.00 per foot beginning at 600’. W. Meter Installers work on single phase 120/240V self-contained residential meters. The Lineman/Groundmen rates would apply to meters not fitting this description. X. Workers on hazmat projects receive additional hourly premiums as follows - Class A Suit: $2.00, Class B Suit: $1.50, Class C Suit: $1.00, and Class D Suit: $0.50. Special Shift Premium:Basic hourly rate plus $2.00 per hour. When due to conditions beyond the control of the Employer or when an owner (not acting as the contractor), a government agency or the contract specifications requires that work can only be performed outside the normal 5 am to 6pmshift, then the special shift premium will be applied to the basic hourly rate. When an employee works on a special shift, they shall be paid a special shift premiumfor each hour worked unless they are in OT or Double-time status. (For example, the special shift premiumdoes not waive the overtime requirements for work performed on Saturday or Sunday.) Tide Work: When employees are called out between the hours of 6:00 p.m. and 6:00a.m.toworkontidework (work located in the tide plane) all time worked shall be at one and one-half times the hourly rate of pay. Swinging Stage/Boatswains Chair: Employees working on a swinging state or boatswains chair or under conditions that require them to be tied off to allow their hands to be free shall receive seventy-five cents ($0.75) per hour above the classification rate. Z. Workers working with supplied air on hazmat projects receive an additional $1.00 per hour. Special Shift Premium: Basic hourly rate plus $2.00 per hour. When due to conditions beyond the control of the Employer or when an owner (not acting as a contractor), a government agency or the contract specifications require that more than (4) hours of a special shift can only be performed outside the normal 6 amto 6pmshift, then the special shift premium will be applied to the basic straight time for the entire shift. When an employee works on a special shift, they will be paid a special shift premium for each hour worked unless they are in overtime or double- time status. (For example, the special shift premium does not waive the overtime requirements for work performed on Saturday or Sunday.) Note Codes Continued 9. A. Workers working with supplied air on hazmat projects receive an additional $1.00 per hour. Special Shift Premium: Basic hourly rate plus $2.00 per hour. When due to conditions beyond the control of the Employer or when an owner (not acting as the contractor), a government agency or the contract specifications require that more than four (4) hours of a special shift can only be performed outside the normal 6 am to 6pm shift, then the special shift premium will be applied to the basic straight time for the entire shift. When an employee works on a special shift, they shall be paid a special shift premium for each hour worked unless they are in overtime or double- time status. (For example, thespecial shift premiumdoes not waivethe overtime requirements for work performed on Saturday or Sunday.) Certified Crane Operator Premium: Crane operators requiring certifications shall be paid $0.50 per hour above their classification rate. BoomPay Premium: All cranes including tower shall be paid as follows based on boomlength: (A) – 130’ to 199’ – $0.50 per hour over their classification rate. (B) – 200’ to 299’ – $0.80 per hour over their classification rate. (C) – 300’ and over – $1.00 per hour over their classification rate. B. The highest pressure registered on the gauge for an accumulated time of more than fifteen (15) minutes during the shift shall be used in determining the scale paid. Tide Work: When employees are called out between the hours of 6:00 p.m. and 6:00a.m.toworkontidework(work located in the tide plane) all time worked shall be at one and one-half times the hourly rate of pay. Swinging Stage/Boatswains Chair: Employees workingon a swingingstage or boatswains chair or under conditions that require them to be tied off to allow their hands to be free shall receive seventy-five cents ($0.75) per hour above the classification rate. C. Tide Work: When employees are called out between the hours of 6:00 p.m. and6:00a.m.toworkontidework(work located in the tide plane) all time worked shall be at one and one-half times the hourly rate of pay. Swinging Stage/Boatswains Chair: Employees workingon a swingingstage or boatswains chair or under conditions that require them to be tied off to allow their hands to be free shall receive seventy-five cents ($0.75) per hour above the classification rate. EffectiveAugust 31, 2012– ATrafficControlSupervisor shall bepresent ontheproject wheneverflaggingorspotting orothertraffic control laboris beingutilized. A TrafficControl Laborer performs thesetup, maintenance and removal of all temporary traffic control devices and construction signs necessary to control vehicular, bicycle, and pedestrian trafficduringconstruction operations. Flaggers and Spotters shallbeposted whereshown on approved TrafficControl Plans or where directed by the Engineer. All flaggers and spotters shall possess a current flagging card issued by the StateofWashington, Oregon, Montana, or Idaho. Theseclassifications are only effectiveon or after August 31, 2012. D. Industrial Painter wages are required for painting within industrial facilities such as treatment plants, pipelines, towers, dams, bridges, power generation facilities and manufacturing facilities such as chemical plants, etc., or anywhere abrasive blasting is necessary to prepare surfaces, or hazardous materials encapsulation is required. E. Heavy Construction includes construction, repair, alteration or additions to the production, fabrication or manufacturing portions of industrial or manufacturing plants, hydroelectric or nuclear power plants and atomic reactor construction. Workers on hazmat projects receive additional hourly premiums as follows -Level A: $1.00, Level B: $0.75, Level C: $0.50, And Level D: $0.25. F. Industrial Painter wages are required for painting within industrial facilities such as treatment plants, pipelines, towers, dams, power generation facilities and manufacturing facilities such as chemical plants, etc., or anywhere abrasive blasting is necessary to prepare surfaces, or hazardous materials encapsulation is required. &LW\RI5HQWRQ &RQWUDFW3URYLVLRQVIRU 5DLQLHU$YH6&RUULGRU,PSURYHPHQWV±3KDVH BBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBB $33(1',;%±&LW\RI5HQWRQ6WDQGDUG3ODQV POLE ELEVATION FOUNDATION SHALL SUPPORT POLE SHOWN IN STANDARD PLAN 117.1A FOUNDATION, AND ANCHOR BOLT DETAILS PER STANDARD PLAN 117.1A j jjDocuSign Envelope ID: 9D9B0DA8-0385-4664-AE66-57BFF1561D7F 7/27/2022 | 5:44 PM PDT FOUNDATION DETAILS POLE ELEVATION POLE CHAMBER DETAIL jj jDocuSign Envelope ID: 9D9B0DA8-0385-4664-AE66-57BFF1561D7F 7/27/2022 | 5:44 PM PDT BASE COVER DETAIL CABINET TOP PLATE DETAIL CABINET BOTTOM PLATE DETAIL CABINET CHAMBER DETAIL DocuSign Envelope ID: 9D9B0DA8-0385-4664-AE66-57BFF1561D7F 7/27/2022 | 5:44 PM PDT LUMINAIRE ARM DETAILS LUMINAIRE ARM MOUNTING BRACKET DETAILS DocuSign Envelope ID: 9D9B0DA8-0385-4664-AE66-57BFF1561D7F 7/27/2022 | 5:44 PM PDT DocuSign Envelope ID: 9D9B0DA8-0385-4664-AE66-57BFF1561D7F 7/27/2022 | 5:44 PM PDT DocuSign Envelope ID: 9D9B0DA8-0385-4664-AE66-57BFF1561D7F 7/27/2022 | 5:44 PM PDT TESTING CONNECTION 8'± TEMPORARY BLOCKING EXISTING WATER MAIN POLYPIG STATION PER STD PLAN 300.6 (1) VERTICAL CROSS (MJxFL) (1) BLIND FLANGE ON TOP WITH 2" TAP AND 2" PLUG (1) BLIND FLANGE ON BOTTOM (1) PLUG (MJ) WITH 2" TAP AND TEMPORARY BLOW-OFF ASSEMBLY WITH TEMPORARY THRUST BLOCKING CONNECTION TO EXISTING MAIN (BY CITY FORCES) (1) TEE (MJxFL) (2) DI SPOOLS (2) SOLID SLEEVES (MJ) OR COUPLING ADAPTERS (ROMAC 501 OR EQUAL) (1) GATE VALVE (FLxMJ) (1) PLUG (MJ) WITH 2" TAP AND TEMPORARY BLOW-OFF ASSEMBLY WITH CONCRETE THRUST BLOCKING PER STD PLAN 330.1 FINAL CONNECTION NEW DI WATER MAIN UPON COMPLETION OF POLYPIGGING, HYDROSTATIC TESTING, AND DISINFECTION, REMOVE TEMPORARY THRUST BLOCKING AND TEMPORARY BLOW-OFF ASSEMBLIES FINAL CONNECTION (BY CITY FORCES) (2) DI SPOOLS (1) DI SLEEVE (MJ) NEW DI WATER MAIN CONNECTION TO WATER MAIN CUT-IN TEE AND ONE VALVE STD. PLAN - 300.1 PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator NOTE: LONG BODY DI SLEEVE FOR CONNECTION FROM DI TO DI PIPE AND FROM DI TO CI PIPE WITH SAME OUTSIDE DIAMETER LONG BARREL COUPLING FOR CONNECTION FROM DI PIPE TO CI PIPE WITH DIFFERENT O.D. AND FROM DI TO A.C. OR TO STEEL PIPE SEE NOTE WATER UTILITY agafour 07/14/2022 TESTING CONNECTION 8'± TEMPORARY BLOCKING EXISTING WATER MAIN POLYPIG STATION PER STD PLAN 300.6 (1) VERTICAL CROSS (MJxFL) (1) BLIND FLANGE ON TOP WITH 2" TAP AND 2" PLUG (1) BLIND FLANGE ON BOTTOM (1) PLUG (MJ) WITH 2" TAP AND TEMPORARY BLOW-OFF ASSEMBLY WITH TEMPORARY THRUST BLOCKING CONNECTION TO EXISTING MAIN (BY CITY FORCES) (1) TEE (MJxFL) (2) DI SPOOLS (2) SOLID SLEEVES (MJ) OR COUPLING ADAPTERS (ROMAC 501 OR EQUAL) (2) GATE VALVES (FLxMJ) (1) ADAPTER (FLxMJ) (1) PLUG (MJ) WITH 2" TAP AND TEMPORARY BLOW-OFF ASSEMBLY WITH CONCRETE THRUST BLOCKING PER STD PLAN 330.1 FINAL CONNECTION NEW DI WATER MAIN UPON COMPLETION OF POLYPIGGING, HYDROSTATIC TESTING, AND DISINFECTION, REMOVE TEMPORARY THRUST BLOCKING AND TEMPORARY BLOW-OFF ASSEMBLIES FINAL CONNECTION (BY CITY FORCES) (2) DI SPOOLS (1) DI SLEEVE (MJ) NEW DI WATER MAIN PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator CONNECTION TO WATER MAIN CUT-IN TEE AND TWO VALVES STD. PLAN - 300.2 NOTE: LONG BODY DI SLEEVE FOR CONNECTION FROM DI TO DI PIPE AND FROM DI TO CI PIPE WITH SAME OUTSIDE DIAMETER LONG BARREL COUPLING FOR CONNECTION FROM DI PIPE TO CI PIPE WITH DIFFERENT O.D. AND FROM DI TO A.C. OR TO STEEL PIPE SEE NOTE WATER UTILITY agafour 07/14/2022 TESTING CONNECTION 8'± TEMPORARY BLOCKING EXISTING WATER MAIN POLYPIG STATION PER STD PLAN 300.6 (1) VERTICAL CROSS (MJxFL) (1) BLIND FLANGE ON TOP WITH 2" TAP AND 2" PLUG (1) BLIND FLANGE ON BOTTOM (1) PLUG (MJ) WITH 2" TAP AND TEMPORARY BLOW-OFF ASSEMBLY WITH TEMPORARY THRUST BLOCKING CONNECTION TO EXISTING MAIN (BY CITY FORCES) (1) TEE (FLxFL) (2) DI SPOOLS (2) SOLID SLEEVES (MJ) OR COUPLING ADAPTERS (ROMAC 501 OR EQUAL) (3) GATE VALVES (FLxMJ) (1) PLUG (MJ) WITH 2" TAP AND TEMPORARY BLOW-OFF ASSEMBLY WITH CONCRETE THRUST BLOCKING PER STD PLAN 330.1 FINAL CONNECTION NEW DI WATER MAIN UPON COMPLETION OF POLYPIGGING, HYDROSTATIC TESTING, AND DISINFECTION, REMOVE TEMPORARY THRUST BLOCKING AND TEMPORARY BLOW-OFF ASSEMBLIES FINAL CONNECTION (BY CITY FORCES) (2) DI SPOOLS (1) DI SLEEVE (MJ) NEW DI WATER MAIN PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator CONNECTION TO WATER MAIN CUT-IN TEE AND THREE VALVES STD. PLAN - 300.3 NOTE: LONG BODY DI SLEEVE FOR CONNECTION FROM DI TO DI PIPE AND FROM DI TO CI PIPE WITH SAME OUTSIDE DIAMETER LONG BARREL COUPLING FOR CONNECTION FROM DI PIPE TO CI PIPE WITH DIFFERENT O.D. AND FROM DI TO A.C. OR TO STEEL PIPE SEE NOTE WATER UTILITY agafour 07/14/2022 TESTING CONNECTION 10'± TEMPORARY BLOCKING POLYPIG STATION PER STD PLAN 300.6 (1) VERTICAL CROSS (MJxFL) (1) BLIND FLANGE ON TOP WITH 2" TAP AND 2" PLUG (1) BLIND FLANGE ON BOTTOM (1) PLUG (MJ) WITH 2" TAP AND TEMPORARY BLOW-OFF ASSEMBLY WITH TEMPORARY THRUST BLOCKING FINAL CONNECTION NEW DI WATER MAIN UPON COMPLETION OF POLYPIGGING, HYDROSTATIC TESTING, AND DISINFECTION, REMOVE TEMPORARY THRUST BLOCKING AND TEMPORARY BLOW-OFF ASSEMBLIES FINAL CONNECTION (BY CITY FORCES) (1) DI SPOOL (1) DI SLEEVE (MJ) EXISTING TEE, CAP, PLUG, OR DEAD END LINE, DO NOT DISTURB BLOCKING EXISTING WATER MAIN NEW DI WATER MAIN PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator CONNECTION TO WATER MAIN EXISTING TEE OR END LINE CAP STD. PLAN - 300.4 NOTE: LONG BODY DI SLEEVE FOR CONNECTION FROM DI TO DI PIPE AND FROM DI TO CI PIPE WITH SAME OUTSIDE DIAMETER LONG BARREL COUPLING FOR CONNECTION FROM DI PIPE TO CI PIPE WITH DIFFERENT O.D. AND FROM DI TO A.C. OR TO STEEL PIPE SEE NOTE WATER UTILITY agafour 07/14/2022 TESTING CONNECTION 8'± TEMPORARY BLOCKING EXISTING WATER MAIN POLYPIG STATION PER STD PLAN 300.6 (1) VERTICAL CROSS (MJxFL) (1) BLIND FLANGE ON TOP WITH 2" TAP AND 2" PLUG (1) BLIND FLANGE ON BOTTOM (1) PLUG (MJ) WITH 2" TAP AND TEMPORARY BLOW-OFF ASSEMBLY WITH TEMPORARY THRUST BLOCKING CONNECTION TO EXISTING MAIN (BY LICENSED WET TAP CONTRACTOR) (1) TAPPING TEE (MJxFL) PER STD PLAN 300.6 (1) TAPPING GATE VALVE (FLxMJ) (1) PLUG (MJ) WITH 2" TAP AND TEMPORARY BLOW-OFF ASSEMBLY WITH CONCRETE THRUST BLOCKING PER STD PLAN 330.1 FINAL CONNECTION NEW DI WATER MAIN UPON COMPLETION OF POLYPIGGING, HYDROSTATIC TESTING, AND DISINFECTION, REMOVE TEMPORARY THRUST BLOCKING AND TEMPORARY BLOW-OFF ASSEMBLIES FINAL CONNECTION (BY CITY FORCES) (2) DI SPOOLS (1) DI SLEEVE (MJ) NEW DI WATER MAIN 3 x ID MIN PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator CONNECTION TO WATER MAIN TAPPING TEE AND VALVE STD. PLAN - 300.5 LONG BODY WATER UTILITY agafour 07/14/2022 NOTES: 1. WET TAPPING OF EXISTING WATER MAINS SHALL BE PERFORMED BY A LICENSED WET TAP CONTRACTOR (SPEER TAPS, INC. OR LEGACY TAPPING, INC.). 2. CONTRACTOR SHALL POTHOLE AND VERIFY THE HORIZONTAL AND VERTICAL ALIGNMENT OF EXISTING WATER MAIN AND SHALL LAY THE NEW WATER MAIN TO MATCH. 3. TAPPING TEE SHALL BE STAINLESS STEEL WITH FULL CIRCLE SEAL WITH CORTEN OR STAINLESS STEEL NUTS AND BOLTS. 4. ALL TEES AND VALVES SHALL BE WATER TESTED BEFORE TAPPING OR ASSEMBLY SEALS SHALL BE TESTED VIA AIR PRESSURE AFTER THE TAPPING SLEEVE IS INSTALLED TO THE MAIN AND THE TAPPING VALVE IS INSTALLED. 5. TAPPING TEES MAY BE SIZE-ON-SIZE, PROVIDED THE SHELL CUTTER DIAMETER IS AT LEAST 2" SMALLER THAN THE EXISTING MAIN DIAMETER. 6. TAPPING TEES SHALL NOT BE INSTALLED ON STEEL OR ASBESTOS CEMENT WATER MAINS. COMPACTED BEDDING GRAVEL PER SECTION 9-03.12(3) OF THE WSDOT STANDARD SPECIFICATIONS CONCRETE SUPPORT BLOCKS CONCRETE BLOCKING PER STD PLAN 330.1 MAIN NEW WATER MAIN ELEVATION PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator TAPPING TEE STD. PLAN - 300.6 STAINLESS STEEL TAPPING TEE CAN BE USED ON EXISTING DUCTILE IRON, OR CAST IRON WATER MAIN. STAINLESS STEEL TAPPING TEE SHALL HAVE FULL CIRCLE SEAL. BOLTS AND NUTS SHALL BE STAINLESS STEEL. DUCTILE IRON TAPPING TEE WITH MECHANICAL JOINT SLEEVE CAN BE USED ON EXISTING CAST-IRON AND DUCTILE IRON MAIN. EPOXY-COATED STEEL TAPPING TEE CAN BE USED ON EXISTING DUCTILE IRON MAIN ONLY. BOLTS AND NUTS SHALL COR-TEN, OR STAINLESS STEEL. 4. ALL TEES AND VALVES SHALL BE WATER TESTED BEFORE TAPPING OR ASSEMBLY SEALS SHALL BE TESTED VIA AIR PRESSURE AFTER THE TAPPING SLEEVE IS INSTALLED TO THE MAIN AND THE TAPPING VALVE IS INSTALLED. 5. TAPPING TEES MAY BE SIZE-ON-SIZE, PROVIDED THE SHELL CUTTER DIAMETER IS AT LEAST 2" SMALLER THAN THE EXISTING MAIN DIAMETER. 6. TAPPING TEES SHALL NOT BE INSTALLED ON STEEL OR ASBESTOS CEMENT WATER MAINS. WATER UTILITY agafour 07/14/2022 NOTES: 1. THE BACKFLOW PREVENTION ASSEMBLY AND SUPPLY HOSE MUST BE DISCONNECTED DURING HYDROSTATIC PRESSURE TESTING OF THE NEW WATER MAIN. 2. POLYPIG AND ALL DEBRIS SHALL BE REMOVED FROM SUMP OF VERTICAL CROSS VIA SANITARY METHOD PRIOR TO DISINFECTION OF NEW WATER MAIN. 3. UPON REMOVAL OF POLYPIG, REMOVE TEMPORARY BLOW-OFF ASSEMBLY AND INSTALL 2" PLUG. 4. THE NEW WATER MAIN SHALL BE CONNECTED TO THE EXISTING SYSTEM ONLY AFTER NEW WATER MAIN IS POLYPIGGED, DISINFECTED AND SATISFACTORY BACTERIOLOGICAL SAMPLE RESULTS ARE OBTAINED. 5. THE INTERIORS OF ALL PIPES AND FITTINGS TO BE USED IN FINAL CONNECTION MUST BE SWABBED OR SPRAYED WITH A 5-6% AVAILABLE CHLORINE SOLUTION. NEW DI WATER MAIN SUPPLY HOSE METERED BACKFLOW ASSEMBLY (TO BE OBTAINED FROM CITY) (1) 2 1 2" CONTROL VALVE (1) CONSTRUCTION METER (1) RPBA HYDRANT ON EXISTING WATER MAIN POLYPIG TEMPORARY BLOW-OFF ASSEMBLY (1) 2" GALVANIZED PIPE (1) 2" 90° BEND (1) 2" GATE VALVE POLYPIG STATION (1) VERTICAL CROSS (MJxFL), SIZE TO MATCH WATER MAIN (1) BLIND FLANGE WITH 2" TAP ON TOP OF CROSS (1) TEMPORARY BLOW-OFF ASSEMBLY (1) BLIND FLANGE ON BOTTOM OF CROSS (1) PLUG (MJ) ON END OF CROSS WITH TEMPORARY THRUST BLOCKING TEMPORARY BLOCKING PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator POLYPIGGING NEW WATER MAINS STD. PLAN - 300.7 WATER UTILITY agafour 07/14/2022 CL A HYDRANT COMPRESSION TYPE HYDRANT (SEE APPROVED MATERIALS LIST) WITH 6" MJ INLET WITH LUGS, 5 1 4" MVO, 1 1 4" PENTAGON OPERATING NUT, TWO (2) 2 1 2" NST HOSE NOZZLES, AND 4.875" SST PUMPER NOZZLE EQUIPPED WITH 5" STORZ ADAPTER AND 1/8" STAINLESS STEEL CABLE, WITH EXTENSION IF NECESSARY. TEE MAIN LINE TEE WITH 6" FLANGE SIDE OUTLET VALVE 6" GATE VALVE (FLxMJ) VALVE BOX VALVE BOX AND LID PER STD PLAN 330.7 PIPE CLASS 52 DI, LENGTH TO FIT JOINT RESTRAINT MECHANICAL JOINT RESTRAINT OR (2) 3/4" CORTEN STEEL TIE RODS FOR DISTANCES OVER ONE PIPE LENGTH GRAVEL 1 1 4" WASHED DRAIN ROCK, MINIMUM 1' ABOVE BOOT FLANGE WITH 8-MIL POLYETHYLENE SHEETING AROUND TOP AND SIDES OF GRAVEL CONCRETE BLOCK MINIMUM 16"x8"x4" CONCRETE BLOCKS UNDER FIRE HYDRANT AND GATE VALVE BLOCKING CONCRETE BLOCKING PER STD PLAN 330.1 SHEAR BLOCK 4'x4'x6" CONCRETE SHEAR BLOCK AROUND FIRE HYDRANT WITH EXPANSION JOINT AT BACK OF SIDEWALK, FINISH TO MATCH SIDEWALK, ALL CONCRETE SHALL BE MINIMUM 3,000 PSI AND SHALL BE MECHANICALLY MIXED - JOB SITE MIXING, HAND-MIXED CONCRETE, AND MOBILE CONCRETE MIXERS ARE NOT ALLOWED. PAVEMENT MARKER BLUE REFLECTIVE PAVEMENT MARKER PER STD PLAN 310.3 BE K MAIN ROADWAY OR NEAREST LANE CHANNELIZATION1' MIN A1' MIN 4" 4" PER MANUFACTURER'S RECOMMENDATION F MATERIALS NOTES: 1. FIRE HYDRANT TO BE PAINTED WITH TWO COATS OF SAFETY YELLOW DTM ACRYLIC GLOSS OR ENAMEL PAINT. 2. PUMPER NOZZLE TO FACE ROADWAY OR AS DIRECTED BY RRFA. 3. A MINIMUM 3' RADIUS UNOBSTRUCTED WORKING AREA SHALL BE PROVIDED AROUND THE OUTSIDE OF THE HYDRANT. H H J G D C I B C D E F G H I J K PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator FIRE HYDRANT ASSEMBLY STD. PLAN - 310.1 (MEGALUG OR EQUAL)OR (2) 3/4" CORTEN STEEL TIE RODS 6" WATER UTILITY agafour 07/14/2022 BLUE REFLECTIVE PAVEMENT MARKER, STIMSONITE MODEL C88 OR EQUAL, PLACED 4" FROM ROADWAY CENTERLINE AS INDICATED BELOW TWO LANE ROAD OFFSET MARKER ON SIDE STREETS WHERE THE HYDRANT IS WITHIN 20' OF A MAJOR STREET, THE MARKER SHALL BE INSTALLED ON THAT MAJOR STREET FOUR LANE ROAD OFFSET MARKER FIVE LANE ROAD OFFSET MARKER 4"0.7" MARKERMARKER MARKER MARKER PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator FIRE HYDRANT ASSEMBLY PAVEMENT MARKER STD. PLAN - 310.3 WATER UTILITY agafour 07/14/2022 CORPORATION STOP 1" BALL CORPORATION STOP WITH BALL VALVE, AWWA TAPERED THREAD (CC) INLET, QUICK JOINT OUTLET, FORD FB1000-4-Q-NL OR A.Y. MCDONALD 74701BQ TUBING 1" TYPE "K" SOFT COPPER TUBING METER SETTER 1" SETTER, QUICK JOINT INLET AND OUTLET, PADLOCK WINGS ON INLET ANGLE BALL VALVE, SINGLE CHECK VALVE ON OUTLET, FORD VBH74-15W-44-44-Q-NL, A.Y. MCDONALD 721-415WCQQ 44, OR MUELLER B-24701-6AN, INSTALL CENTERED AND SQUARED IN METER BOX, PROVIDE ADAPTERS FOR 5/8"x3/4" METERS WATER METER AMI WATER METER WITH RADIO AND BATTERY UNIT, TO BE PROVIDED BY THE CITY METER BOX METER BOX, ARMORCAST A6001946PCX18, WITH METER BOX LID, ARMORCAST A6001969RCI-H7, TO READ "RENTON WATER" COUPLER AND PLUG COUPLER (PACK JOINT x PACK JOINT), FORD C4#-4#-Q-NL, WITH 1" GALVANIZED PLUG IF SERVICE LINE TO PROPERTY IS TO BE INSTALLED IN THE FUTURE GRAVEL 1 1 4" WASHED GRAVEL PROPERTY LINECITY PIPING PIPING PRIVATE F BCB A D E FINISHED GRADE SIDEWALK 9" TO 12" IN UNIMPROVED ROW, INSTALL METER BOX AT PROPERTY LINE WITH 1" COPPER TAILPIECE 21" TO 30" LOOP DOWN TO CENTERLINE OF WATER MAIN TO PROVIDE SLACK IN SERVICE LINE TO METER 22 1 2° 24" TO 30" MAIN 12"PROPERTY LINEA MATERIALS B C D E F G G PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator 1" WATER SERVICE STD. PLAN - 320.1 WATER UTILITY agafour 07/14/2022 A TEE 2" TAPPED REDUCING TEE (MJxFIPT) 2" TAPPED REDUCING TEE (MJxFIPT) PIPE 2" BRASS NIPPLE (MIPT), 4" LENGTH 2" BRASS NIPPLE (MIPT), 4" LENGTH VALVE 2" GATE VALVE (FIPT) WITH SQUARE OPERATING NUT AND EXTENSION PER STD PLAN 330.8 2" GATE VALVE (FIPT) WITH SQUARE OPERATING NUT AND EXTENSION PER STD PLAN 330.8 VALVE BOX VALVE BOX AND LID PER STD PLAN 330.8 VALVE BOX AND LID PER STD PLAN 330.8 COUPLING 2" x 1 1 2" BRASS COUPLING (MIPT x PACK JOINT), FORD C44-76-Q-NL OR EQUAL 2" BRASS COUPLING (MIPT x PACK JOINT), FORD C84-77-Q-NL OR EQUAL TUBING 1 1 2" TYPE "K" SOFT COPPER TUBING 2" TYPE "K" SOFT COPPER TUBING BEND 1 1 2" 90° BRASS BEND (PACK JOINT x PACK JOINT OR PACK JOINT x FIPT), FORD L44-66-Q-NL OR L41-66-Q-NL OR EQUAL 2" 90° BRASS BEND (PACK JOINT x PACK JOINT OR PACK JOINT x FIPT), FORD L44-77-Q-NL OR L41-77-Q-NL OR EQUAL METER SETTER 1 1 2" VERTICAL METER SETTER WITH BYPASS, FLANGED ANGLE BALL VALVE AND PADLOCK WINGS ON INLET, ANGLE CHECK VALVE ON OUTLET, AND BALL VALVE ON BYPASS WITH PADLOCK WINGS, FORD VBH86-12B-11-66-Q-NL, A.Y. MCDONALD 730B-612WDFF665, OR MUELLER B-2427N (1 1 2"), BYPASS NOT PERMITTED ON IRRIGATION METERS 2" VERTICAL METER SETTER WITH BYPASS, FLANGED ANGLE BALL VALVE AND PADLOCK WINGS ON INLET, ANGLE CHECK VALVE ON OUTLET, AND BALL VALVE ON BYPASS WITH PADLOCK WINGS, FORD VBH87-12B-11-77-Q-NL, A.Y. MCDONALD 730B-612WDFF665, OR MUELLER B-2427N (2"), BYPASS NOT PERMITTED ON IRRIGATION METERS METER SPREADER 13 3 16" RIGID METER SPREADER (TEMPORARY) 17 3 16" RIGID METER SPREADER (TEMPORARY) WATER METER AMI WATER METER WITH RADIO AND BATTERY UNIT, TO BE SUPPLIED AND INSTALLED BY CITY FORCES AMI WATER METER WITH RADIO AND BATTERY UNIT, TO BE SUPPLIED AND INSTALLED BY CITY FORCES METER BOX 17"X30" METER BOX, ARMORCAST A6001640PCX18, WITH METER BOX LID, ARMORCAST A6001947RCI-H7, TO READ "RENTON WATER" 17"X30" METER BOX, ARMORCAST A6001640PCX18, WITH METER BOX LID, ARMORCAST A6001947RCI-H7, TO READ "RENTON WATER" COUPLER 1 1 2" COUPLER (PACK JOINT x PACK JOINT), FORD C4#-6#-Q-NL OR EQUAL, WITH GALVANIZED PLUG IF PRIVATE SERVICE LINE IS NOT YET INSTALLED 2" COUPLER (PACK JOINT x PACK JOINT), FORD C4#-7#-Q-NL OR EQUAL, WITH GALVANIZED PLUG IF PRIVATE SERVICE LINE IS NOT YET INSTALLED GRAVEL CRUSHED ROCK BASE TO SUPPORT METER BOX, METER BYPASS TO BE EXPOSED CRUSHED ROCK BASE TO SUPPORT METER BOX, METER BYPASS TO BE EXPOSED B C D E F G H I J K L PROPERTY LINEPROPERTY LINEFINISHED GRADE SIDEWALK 21" TO 30"24" TO 30"12" IN UNIMPROVED ROW INSTALL METER BOX AT PROPERTY LINE WITH 12" COPPER TAILPIECE CITY PIPING PIPING PRIVATE A B C D G H I JK E L M MAIN MATERIALS 1 1/2" SERVICE 2" SERVICE 9" TO 12" F E M PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator 1 1 2" AND 2" WATER SERVICE IN PLANTING STRIP STD. PLAN - 320.2 WATER UTILITY agafour 07/14/2022 PROPERTY LINEFINISHED GRADE SIDEWALK 21" TO 30"24" TO 30" CITY PIPING PIPING PRIVATE D G H I JK 9" TO 12" 12" M L A B C MAIN F A TEE 2" TAPPED REDUCING TEE (MJxFIPT) 2" TAPPED REDUCING TEE (MJxFIPT) PIPE 2" BRASS NIPPLE (MIPT), 4" LENGTH 2" BRASS NIPPLE (MIPT), 4" LENGTH VALVE 2" GATE VALVE (FIPT) WITH SQUARE OPERATING NUT AND EXTENSION PER STD PLAN 330.8 2" GATE VALVE (FIPT) WITH SQUARE OPERATING NUT AND EXTENSION PER STD PLAN 330.8 VALVE BOX VALVE BOX AND LID PER STD PLAN 330.8 VALVE BOX AND LID PER STD PLAN 330.8 COUPLING 2" x 1 1 2" BRASS COUPLING (MIPT x PACK JOINT), FORD C44-76-Q-NL OR EQUAL 2" BRASS COUPLING (MIPT x PACK JOINT), FORD C84-77-Q-NL OR EQUAL TUBING 1 1 2" TYPE "K" SOFT COPPER TUBING 2" TYPE "K" SOFT COPPER TUBING BEND 1 1 2" 90° BRASS BEND (PACK JOINT x PACK JOINT OR PACK JOINT x FIPT), FORD L44-66-Q-NL OR L41-66-Q-NL OR EQUAL 2" 90° BRASS BEND (PACK JOINT x PACK JOINT OR PACK JOINT x FIPT), FORD L44-77-Q-NL OR L41-77-Q-NL OR EQUAL METER SETTER 1 1 2" VERTICAL METER SETTER WITH BYPASS, FLANGED ANGLE BALL VALVE AND PADLOCK WINGS ON INLET, ANGLE CHECK VALVE ON OUTLET, AND BALL VALVE ON BYPASS WITH PADLOCK WINGS, FORD VBH86-12B-11-66-Q-NL, A.Y. MCDONALD 730B-612WDFF665, OR MUELLER B-2427N (1 1 2"), BYPASS NOT PERMITTED ON IRRIGATION METERS 2" VERTICAL METER SETTER WITH BYPASS, FLANGED ANGLE BALL VALVE AND PADLOCK WINGS ON INLET, ANGLE CHECK VALVE ON OUTLET, AND BALL VALVE ON BYPASS WITH PADLOCK WINGS, FORD VBH87-12B-11-77-Q-NL, A.Y. MCDONALD 730B-612WDFF665, OR MUELLER B-2427N (2"), BYPASS NOT PERMITTED ON IRRIGATION METERS METER SPREADER 13 3 16" RIGID METER SPREADER (TEMPORARY) 17 3 16" RIGID METER SPREADER (TEMPORARY) WATER METER AMI WATER METER WITH RADIO AND BATTERY UNIT, TO BE SUPPLIED AND INSTALLED BY CITY FORCES AMI WATER METER WITH RADIO AND BATTERY UNIT, TO BE SUPPLIED AND INSTALLED BY CITY FORCES METER BOX 17"X30" METER BOX, ARMORCAST A6001640PCX18, WITH METER BOX LID, ARMORCAST A6001947RCI-H7, TO READ "RENTON WATER" 17"X30" METER BOX, ARMORCAST A6001640PCX18, WITH METER BOX LID, ARMORCAST A6001947RCI-H7, TO READ "RENTON WATER" COUPLER 1 1 2" COUPLER (PACK JOINT x PACK JOINT), FORD C4#-6#-Q-NL OR EQUAL, WITH GALVANIZED PLUG IF PRIVATE SERVICE LINE IS NOT YET INSTALLED 2" COUPLER (PACK JOINT x PACK JOINT), FORD C4#-7#-Q-NL OR EQUAL, WITH GALVANIZED PLUG IF PRIVATE SERVICE LINE IS NOT YET INSTALLED GRAVEL CRUSHED ROCK BASE TO SUPPORT METER BOX, METER BYPASS TO BE EXPOSED CRUSHED ROCK BASE TO SUPPORT METER BOX, METER BYPASS TO BE EXPOSED B C D E F G H I J K L MATERIALS 1 1/2" SERVICE 2" SERVICE M E PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator 1 1 2" AND 2" WATER SERVICE IN ROW BEHIND SIDEWALK STD. PLAN - 320.3 WATER UTILITY agafour 07/14/2022 NOTES: 1. MINIMUM BEARING AREA MUST BE ADJUSTED FOR PIPE SIZE, PRESSURE, AND SOIL CONDITIONS. 2. FITTINGS SHALL BE POLYWRAPPED PRIOR TO POURING CONCRETE BLOCKING. 3. CONCRETE BLOCKING SHALL BE CAST IN PLACE AND SHALL HAVE A MINIMUM OF 0.25 SF BEARING AREA AGAINST THE FITTING. 4. CONCRETE BLOCKING SHALL BEAR AGAINST FITTINGS ONLY AND SHALL BE CLEAR OF JOINTS TO PERMIT TAKING UP OR DISMANTLING JOINT. 5. CONTRACTOR SHALL INSTALL BLOCKING ADEQUATE TO WITHSTAND FULL HYDROSTATIC TEST PRESSURE AS WELL AS TO CONTINUOUSLY WITHSTAND OPERATING PRESSURE UNDER ALL CONDITIONS OF SERVICE. 6. ALL CONCRETE SHALL BE MECHANICALLY MIXED. JOB SITE MIXING, HAND-MIXED CONCRETE, AND MOBILE CONCRETE MIXERS ARE NOT ALLOWED. 7. IN MUCK OR PEAT, ALL THRUSTS SHALL BE RESTRAINED BY PILES OR TIE RODS TO SOLID FOUNDATION OR MUCK OR PEAT SHALL BE REMOVED AND REPLACED WITH BALLAST OF SUFFICIENT STABILITY TO RESIST THRUST. 8. CONCRETE BLOCKING SHALL BE LEFT OPEN OR SHEETED FOR MINIMUM 24 HOURS. MINIMUM BEARING AREA AGAINST UNDISTURBED SOIL (SF) * PIPE SIZE PRESSURE (PSI) 4"200 300 2/(1) 3/(2) 1/() 2/(2) 1/() 2/(1) NONE 1/(1) NONE NONE 6"200 300 4/(3) 6/(4) 3/(2) 4/(3) 3/(1) 3/(2) 1/(1) 2/(1) 1/() 1/() 8"200 300 7/(5) 11/(8) 5/(3) 8/(5) 4/(3) 6/(4) 2/(2) 3/(2) 1/(1) 2/(1) 10"200 275 11/(8) 16/(11) 8/(6) 11/(7) 6/(4) 9/(6) 3/(2) 5/(3) 2/(1) 3/(2) 12"200 250 16/(11) 24/(16) 11/(8) 17/(11) 9/(6) 13/(9) 5/(3) 7/(5) 3/(2) 4/(3) 14"200 250 22/(13) 33/(22) 16/(11) 23/(16) 12/(8) 18/(12) 6/(4) 9/(6) 3/(2) 5/(3) 16"200 225 29/(19) 32/(21) 21/(14) 23/(16) 16/(11) 17/(12) 8/(6) 9/(6) 5/(3) 5/(3) 18"200 36/(24) 26/(17) 20/(13) 10/(7) 5/(4) 20"200 45/(29) 32/(21) 24/(16) 13/(8) 7/(4) 24"200 64/(43) 46/(30) 35/(23) 18/(12) 9/(6) * VALUES BASED ON SAFE BEARING LOAD OF 2,000/(3,000) PSF SOIL TYPE SAFE BEARING LOAD (PSF) MUCK OR PEAT 0 SOFT CLAY 1,000 SAND 2,000 SAND AND GRAVEL 3,000 CEMENTED WITH CLAY 4,000 HARD SHALE 10,000 E B D A C B A B C D E 11 1 4° BEND 22 1 2° BEND 45° BEND90° BEND CAP / PLUG TEE PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator CONCRETE BLOCKING FOR HORIZONTAL FITTINGS STD. PLAN - 330.1 WATER UTILITY agafour 07/14/2022 NOTES: 1. CONCRETE BLOCKING SIZES BASED ON 200 PSI HYDROSTATIC PRESSURE AND 3,000 PSI CONCRETE. 2. ALL CONCRETE SHALL BE MECHANICALLY MIXED. JOB SITE MIXING, HAND-MIXED CONCRETE, AND MOBILE CONCRETE MIXERS ARE NOT ALLOWED. 3. PIPE CLAMPS AND ANCHOR RODS SHALL BE INSTALLED PER STD PLAN 330.4. 4. FITTINGS SHALL BE POLYWRAPPED AFTER INSTALLATION OF PIPE CLAMPS AND ANCHOR RODS PRIOR TO POURING CONCRETE BLOCKING. 5. WATER MAIN SHALL NOT BE PRESSURIZED UNTIL ALL TRENCHING WITHIN 100' OF VERTICAL BEND IS BACKFILLED AND COMPACTED TO MINIMUM 3' COVER. 6. CONCRETE BLOCKING SHALL BE LEFT OPEN OR SHEETED FOR MINIMUM 24 HOURS. MINIMUM DIMENSIONS PIPE SIZE BEND VOLUME (CF)AD *L 4" 11 1 4°82.0'3 4"1.5' 22 1 2°11 2.2' 3 4"2.0' 45°30 3.1' 6" 11 1 4°11 2.2' 3 4"2.0'22 1 2°25 2.9' 45°68 4.1' 8" 11 1 4°16 2.5' 3 4"2.0'22 1 2°47 3.6' 45°123 5.0' 12" 11 1 4°32 3.2' 3 4" 2.0' 22 1 2°88 4.5'3.0' 45°232 6.1'2.5' 16" 11 1 4°70 4.1'1" 3.0' 22 1 2°184 5.7' 1 1 8"4.0' 45° 478 7.8' 20" 11 1 4°91 4.5' 1 1 4" 3.0' 22 1 2°225 6.1' 4.0' 45° 560 8.2' 24" 11 1 4°128 5.0'1 1 4"3.5' 22 1 2°320 6.8' 1 3 8"4.5' 45° 820 9.4' * D = ANCHOR ROD DIAMETER 45° BEND L L A A A A L L 11 1 4° AND 22 1 2 ° BENDS PIPE CLAMP AND ANCHOR ROD PIPE CLAMP AND ANCHOR ROD PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator CONCRETE BLOCKING FOR VERTICAL FITTINGS STD. PLAN - 330.2 WATER UTILITY agafour 07/14/2022 NOTES: 1. NO CHANGE IN PIPE DIRECTION OR DIAMETER SHALL OCCUR WITHIN 36' OF THE VERTICAL BEND. BENDS, TEES, REDUCERS, ETC. BEYOND THE 36' LIMIT MAY BE RESTRAINED BY STANDARD CONCRETE BLOCKING PER STD PLANS 330.1 AND 330.2. 2. FITTINGS SHALL BE POLYWRAPPED AFTER INSTALLATION OF PIPE CLAMPS AND ANCHOR RODS PRIOR TO POURING CONCRETE BLOCKING. 3. PIPE CLAMPS AND ANCHOR RODS SHALL BE INSTALLED PER STD PLAN 330.4. 4. JOINT RESTRAINT SHALL BE MEGALUG SERIES 1100 OR EQUAL. 5. WATER MAIN SHALL NOT BE PRESSURIZED UNTIL ALL TRENCHING WITHIN 100' OF VERTICAL BEND IS BACKFILLED AND COMPACTED TO MINIMUM 3' COVER. 6. 90° VERTICAL BENDS SHALL ONLY BE INSTALLED WHERE GIVEN PRIOR APPROVAL BY THE CITY. 7. ALL CONCRETE SHALL BE MECHANICALLY MIXED. JOB SITE MIXING, HAND-MIXED CONCRETE, AND MOBILE CONCRETE MIXERS ARE NOT ALLOWED. 8. BACKFILL TRENCH BEYOND 90° VERTICAL BLOCK WITH CRUSHED SURFACING TOP COURSE MATERIAL COMPACTED TO 95% MDD. CRUSHED BACKFILL SHALL EXTEND 20' BEYOND BLOCK OR TO FIRM BEARING TRENCH WALL, WHICHEVER IS LESS. 9. CONCRETE BLOCKING SHALL BE LEFT OPEN OR SHEETED FOR MINIMUM 24 HOURS. MINIMUM DIMENSIONS PIPE SIZE BEND VOLUME (CF)AD *L 4" 11 1 4° BLOCKING NOT REQUIRED22 1 2° 45° 90° 16 2.5' 3 4"2.0' 6" 11 1 4° BLOCKING NOT REQUIRED 22 1 2° 45° 13 2.3' 3 4"2.0' 90° 43 3.5' 3 4"2.0' 8" 11 1 4° BLOCKING NOT REQUIRED 22 1 2° 45°33 3.2' 3 4"2.0' 90° 86 4.4'3 4"2.0' 10" 11 1 4°BLOCKING NOT REQUIRED 22 1 2°13 2.3' 3 4"2.0' 45°64 4.0' 3 4"2.0' 90° 141 5.2'1"3.5' 12" 11 1 4°BLOCKING NOT REQUIRED 22 1 2°20 2.7' 3 4"2.0' 45° 111 4.8'3 4"2.0' 90° 206 5.9'1 1 8"4.0' * D = ANCHOR ROD DIAMETER MINIMUM DIMENSIONS BASED ON FOLLOWING CONDITIONS: • PIPE RESTRAINED MINIMUM 36' ON EACH SIDE OF BEND • SAFE BEARING LOAD = 1,000 SF • CONCRETE STRENGTH = 3,000 PSI • CONCRETE WEIGHT = 150 PCF • HYDROSTATIC PRESSURE = 200 PSI • TRENCH = TYPE 2 FLAT BOTTOM TRENCH WITH LIGHTLY CONSOLIDATED BACKFILL PER ANSI/AWWA C150/A21.50 • FACTOR OF SAFETY = 1.5 • SOIL FRICTIONAL RESISTANCE BASED ON COHESIVE GRANULAR SOIL (GC+SC), SAND, GRAVEL, CLAY MIXTURE CONCRETE BLOCKING DESIGN MUST BE ADJUSTED FOR VARIANCES IN ANY OF THESE CONDITIONS. 45° BEND L L A A A A L L 11 1 4° AND 22 1 2 ° BENDS PIPE CLAMP AND ANCHOR ROD PIPE CLAMP AND ANCHOR ROD A A L L 90° BEND PIPE CLAMP AND ANCHOR ROD PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator CONCRETE BLOCKING FOR VERTICAL FITTINGS WITH RESTRAINED JOINTS STD. PLAN - 330.3 WATER UTILITY agafour 07/14/2022 WATER MAIN PIPE CLAMP HEAVY DUTY HOT-DIPPED GALVANIZED PIPE CLAMP, COOPER B-LINE B3132 OR EQUAL, WITH OPENINGS TO ACCOMMODATE ANCHOR ROD DIAMETER ANCHOR ROD ALL-THREAD ROD, ASTM A242 CORTEN, ZINC-PLATED OR HOT-DIPPED GALVANIZED, SIZE PER STD PLAN 330.2 AND STD PLAN 330.3 NUT HEAVY HEX NUT, ASTM A563 GRADE C3 OR ZINC-PLATED, SIZE TO MATCH ANCHOR ROD DIAMETER, TIGHTEN TOP NUTS TO TENSION BOLTS AND LOWER NUTS TO COMPRESS CLAMP SNUG WASHER ROUND FLAT STRUCTURAL WASHER, ASTM F436 ZINC-PLATED OR HOT-DIPPED GALVANIZED, SIZE TO MATCH ANCHOR ROD DIAMETER A MATERIALS B C D A B C D PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator CONCRETE BLOCKING PIPE CLAMP AND ANCHOR RODS STD. PLAN - 330.4 WATER UTILITY agafour 07/14/2022 VALVE OPERATING NUT EXTENSION VALVE MARKER POST SECTION A-A AA VALVE BOX AND LID NOTES: 1. EXTENSIONS ARE REQUIRED WHEN VALVE NUT IS MORE THAN 3' BELOW FINISHED GRADE. EXTENSIONS ARE TO BE A MINIMUM OF 1' LONG. ONLY ONE EXTENSION TO BE USED PER VALVE. 2. ALL EXTENSIONS ARE TO BE MADE OF STEEL, SIZED AS NOTED, AND PAINTED WITH TWO COATS OF METAL PAINT. NOTES: 1. VALVE MARKER POST TO BE USED FOR ALL MAIN LINE VALVES OUTSIDE PAVED AREAS. 2. DISTANCE TO VALVE SHALL BE NEATLY STENCILED ON THE POST WITH 2" NUMERALS. MAIN 3" MIN VALVE BOX TWO-PIECE VALVE BOX WITH REGULAR BASE SECTION TO FIT AND STANDARD 8" TOP SECTION, OLYMPIC FOUNDRY INC 940 OR RICH #045 (NON-LOCKING) VALVE BOX LID COVER TO MATCH VALVE BOX MANUFACTURER, TO READ "WATER", WITH EARS IN DIRECTION OF WATER MAIN HMA COLLAR 8" THICK HMA FOR VALVE IN PAVED AREA OR 3'x3'x6" CONCRETE PAD IN UNPAVED AREA OPERATING NUT EXTENSION SEE DETAIL, THIS SHEET MARKER POST WHITE MARKER POST WITH ANCHOR BARB AND BLUE LABEL TO READ "WATER", CARSONITE UTILITY MARKER CRM3-066-08 OR EQUAL A B C D E MATERIALS 3 3 4" 62" 34" 24" 12" 8" TO 12" 2" SQUARE OPERATING NUT 4 1 4" DIAMETER 1 8" MIN THICKNESS 1" DIAMETER STEEL, LENGTH AS REQUIRED 1 8" MIN THICKNESS 2 1 4" INSIDE MEASUREMENT 2 1 4" DEPTH D A C B E PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator VALVE BOX, OPERATING NUT EXTENSION, AND MARKER POST STD. PLAN - 330.7 WATER UTILITY agafour 07/14/2022 PLAN PROFILE TEE MAIN LINE TEE WITH 4" SIDE OUTLET (MJxFL) WITH PLUG (MJ) GATE VALVE 4" GATE VALVE WITH 2" SQUARE OPERATING NUT AND VALVE OPERATING NUT EXTENSION AS REQUIRED PER STD PLAN 330.1 VALVE BOX AND LID VALVE BOX AND LID PER STD PLAN 330.8 FLANGE 4"x2" TAPPED FLANGE (FLxFIPT) PIPE 2" BRASS OR BRONZE NIPPLE, LENGTH TO FIT BEND 2" 90° BRASS BEND (FIPT x PACK JOINT), FORD C14-77-Q-NL OR EQUAL ADAPTER 2"x2 1 2" BRASS ADAPTER (FIPTxMNST) CAP 2 1 2" CAP (FNST) WITH GASKET, NOT VENTED METER BOX AND LID METER BOX, ARMORCAST A6001640PCX18, WITH METER BOX LID, ARMORCAST A6001947RCI-H7, TO READ "RENTON WATER", EXPANSION JOINTS MUST BE INSTALLED 12" MINIMUM ON BOTH SIDES OF METER BOX BLOCKING CONCRETE BLOCKING PER STD PLAN 330.1 FINISHED GRADE MAIN A C DB F E 6" E G I I A B D H 4" TO 6" H A B C D E F G H I J J J MATERIALS PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator 2" BLOW-OFF ASSEMBLY (PERMANENT) STD. PLAN - 340.1 WATER UTILITY agafour 07/14/2022 A PLUG OR CAP MAIN LINE PLUG OR CAP WITH 2" TAP (FIPT) PIPE 2" CLOSE NIPPLE BEND 2" 90° BRASS BEND (FIPTxFIPT) PIPE 2" BRASS OR BRONZE NIPPLE, LENGTH TO FIT GATE VALVE 2" GATE VALVE (FIPTxFIPT) WITH SQUARE OPERATING NUT AND VALVE OPERATING NUT EXTENSION AS REQUIRED PER STD PLAN 330.1 VALVE BOX AND LID VALVE BOX AND LID PER STD PLAN 330.8 BLOCKING CONCRETE DEAD MAN BLOCKING WITH SHACKLE RODS TO CAP, BLOCK SHALL BE POURED AGAINST UNDISTURBED EARTH, SIZE OF BLOCK TO BE DETERMINED BASED ON TEST PRESSURE OF WATER LINE AND SOIL CHARACTERISTICS. D B C E F G PROFILE PLAN WATER MAIN C D A B C D E E F C D D D C C G 18" MATERIALS PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator 2" BLOW-OFF ASSEMBLY (TEMPORARY) STD. PLAN - 340.2 WATER UTILITY agafour 07/14/2022 CORPORATION STOP 1" BALLCORP WITH AWWA TAPERED (CC) INLET AND COPPER THREAD OUTLET, FORD FB600-4-NL OR EQUAL SWING JOINT 1" BRASS SWING JOINT PIPE 1" TYPE "K" SOFT COPPER TUBING COUPLING 1" STRAIGHT COUPLING (MIPT x PACK JOINT), FORD C84-44, MUELLER H15428, OR EQUAL GATE VALVE 1" BRONZE GATE VALVE, THREADED, RED-WHITE VALVE NO. 280, OHIO BRASS NO. 2500, OR EQUAL UNION 1" BRASS UNION PIPE 1" BRASS NIPPLE AIR & VACUUM RELEASE VALVE ASSEMBLY 1" AIR AND VACUUM RELEASE VALVE ASSEMBLY, APCO NO. 143-C, VAL-MATIC NO. 201-C, OR CRISPIN UL10, OR EQUAL PIPE 1" GALVANIZED IRON NIPPLE BEND 1" 90° GALVANIZED IRON BEND UNION 1" GALVANIZED IRON UNION PIPE 1" GALVANIZED IRON PIPE, LENGTH TO FIT SWING JOINT (1) 2"X1" BELL REDUCER (2) 2" 90° STREET ELLS PIPE 2" GALVANIZED IRON PIPE, LENGTH TO FIT, FIELD LOCATE BEND 2" 180° RETURN BEND, OPEN PATTERN STRAINER 2" BEEHIVE STRAINER METER BOX AND LID METER BOX, ARMORCAST A6001946PCX18, WITH METER BOX LID, ARMORCAST A6001969RCI-H7, TO READ "RENTON WATER" GRAVEL 1 1 4" WASHED GRAVEL A B C D E F G H I J K L M N O P Q R 12" MIN A B C D E F G B G H I J K L M N O P Q 6" MIN 5" TO 18" NOTES: 1. AIR AND VACUUM RELEASE VALVE ASSEMBLY MUST BE INSTALLED AT THE HIGHEST POINT IN THE WATER MAIN. IF THE HIGH POINT FALLS IN A LOCATION WHERE THE ASSEMBLY CANNOT BE INSTALLED, PROVIDE ADDITIONAL DEPTH OF MAIN TO CREATE THE HIGH POINT AT A LOCATION WHERE THE ASSEMBLY CAN BE INSTALLED. 2. LOCATE METER BOX OUTSIDE OF TRAFFIC AREAS, BEHIND THE CURB. MAIN R MATERIALS FINISHED GRADE PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator 1" AIR AND VACUUM RELEASE VALVE ASSEMBLY STD. PLAN - 340.3 WATER UTILITY agafour 07/14/2022 TESTING CONNECTION 8'± TEMPORARY BLOCKING EXISTING WATER MAIN POLYPIG STATION PER STD PLAN 300.6 (1) VERTICAL CROSS (MJxFL) (1) BLIND FLANGE ON TOP WITH 2" TAP AND 2" PLUG (1) BLIND FLANGE ON BOTTOM (1) PLUG (MJ) WITH 2" TAP AND TEMPORARY BLOW-OFF ASSEMBLY WITH TEMPORARY THRUST BLOCKING CONNECTION TO EXISTING MAIN (BY CITY FORCES) (1) TEE (MJxFL) (2) DI SPOOLS (2) SOLID SLEEVES (MJ) OR COUPLING ADAPTERS (ROMAC 501 OR EQUAL) (1) GATE VALVE (FLxMJ) (1) PLUG (MJ) WITH 2" TAP AND TEMPORARY BLOW-OFF ASSEMBLY WITH CONCRETE THRUST BLOCKING PER STD PLAN 330.1 FINAL CONNECTION NEW DI WATER MAIN UPON COMPLETION OF POLYPIGGING, HYDROSTATIC TESTING, AND DISINFECTION, REMOVE TEMPORARY THRUST BLOCKING AND TEMPORARY BLOW-OFF ASSEMBLIES FINAL CONNECTION (BY CITY FORCES) (2) DI SPOOLS (1) DI SLEEVE (MJ) NEW DI WATER MAIN CONNECTION TO WATER MAIN CUT-IN TEE AND ONE VALVE STD. PLAN - 300.1 PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator 1'-6" SQUARE CONCRETE SLAB, 6" THICK CATHOTIC PROTECTION - 1 CP WATER UTILITY agafour 07/14/2022 TESTING CONNECTION 8'± TEMPORARY BLOCKING EXISTING WATER MAIN POLYPIG STATION PER STD PLAN 300.6 (1) VERTICAL CROSS (MJxFL) (1) BLIND FLANGE ON TOP WITH 2" TAP AND 2" PLUG (1) BLIND FLANGE ON BOTTOM (1) PLUG (MJ) WITH 2" TAP AND TEMPORARY BLOW-OFF ASSEMBLY WITH TEMPORARY THRUST BLOCKING CONNECTION TO EXISTING MAIN (BY CITY FORCES) (1) TEE (MJxFL) (2) DI SPOOLS (2) SOLID SLEEVES (MJ) OR COUPLING ADAPTERS (ROMAC 501 OR EQUAL) (2) GATE VALVES (FLxMJ) (1) ADAPTER (FLxMJ) (1) PLUG (MJ) WITH 2" TAP AND TEMPORARY BLOW-OFF ASSEMBLY WITH CONCRETE THRUST BLOCKING PER STD PLAN 330.1 FINAL CONNECTION NEW DI WATER MAIN UPON COMPLETION OF POLYPIGGING, HYDROSTATIC TESTING, AND DISINFECTION, REMOVE TEMPORARY THRUST BLOCKING AND TEMPORARY BLOW-OFF ASSEMBLIES FINAL CONNECTION (BY CITY FORCES) (2) DI SPOOLS (1) DI SLEEVE (MJ) NEW DI WATER MAIN PUBLIC WORKS DEPARTMENT APPROVED: DATEMartin Pastucha Public Works Administrator CONNECTION TO WATER MAIN CUT-IN TEE AND TWO VALVES STD. PLAN - 300.2 CATHOTIC PROTECTION - 1 CP WATER UTILITY agafour 07/14/2022 &LW\RI5HQWRQ &RQWUDFW3URYLVLRQVIRU 5DLQLHU$YH6&RUULGRU,PSURYHPHQWV±3KDVH BBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBB $33(1',;&±:6'276WDQGDUG3ODQV 1MGLEIP7(MKMXEPP]WMKRIHF]1MGLEIP7*PIQMRK*PIQMRK(EXI(EXI 1MGLEIP7(MKMXEPP]WMKRIHF]1MGLEIP7*PIQMRK*PIQMRK(EXI(EXI (MKMXEPP]WMKRIHF]67GSXX>IPPIV(EXI(EXI (EXI (EXI (EXI  BY:DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONREGISTEREDNOTGNIHSAW FOETATSERNEP R FO ENNALIOESIGS47649KARINA P. FRANA D A Tacoma WenatcheeKPG.comSeattle3131 Elliott Avenue, Suite 400Seattle, WA 98121 206.286.16407-13-2022  BY:DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONREGISTEREDNOTGNIHSAW FOETATSERNEP R FO ENNALIOESIGS47649KARINA P. FRANA D A Tacoma WenatcheeKPG.comSeattle3131 Elliott Avenue, Suite 400Seattle, WA 98121 206.286.16407-13-2022  BY:DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONREGISTEREDNOTGNIHSAW FOETATSERNEP R FO ENNALIOESIGS47649KARINA P. FRANA D A Tacoma WenatcheeKPG.comSeattle3131 Elliott Avenue, Suite 400Seattle, WA 98121 206.286.16407-13-2022 &LW\RI5HQWRQ &RQWUDFW3URYLVLRQVIRU 5DLQLHU$YH6&RUULGRU,PSURYHPHQWV±3KDVH BBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBB $33(1',;'±.LQJ&RXQW\0HWUR6WDQGDUG3ODQV &LW\RI5HQWRQ &RQWUDFW3URYLVLRQVIRU 5DLQLHU$YH6&RUULGRU,PSURYHPHQWV±3KDVH BBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBB $33(1',;(±*HRWHFKQLFDO(QJLQHHULQJ5HSRUW Prepared for: KPG 2502 Jefferson Avenue, Tacoma, Washington April 27, 2022 Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Renton, Washington KPG Wood Project #6917180860 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Renton, Washington KPG Prepared for: KPG 2502 Jefferson Avenue, Tacoma, Washington Prepared by: Wood Environment & Infrastructure Solutions, Inc. 4020 Lake Washington Blvd NE, Suite 200 Kirkland, Washington 98033 USA T: 425-368-1000 April 27, 2022 Wood Environment & Infrastructure Solutions, Inc. Milan Radic, PE Senior Geotechnical Engineer Todd D. Wentworth, PE, LG Principal Geotechnical Engineer Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page ii \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx Executive summary The City of Renton is planning Phase 4 corridor improvements for a segment of the Rainier Avenue South from South 3rd Street (SW Sunset Boulevard) to approximately 400 feet north of NW 3rd Place in Renton, Washington. This geotechnical engineering report provides an assessment of existing pavement conditions, subsurface conditions, and recommendations for pavement improvements, stormwater infiltration, and pole foundations. Project Description: Phase 4 of Rainier Avenue South includes new pavement sections, intersection upgrades, re-channelization, storm drainage upgrades, and pedestrian improvements. Explorations: Pavement thickness and type were evaluated by collecting pavement cores at 26 locations. A Dynatest heavy falling weight deflectometer (FWD) was used to conduct nondestructive deflection testing to evaluate pavement type and strength along each lane of Rainier Avenue South. Twenty soil borings, ranging in depth from 6.5 to 26.5 feet below ground surface, were drilled along the alignment to evaluate the soil and groundwater conditions. Pavement Conditions: The center four lanes of pavement appeared to be in fair condition. These lanes generally consisted of a composite section of 6 to 8 inches of Portland cement concrete (PCC) pavement overlain with asphalt pavement ranging in thickness from 3 to 7 inches. The concrete pavement was overlying 10 to 20 inches of subbase consisting of sandy gravel. The outer two lanes consisted of 3 to 14 inches of asphalt overlying an unknown base. This pavement in the outer lanes appears to be in poor condition based on surface conditions and FWD results. Soil Conditions: In general, subgrade soils beneath the PCC panels included a 1- to 3-foot-thick layer of sandy gravel that appears to be fill placed as pavement subbase. Below the pavement subbase there are outcrops of bedrock in two areas: between South 2nd Street and South Tobin Street, and from NW 3rd Place to the end of the study area on the north. The upper 6 to 10 feet of the bedrock is heavily weathered, creating a zone of dense soil-like material referred to herein as “residual soil.” Above the bedrock are glacial lacustrine/fluvial deposits from the last continental glaciation (SW Sunset Boulevard to just north of South 2nd Street), post-glacial alluvial deposits (South Tobin Street to NW 3rd Place), and natural river channels filled to create a base for Rainier Avenue. Groundwater Conditions: Groundwater was encountered in the post-glacial alluvium at approximately 21 feet elevation. No groundwater was encountered in the borings in bedrock, but there was some perched groundwater in the residual soil. Perched groundwater exists at different elevations than the regional groundwater table, primarily due to less permeable interbeds within the subgrade soils. Pavement Repair for Center Lanes: Since the pavement in the center lanes is in relatively good condition and supported by PCC panels, we recommend leaving the panels in place and constructing a new asphalt overlay using fiber reinforced asphalt concrete (FRAC). The following section is recommended after grinding off 4 inches of the existing asphalt: x 4 inches FRAC overthe existing pavement. Pavement Repair of Outer Lanes: The outer lanes consist of flexible pavement in poor condition that is not strong enough to support the anticipated traffic loads. The recommended full-depth flexible pavement section for outer lanes with limited depth of excavation will consist of: x 4 inches FRAC over 8 inches hot mix asphalt (HMA) over 4 inches of crushed rock base course (CRB) over geotextile separator over native subgrade. Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page iii \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx The recommended full-depth flexible pavement section for outer lanes where grade will be raised will consist of: x 4 inches FRAC over 4 inches HMA over 14 inches of CRB over geotextile separator over native subgrade. Stormwater Infiltration: We encountered groundwater in borings IT-2, IT-7, and IT-9, 7 to 9 feet below the ground surface. . We estimated stormwater infiltration rates by correlating grain size distributions of soil samples and performed 10 short-term borehole infiltration tests. Infiltration was only considered feasible at IT-1, IT-6, and IT-10, where design infiltration rates ranged from 0.5 to 1.4 inches/hour. Traffic Signal Pole Design: Signal pole structures can use Washington State Department of Transportation (WSDOT) Standard Foundations, based on correlations provided in Chapter 17 of the Geotechnical Design Manual (WSDOT, 2015b). Retaining Wall Design: Retaining Wall 5 has been designed as a standard WSDOT Standard Type 1 reinforced concrete wall. We evaluated the wall based on Reinforced Concrete Retaining Wall Type 1 and 1SW Standard Plan D-10.10-01 (WSDOT 2008). Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page iv \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx Table of Contents 1.0 Introduction ........................................................................................................................................................................... 1 1.1 Project background ............................................................................................................................................ 1 1.2 Exploratory methods ......................................................................................................................................... 1 2.0 Site conditions ...................................................................................................................................................................... 4 2.1 Pavement conditions ......................................................................................................................................... 4 2.1.1 Pavement observations .................................................................................................................... 4 2.1.2 Pavement coring ................................................................................................................................. 5 2.2 Soil conditions ...................................................................................................................................................... 6 2.3 Groundwater conditions................................................................................................................................... 9 3.0 Pavement design ...............................................................................................................................................................10 3.1 Soil subgrade design values .........................................................................................................................11 3.2 Traffic design values ........................................................................................................................................11 3.3 Pavement structural design ..........................................................................................................................11 3.4 Pavement design thickness ...........................................................................................................................12 3.5 Pavement assessment .....................................................................................................................................12 3.6 Pavement performance criteria ...................................................................................................................13 3.7 Fiber reinforced asphalt concrete layer use benefit research .........................................................13 3.8 Cement treated base as option for soft subgrade treatment .........................................................14 3.9 Description of repair options .......................................................................................................................14 3.10 Preferred options ..............................................................................................................................................16 3.10.1 Center lanes—asphalt overlay with FRAC reinforcement (Option C-2) ......................16 3.10.2 Outside lanes—remove and replace pavement (Options O-2 and O-3)....................16 4.0 Stormwater infiltration .....................................................................................................................................................17 4.1 Infiltration test method ...................................................................................................................................18 4.2 Infiltration test results .....................................................................................................................................18 4.3 Grain size correlation .......................................................................................................................................19 4.4 Design stormwater infiltration recommendations ...............................................................................20 5.0 Signal and luminaire pole foundations .....................................................................................................................21 6.0 Retaining wall design recommendations .................................................................................................................23 7.0 Underground utilities .......................................................................................................................................................24 8.0 Recommended additional services .............................................................................................................................25 9.0 Standard Limitations to Geotechnical Reports ......................................................................................................26 10.0 References ............................................................................................................................................................................29 Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page v \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx List of Tables Table 1. Approximate Locations, Elevations, and Depths of Explorations ..................................................................... 2 Table 2. Pavement Thickness and Base Course ........................................................................................................................ 5 Table 3. Laboratory Test Results ..................................................................................................................................................... 8 Table 4. Observed Groundwater Levels .................................................................................................................................... 10 Table 5. Subgrade Soil Design Parameters ............................................................................................................................. 11 Table 6. Southbound Lane Traffic Counts from September 2016 .................................................................................. 11 Table 7. Pavement Structural Numbers .................................................................................................................................... 12 Table 8. Center Lane Repair Options ......................................................................................................................................... 15 Table 9. Outer Lane Repair Options ........................................................................................................................................... 15 Table 10. Infiltration Soil Conditions.......................................................................................................................................... 18 Table 11. Borehole Infiltration Results ...................................................................................................................................... 19 Table 12. Infiltration Rates by Correlating Grain Size Distribution ................................................................................ 20 Table 13. Recommended Design Infiltration Results .......................................................................................................... 21 Table 14. Design Recommendations for Signal Poles ........................................................................................................ 22 Table 15. Resisting forces acting on the retaining wall ...................................................................................................... 24 List of Figures Figure 1 Site Location Figure 2 Geologic Plan and Profile Legend Figure 2a Geologic Plan and Profile, Station 11+00 to 19+50 Figure 2b Geologic Plan and Profile, Station 19+50 to 28+50 Figure 2c Geologic Plan and Profile, Station 28+50 to 37+50 Figure 2d Geologic Plan and Profile, Station 37+50 to 45+00 Figure 3a Pavement Structural Capacity, Station 14+00 to 22+21 Figure 3b Pavement Structural Capacity, Station 22+63 to 31+34 Figure 3c Pavement Structural Capacity, Station 31+82 to 40+57 Figure 3d Pavement Structural Capacity, Station 40+44 to 45+00 Figure 4a Pavement Type, Station 14+13 to 22+18 Figure 4b Pavement Type, Station 22+18 to 31+29 Figure 4c Pavement Type, Station 31+29 to 40+45 Figure 4d Pavement Type, Station 40+45 to 44+70 Figure 5 Signal Pole Foundations List of Appendices Appendix A Subsurface Explorations Appendix B Laboratory Testing Results Appendix C Pavement Core Photographs Appendix D FWD Testing and Analysis of Rainier Avenue South Appendix E Traffic Volumes Appendix F Engineer’s Estimate of Probable Costs Appendix G Stormwater Infiltration Data and Calculations Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page vi \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx List of Acronyms bgs below ground surface City City of Renton CRB crushed rock base course CTB cement treated base FRAC fiber reinforced asphalt concrete FWD falling weight deflectometer HMA hot mix asphalt PCC Portland cement concrete PIT pilot infiltration test SN structural number SWMMWW 2012 Stormwater Management Manual for Western Washington, as Amended in December 2014 Wood Wood Environment & Infrastructure Solutions WSDOT Washington State Department of Transportation Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 1 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx 1.0 Introduction The City of Renton (City) is considering corridor improvements along the Rainier Avenue South alignment from South 3rd Street (SW Sunset Boulevard) to approximately 400 feet north of NW 3rd Place in Renton, Washington. The approximate location of the project is shown on Figure 1. The improvements will include revisions to traffic lanes, pavement rehabilitation including resurfacing and reconstruction of pavement, addition of traffic signal and luminaire poles, stormwater management, and improved pedestal routes. Wood Environment & Infrastructure Solutions, Inc. (Wood), formerly Amec Foster Wheeler, conducted site surface and subsurface explorations to characterize soil, groundwater, and pavement conditions. The purpose of this Geotechnical Engineering Report is to provide our recommendations regarding luminaire and signal pole foundation design, stormwater infiltration feasibility, and pavement rehabilitation. This report has been prepared for the exclusive use of KPG, the City, and the project team, for specific application to the Renton Avenue South Phase 4 project, in accordance with generally accepted geotechnical engineering practice. 1.1 Project background The existing roadway consists of an original four-lane roadway surfaced with Portland cement concrete (PCC) pavement, which has been overlain and further widened beyond the limits of the PCC pavement with hot mix asphalt (HMA). Rainier Avenue South is currently configured as six lanes (three lanes in each direction), with right and left center turn pockets and some intersections with curb, gutter, and partial sidewalk from South 3rd Street north to the intersection with Airport Way South. North of Airport Way South to the north end of the proposed project alignment, the original four-lane PCC pavement has been overlain and widened with HMA and is currently configured as five lanes (two in each direction with a center turn lane) with curb, gutter, and sidewalk. 1.2 Exploratory methods Wood conducted three phases of exploration. The first phase of exploration consisted of nondestructive deflection testing using a heavy falling weight deflectometer (FWD) conducted on August 18, 2016, and pavement coring conducted from September 20 through September 22, 2016, to evaluate pavement composition, structure, and strength. The second phase of exploration consisted of drilling four soil borings and collecting additional pavement cores on December 21, 2016, to further evaluate the pavement composition and determine subgrade conditions. The third phase of exploration consisted of drilling 16 soil borings and collecting additional soil samples between April 16 and April 20, 2018, to further evaluate the soil and groundwater conditions for stormwater infiltration and pole foundation design. The fourth phase explored subsurface conditions at the project site from July 22 to 26, 2019, to evaluate the feasibility for stormwater infiltration. The subsurface investigation employed the following exploration methods: x FWD tests at 128 locations (designated 1 through 128) along the alignment, in the wheel path of all northbound and southbound lanes; x Core holes advanced through the composite asphalt and concrete pavement at 22 strategic locations (designated CH-1 through CH-18 and B-1 through B-4) along the alignment; x Twenty soil borings (designated B-1 through B-20) with standard penetration tests advanced at strategic locations along the roadway alignment; x Installation of an observation well (MW-11) in boring B-11, with groundwater levels measured at the time of drilling and the following week; and Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 2 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx x Eleven infiltration test borings (designated IT-1 through IT-10), advanced at strategic locations selected by KPG across the site. x Laboratory testing was performed on selected soil samples, consisting of seven moisture content determinations, 10 grain-size analyses, and three California bearing ratio tests supported with laboratory maximum density (modified Proctor) testing. In addition, 14 grain-size analyses and one Atterberg limits test were performed on selected soil samples. Wood also reviewed available historical documents that were made available to us by the City. Pertinent documents reviewed for this report provided the following key data: x Descriptive logs of one exploratory test pit (designated T-1) excavated near the alignment on May 5, 2011 (Drayton Archaeological Research, 2011); x Plots of three cone penetrometer tests (designated CPT-10, CPT-11, and CPT-15) and detailed log from one pavement core (designated PC-6) near the alignment performed on April 22, 2008 (Jacobs Associates, 2011); x Descriptive log of one boring (designated RZA B-2) advanced near the alignment on September 21, 1982, from our report prepared under our former name of Rittenhouse-Zeman & Associates, Inc. (RZA, 1982); and x Published geologic maps and historical construction plans, including archive files from the King County Road Services Map Vault and Washington State Department of Transportation (WSDOT). Table 1 summarizes the approximate locations, surface elevations, and termination depths of all pertinent subsurface explorations, and Figures 2a through 2e depict their approximate relative locations. Appendix A contains logs of the field explorations and Appendix B contains the laboratory testing results. Photographs of pavement cores, pavement core information, and pavement testing data are presented in Appendix C. Table 1. Approximate Locations, Elevations, and Depths of Explorations Exploration Location (Station) Surface Elevation (feet)1 Termination Depth (feet) B-1 21+92, 6.5 feet R 46 15.3 B-2 29+25, 5 feet R 37 17.5 B-3 36+63, 7.5 feet R 46.5 11.5 B-4 43+45, on centerline 58 6.5 B-5 40+15, 43 feet R 53 9.0 B-6 41+82, 43 feet R 56 14.0 B-7 40+11, 40 feet L 53 19.0 B-8 35+73, 42 feet L 45 11.5 B-9 33+25, 86 feet L 39.5 26.5 B-10 31+75, 124 feet L 37 16.5 B-11 (MW-11) 32+31, 80 feet R 37 21.5 B-12 33+31, 86 feet R 38 11.5 Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 3 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx Exploration Location (Station) Surface Elevation (feet)1 Termination Depth (feet) B-13 25+87, 56 feet L 45 11.5 B-14 25+30, on centerline 45 9.0 B-15 24+00, 45 feet L 46 7.0 B-16 28+26, 66 feet R 37.5 14.0 B-17 23+25, 30 feet R 46 16.5 B-18 20+41, 40 feet R 44 16.5 B-19 14+28, 98 feet L 35 19.0 B-20 13+40, 60 feet R 31 21.5 Drayton, T-1 20+45, 50 feet L 43 5.6 Jacobs, CPT-10 12+61, 40 feet R 32 19.5 Jacobs, CPT-11 13+30, 75 feet L 32 17.5 Jacobs, CPT-15 19+15, 52 feet R 40 26.0 RZA, B-2 31+62, 115 feet R 36 34.0 IT-1 Station 14+30, 13 feet R 31.5 7.0 IT-2 Station 17+62, 30 feet R 36.0 11.0 IT-3 Station 29+25, 40 feet R 37.0 5.0 IT-4 Station 30+25, 41 feet R 36.5 10.0 IT-5 Station 33+98, 50 feet R 39.0 10.0 IT-6 Station 35+80, 47 feet R 43.5 8.5 IT-7 Station 37+65, 41 feet R 47.0 8.0 IT-8 Station 40+50, 29 feet R 54.0 2.0 IT-8A Station 40+83, 29 feet R 54.5 8.0 IT-9 Station 14+40, 31 feet R 31.0 11.5 IT-10 Station 39+80, 34 feet R 52.0 9.0 Note 1. Elevation datum: NAD83, from base survey provided by KPG on October 6, 2016. Abbreviations CPT = cone penetrometer test L = left NAD83 = North American Datum of 1983 R = right Wood subcontracted the nondestructive deflection testing using a Dynatest heavy FWD to Pavement Consultants, Inc. The FWD testing was conducted on August 18, 2016, at 128 locations along the project alignment. FWD tests were conducted within the wheel path every 100 feet in all northbound and Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 4 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx southbound lanes. The approximate relative locations of the FWD testing are depicted on Figures 3a through 3d. The FWD test report, including raw data, figures, and data analysis, is presented in Appendix D. Wood selected the specific number, locations, and depths of the explorations given the constraints of surface access, underground utility and traffic conflicts, and budget. We estimated the relative location of each exploration by measuring from existing features and scaling these measurements onto a layout plan supplied to us, and then we estimated their elevations by interpolating between contour lines shown on a separate plan. Consequently, the locations depicted on figures should be considered accurate only to the degree permitted by our data sources and implied by our measuring methods. The explorations performed and utilized for this evaluation reveal subsurface conditions only at discrete locations across the project site, and actual conditions in other locations could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. If significant variations are observed at that time, we may need to modify the conclusions and recommendations contained in this report to reflect the actual site conditions. 2.0 Site conditions The following sections present our observations, measurements, findings, and interpretations regarding conditions of the existing pavement and underlying subgrade soils along Rainier Avenue South. 2.1 Pavement conditions 2.1.1 Pavement observations Aerial and site photographs, FWD data, and pavement cores were used to approximate the location of PCC concrete panels beneath the HMA surface. Based on these evaluations, we interpreted the location of the PCC panels as shown on Figures 4a through 4d. Aerial photographs that we reviewed show sealed longitudinal and transverse joints. These joints indicate the presence of PCC panels beneath the asphalt surface. Analysis of the FWD data collected by Pavement Consultants, Inc., and pavement cores collected by Wood in fall 2016 indicate the older, middle four lanes of pavement consisted of 6 to 8 inches of PCC pavement. The road was later widened to its current five- to six-lane configuration by constructing flexible asphalt pavement for the outer lane in both directions. In general, the pavement is in good condition between South 3rd Street and South 2nd Street, and within intersections along the project alignment. The pavement is generally in fair condition north of South 2nd Street to the northern boundary of the project alignment. Wood observed sealed cracks that reflected the PCC panel joints along most of the roadway, as well as sealed cracks around utility trenches. Few cracks were observed within panels, which seems to indicate the panels are mostly intact. Historical construction plans indicate PCC panels were to be constructed 11 feet wide and 7 inches thick. The asphalt surface over the concrete panels was in fair to good condition. Some shallow ruts were observed; otherwise, cracking was observed only in areas of utility trenches. In contrast, the asphalt on the outer lanes, where PCC panels are absent, was in poor to fair condition. We did observe cracking, rutting, some potholes, and some alligator cracking, as well as some areas of pavement in good condition. Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 5 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx 2.1.2 Pavement coring Pavement cores were collected in order to determine the thickness of the existing pavement sections, which helped to calibrate the non-destructive FWD testing and to determine the strength of the existing pavement. Pavement coring was performed from September 20–22, 2016. Four additional pavement cores were obtained during our subsurface exploration program conducted on December 21, 2016. The approximate locations of the pavement cores are shown on Figures 4a through 4d. Table 2 summarizes the measurements of pavement thickness and subgrade observations recorded at each exploration location. Photographs of the cores are in Appendix C. Table 2. Pavement Thickness and Base Course Designation Station Lane1 PCC Thickness (inches)2 AC Thickness (inches) Base Course/ Subbase CH-1 42+93, 24’L F NO 5 CRB CH-2 38+95, 21’L F NO 14 CRB CH-3 35+99, 25’L F NO 4 CRB CH-4 31+00, 39’L F NO 5 CRB CH-5 28+03, 33’L F NO 7 CRB CH-6 24+40, 34’L F NO 11 CRB CH-7 21+84, 23’L E NO 10 CRB CH-8 20+90, 30’L F NO 9.5 CRB CH-9 16+49, 30’R A NO 6 GSB CH-10 18+49, 28’R A NO 5 CRB CH-11 17+98, 23’L E 6.5 3 Silty sand CH-12 19+44, 100’R South 2nd Street NO 15 Sand CH-13 23+91, 26’R A NO 6 CRB CH-14 32+43, 145’L Airport Way South NO 7.5 CRB CH-15 32+43, 133’L Renton Ave. Ext. NO 8 CRB CH-16 35+99, 56’R Shoulder NO 11 CRB CH-17 39+96, 27’R B 8 2 CRB CH-18 42+92, 22’R B NO 3 GSB B-1 21+82, 6.5’R B 8.5 5.5 GSB B-2 29+25, 5’R C 8 7 GSB B-3 West3 36+63, 7.5’R C 7 7 GSB B-3 East3 36+63, 7.5’R C NO 7 GSB B-4 43+45, 0’R/L C NO 4.5 GSB Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 6 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx Designation Station Lane1 PCC Thickness (inches)2 AC Thickness (inches) Base Course/ Subbase B-14 25+30, 0’R/L C/D 9 6 GSB B-17 23+25, 30’ R A NO 2.5 CRB PC-6 15+60, 6’L C 8 8 None Notes 1. Lane designation according to the FWD testing, see Appendix D. 2. West half of hole had PCC beneath the AC; east half of hole had base course beneath the AC. Abbreviations AC = asphalt concrete pavement L = left CRB = crushed rock base course NO = not observed FWD = falling weight deflectometer PCC = Portland cement concrete GSB = gravel subbase R = right As shown in Table 2, the thickness of the PCC panels appears to be relatively consistent, with an average thickness of 7 inches, but the thickness of asphalt varied. 2.2 Soil conditions According to published geologic maps (Mullineaux, 1965), and the online Washington State Geologic Information Portal (https://www.dnr.wa.gov/geologyportal), soil conditions in the site vicinity are characterized by the following units: x Artificial fill; x Holocene-aged alluvium; x Recessional stratified drift, consisting of glacial lacustrine and fluvial deposits; x Highly weathered sandstone bedrock as a residual soil; and x Tertiary bedrock. The fill soils appear to have been derived from local alluvium or glacial deposits that were eroded and brought downstream by the Black and Cedar Rivers, from the regrading of the roadway profile, and from importing soils to backfill the abandoned river channel of the Black River. The fill varied along the alignment from very loose to medium dense silty sand with varying amounts of gravel, and a little clay and scattered organics to gravelly sand with some silt. The Holocene alluvial deposits consist of very loose to dense silty sand, gravelly sand and sandy gravel and generally associated with the ancient Black River and Cedar River channels. The recessional deposits varied from very soft to very stiff lacustrine deposits of sandy silt with some organics and peat to fluvial deposits consisting of very loose to medium dense silty fine sand with trace organics. Residual soils derived from the completely weathered Tertiary bedrock, consisting of medium dense to dense silty sand with trace to some clay and rock fragments. The Tertiary bedrock deposits are described by Mullineaux (1965) as upper Eocene sedimentary rock formations (Renton Formation and Tukwila Formation). The Geologic Information Portal shows these formations as Tertiary Continental (Tc) and Tertiary fragmental volcanic rocks (Tvt), respectively. The Renton Formation is also the same as the Tc, Tertiary continental sedimentary rocks. These are described in the Geologic Information Portal as Pliocene poorly indurated (weakly cemented) coarse sand and gravel stream terrace deposits derived from the volcanics of the Tvt. The Tvt and Tukwila formation are the same and consist of Pliocene poorly consolidated pyroclastic debris, dacitic welded tuff and tuff breccia, and volcanic breccia. Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 7 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx Regional geomorphic processes controlled the soils that were encountered during our exploration program. The uplands to the west, consisting mostly of bedrock, had ridges that extended east beneath the roadway alignment. These ridges may be the reason for roadway high points between Stations 21+00 to 26+00 and 39+50 to 45+00. The former Black River channel lies immediately adjacent to the alignment. Some of the meanders in the former channel underlie the current roadway alignment at approximately Stations 13+00 to 14+50 and 26+00 to 35+00. The former Black River channel dried up after the Chittenden Locks were constructed by the U.S. Army Corps of Engineers in 1917. The Lake Washington Ship Canal connected the locks to Lake Washington, lowering the water level in the lake by 7 feet. A large area of artificial river valley fill covers the area between Stations 26+00 and 37+75. Between Stations 37+75 and 39+25, a mapped drainage channel related to a tributary of the Black River appears to be present. See Figures 2a through 2d for Wood’s interpretation of the surficial geology along the alignment. Wood’s on-site explorations revealed soil conditions that confirmed the mapped stratigraphy. In general, our exploration borings encountered loose to medium dense fill soils mantling loose/soft alluvial and recessional stratified drift. Beneath the fill and recessional deposits at select locations we encountered residual soils consisting of medium dense to dense silt sand with traces to some clay and gravel. All of the soil deposits are underlain by Tertiary bedrock at depth. The strata observed in the exploration borings are as follows: x Fill: In general, our explorations encountered the roadway pavement sections described in Section 2.1.2 underlain by sandy gravel subbase fill that extended 15 to 20 inches below ground surface (bgs). The depth of the fill soils varied across the alignment from the ground surface up to 14 feet bgs, if the backfilled river channel was encountered. The fill soils consisted primarily of sandy silt, clayey sand, silty sand, gravelly sand, and sandy gravel. x Alluvium: The alluvium underlies the alignment in the areas of Stations 12+00 to 15+40 and 29+00 to 40+00 (the Airport Way South intersection) within the old Black River channel, ranging in depths from 9 to 17 feet bgs. Borings B-11 and B-20, drilled to 21.5 feet bgs, did not penetrate the alluvial deposits. The sediments are typical river sequences of coarse sand and gravel from higher-energy water (floods or channel deposits), finer sand with some gravel and silt, and interbeds of silt, organics, and peat from slow-water or over-bank floods. x Recessional Lacustrine & Fluvial Deposits: These soils were deposited during the Vashon Stade of the Fraser Glaciation period. The recessional deposits were present from Station 14+00 to 21+00, 29+00 to 31+50, and 36+25 to 37+50 at depths of 5 to 10.5 feet bgs, with the thickness of the deposits approaching 18 feet at the south end of the alignment. These deposits consisted of very soft to very stiff silt, sandy silt and silt with some clay and organics, to very loose to medium dense silty fine sand with some organics. Boring B-9 encountered peat deposits at 23 feet bgs and terminated in the peat at a depth of 26.5 feet bgs. x Residual Soil: As bedrock weathers, the iron minerals are altered to iron oxide, staining the rock yellowish-brown to orange-red. As the bedrock breaks down due to weathering or chemical alteration, it decomposes into silty sand. If the decomposed rock retains some of the original structure of the bedrock, it is referred to as saprolite. The residual soil was present from Station 13+00 to 27+00, 28+00 to 29+00, and 39+50 to 44+00 at depths ranging from 1.5 to 14 feet bgs. These soils consisted of very loose to dense silty fine sand with scattered rock fragments. Borings B-1, B-6, B-13, and B-14 encountered the Tertiary sandstone at depths ranging from 6 to 11 feet bgs. x Tertiary Bedrock: The bedrock is present on the alignment from Station 13+00 to 14+50 and 26+00 to 35+00. The bedrock is moderately weathered light gray, massive to stratified, extremely weak to weak, silty sandstone and locally oxidizes orange as the iron minerals decompose through weathering or Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 8 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx chemical alteration. The sand does contain some rounded to angular rock fragments and is lightly to moderately cemented with calcite in places. The rock fragments could consist of volcanic rock (dacite, rhyolite, tuff), siltstone, shale, conglomerates, coal, and claystone. As noted above, borings B-1, B-6, B-13, and B-14 encountered the bedrock. The remainder of our explorations were not drilled deep enough to encounter the bedrock. The exploration logs in Appendix A provide a detailed description of the soil strata encountered in our subsurface explorations. See Figures 2a through 2e for the interpreted soil layers. Geotechnical laboratory tests revealed that the fill, recessional lacustrine fluvial soils, and residual soils are composed of silt, sandy silt, or silty sand. We interpret these soil deposits to have high silt contents, and to be currently near or above their optimum moisture contents. They are moderately to highly sensitive to variations in moisture content and not suitable for use as structural fill. The laboratory test results can be found in Appendix B, and Table 3 summarizes the results. Table 3. Laboratory Test Results Sample ID, and Project Station Soil Type1 Sample Depth (feet) Moisture Content (percent) Gravel Content (percent) Sand Content (percent) Silt/Clay Content (percent) B-1, G-1; 21+92, 6.5’ R Residual, SM 1.0 – 5.0 15 NT NT NT B-1, S-2; 21+92, 6.5’ R Residual, SM 5.0 – 5.5 15 6 60 34 B-2, G-1; 29+25, 5’ R Fill, CL-ML 1.5 – 5.0 20 NT NT NT B-2, S-1B; 29+25, 5’ R Fill, CL-ML 2.5 – 3.5 16 NT NT NT B-3, G-1; 36+63, 7.5’ R Fill, SM 2.0 – 5.0 9 NT NT NT B-3, S-2; 36+63, 7.5’ R Fill, SM 5.0 – 6.5 6 15 47 38 B-4, G-1; 43+45, on CL Residual, SM 1.5 – 5.0 7 5 82 13 B-5, S-1 & S-2, 40+15, 43’ R SM 2.5 – 4.0 NA 16.6 45.9 37.5 B-11, S-1, 32+31, 80’ R GP, Residual 5 – 6.5 NA 50.2 45.4 4.4 B-16, S-2A, 28+26, 66’ R SM 7.5 – 8 NA 12.6 73.1 14.3 B-17, S-1, 23+25, 30’ R SM, Residual 5 – 6.5 NA 1.1 77.2 21.7 B-18, S-1, 20+41, 40’ R SM 5.0 – 6.5 NA 0 84 16 IT-1, S-1A; 14+30, 13’ R Fill, GW 1.4-2.0 NA 60 36 4 IT-1, S-2; 14+30, 13’ R ML 4.0-5.5 NA 0 45 55 IT-2, S-1; 17+62, 30’ R SP-SM 8.0-9.5 NA 0 93 7 IT-3, G-1; 29+25, 40’ R ML 4.0-5.0 24 3 34 63 IT-4, S-1; 30+25, 41’ R Fill, SP-SM 0.5-2.0 3 45 47 9 IT-4, S-2; 30+25, 41’ R CL 7.0-8.5 NA2 NA NA NA IT-5, S-2; 33+98, 50’ R SM 7.0-8.5 NA 25 36 40 IT-6, S-1, 35+80, 47’ R Fill, GW-GM 1.0-2.5 3 49 43 8 Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 9 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx Sample ID, and Project Station Soil Type1 Sample Depth (feet) Moisture Content (percent) Gravel Content (percent) Sand Content (percent) Silt/Clay Content (percent) IT-6, S-2, 35+80, 47’ R Fill, SP 5.5-7.0 NA 41 55 4 IT-7, S-2, 37+65, 41’ R ML 5.0-6.5 NA 12 45 43 IT-8A, S-2, 40+83, 29’ R SM 5.0-6.5 NA 20 41 40 IT-9, S-2, 14+40, 31’ R SM 5.0-6.5 NA 1 57 42 IT-9, S-3, 14+40, 31’ R SP-SM 10.0-11.5 NA 22 66 12 IT-10, S-1, 39+80, 34’ R Fill, GW-GM 0.5-2.0 2 53 40 7 IT-10, S-2, 39+80, 34’ R Fill, GM 6.0-7.5 NA 47 41 12 Notes 1. Soil types are defined in the boring logs in Appendix A. 2. Atterberg limits test was performed. Abbreviations L = left NA = not analyzed NT = not tested R = right 2.3 Groundwater conditions At the time of the first phase of drilling (December 21, 2016), we encountered groundwater in boring B-2 at a depth of 16 feet bgs (corresponding to an elevation of 21 feet). Our previous borings (from September 1982) in the southeast corner of the intersection with Airport Way South just east of the project site encountered the groundwater table at approximately the same elevation. A previous test pit (by Drayton Archaeological Research) located on the west side of Rainier Avenue South approximately 100 feet north of the intersection with South 2nd Street encountered groundwater seepage at the bottom of the exploration (roughly 5.6 feet bgs), corresponding to an elevation of approximately 37.5 feet. This test pit was located near our exploration B-1, which did not encounter groundwater and terminated in bedrock with a tip elevation of approximately 31 feet. Based on the available information, we interpret that the groundwater encountered in test pit TP-1 by Drayton Archaeological Research represents perched groundwater atop the underlying bedrock. During our most recent phase of drilling (April 2018), we encountered groundwater in borings B-6, B-7, B-9, B-10, B-11, B-17, B-19, and B-20, and installed an observation well in B-11 (MW-11). The groundwater levels measured in boring B-11 varied from 12.5 to 14.5 feet bgs. The depth to groundwater measurements presented below in Table 4. Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 10 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx Table 4. Observed Groundwater Levels Boring Station Water Level (feet bgs) Water Elevation (feet)1 Date B-6 41+90, 56 feet R 8.5 ATD 47.5 4/16/2018 B-7 40+00, 40 feet L 10 ATD 43 4/16/2018 B-9 33+00, 90 feet L 13.5 ATD 26 4/17/2018 B-10 31+75, 124 feet L 11.85 ATD 25 4/17/2018 B-11 (MW-11) 32+31, 80 feet R 14.28 ATD 12.86 SWL 23 24 4/17/2018 4/20/2018 B-17 23+25, 30 feet R 11.52 ATD 34 4/20/2018 B-19 14+28, 98 feet L 11.77 ATD 23 4/20/2018 B-20 13+40, 60 feet R 8.0 ATD 23 4/20/2018 IT-2 17+62, 30 feet R 8.5 27.5 7/26/2019 IT-7 37+65, 41 feet R 6.8 40.3 7/25/2019 IT-9 14+40, 31 feet R 7.3 23.8 7/26/2019 Note 1. Elevation datum: NAVD83, from base survey provided by KPG on October 6, 2016. Abbreviations ATD = at time of drilling bgs= below ground surface L = left NAD83 = North American Datum of 1983 R = right SWL = shallow water level The groundwater in borings B-9, B-10, B-11, B-19, and B-20 is associated with the recessional lacustrine and silty sand fluvial deposits and underlying alluvial sands and gravels. The groundwater in borings B-6, B-7, and B-17 appears to be perched groundwater atop the bedrock. Because the phases of our explorations were performed during an extended period of generally wet weather, these observed groundwater conditions may closely represent the annual moderate to high levels; lower groundwater levels would be expected during dryer summer and fall months. At all times of year, groundwater levels would likely fluctuate in response to changes in precipitation, influence from the existing storm drainage system, construction activities, and site utilization. 3.0 Pavement design The pavement design recommendations presented in this report are based on the procedures outlined by the WSDOT Pavement Policy (WSDOT, 2015a), which incorporate the design standards and methods detailed in AASHTO Guide for Design of Pavement Structures (AASHTO, 1993). Specific design parameters, correlation of soil quality, and equivalent single axle load determination described in the Pavement Guide Interactive (WSDOT, 2003) were used as applicable. Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 11 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx 3.1 Soil subgrade design values Soil design values for subgrade conditions were determined based on visual classification, laboratory testing, and guidance provided in the WSDOT Pavement Policy (WSDOT, 2015a). Three samples were tested for California bearing ratio, which can be correlated to a subgrade modulus value. Table 5 gives these test results and subgrade modulus values for subgrade soils. Using the WSDOT methodology, most of the subgrade soils are average to good quality, except for the clay and silt subgrade encountered in boring B-2, which is considered a poor subgrade. This area is mapped as landslide deposits (Mullineaux, 1965), so these poor soils may occur only in a localized area. Table 5. Subgrade Soil Design Parameters Boring and Station Location Soil Type1 CBR (%) Correlated Subgrade Modulus Design Subgrade Modulus B-1, S-2 21+92, 6.5 feet R Silty sand, SM 19 16,800 15,000 B-2, S-1B 29+25, 5 feet R Clay/silt, CL-ML 3 5,200 5,000 B-3, S-2 36+63, 7.5 feet R Silty sand, SM 22 18,500 15,000 B-4, G-1 43+45, on CL Silty sand, SM NT NA 15,000 Note 1. Soil types are defined in the boring logs in Appendix A. Abbreviations CBR = California bearing ratio CL = center line NA = not available NT = not tested R = right 3.2 Traffic design values Traffic data were provided by Idax Data Solutions, a subconsultant to KPG, including average daily traffic by vehicle classification based on counts collected in September 2016. The traffic data used for pavement design is included in Appendix E. The traffic volume for the three southbound lanes is summarized in Table 6. Table 6. Southbound Lane Traffic Counts from September 2016 Average Daily Traffic Trucks Lane Distribution Traffic Growth Rate ESAL Growth Rate 21,583 7% 0.7 1.2% 1% Abbreviation ESAL = equivalent single axle load 3.3 Pavement structural design To determine the structural strength needed for a pavement, the design traffic volumes represented as equivalent single axle load, the soil subgrade condition, and pavement design life are assessed to determine the structural number (SN). Table 7 summarizes the required SNs for Rainier Avenue South. Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 12 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx Table 7. Pavement Structural Numbers Design Life Design Year Design Subgrade Modulus ESALs Structural Number 20 years 2018 10,000 6.3 mil 4.70 50 years 2018 10,000 24.3 mil 5.75 Abbreviation ESAL = equivalent single axle load mil = million Drainage: Local drainage characteristics of proposed pavement areas are considered to be fair. As recommended in the WSDOT Pavement Policy (WSDOT, 2015a), a design drainage coefficient of 1.0 was used when applying the AASHTO Guide for Design of Pavement Structures (AASHTO, 1993) criteria for design. Serviceability and Reliability: For flexible pavement design of the Rainier Avenue South alignment, initial and terminal serviceability indices of 5 and 3.5, respectively, were used, resulting in a change in serviceability index of 1.5. A reliability value of 95 percent was used, as noted in accordance with the AASHTO Guide for Design of Pavement Structures (AASHTO, 1993) criteria for design. 3.4 Pavement design thickness Based on the above assumptions regarding soil subgrade properties, traffic design, drainage, and service/reliability, we determined the following standard pavement section for flexible pavement with a 50-year design life: x 8 inches HMA, and x 18 inches CRB. Using the AASHTO Guide for Design of Pavement Structures (AASHTO, 1993) methodology and WSDOT guidance (WSDOT, 2015a for a rigid pavement section, we determined the following standard pavement section: x 10 inches PCC, and x 4 inches CRB. These sections represent basic (flexible and rigid) pavement sections that would be selected for a new pavement. Other pavement sections have been developed in our discussion of suitable pavement repair options in Section 3.9. 3.5 Pavement assessment Based on the results of the study and input from the City regarding desired pavement performance, we evaluated several options for pavement restoration. Composite Asphalt/PCC Pavement: Based on results from our investigation (FWD, cores, and visual observations), the center lanes, which consist of a composite pavement section of PCC panels and asphalt, appear to be relatively strong and mostly intact. As illustrated on Figures 3a through 3d, the center lanes have interpreted SN values of about 4 to 6, which correlate to a pavement with a design life of 20 years or more. The PCC panels appear to be mostly intact; we did not observe many reflective cracks within panels, and the thickness of the panels are sufficient, ranging from 6 to 8 inches. The panels also appear to be supported by a firm subbase of gravelly sand. For these reasons, we recommend keeping the PCC panels in place to preserve and maintain the strength of the pavement subgrade, and in recognition of the cost Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 13 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx efficiency of utilizing the existing pavement wherever possible. Options to improve the composite section with an asphalt overlay are discussed in the Section 3.9. Asphalt-Only Pavement: When Rainer Avenue South was widened, the outer lanes in both directions were constructed as a flexible pavement with only asphalt and base course. Based on our investigation (FWD, cores, and visual observations), the outer asphalt-only lanes appear to be in poor condition and of insufficient thickness and strength for the intended traffic loading. As illustrated in Figures 3a through 3d, the outer lanes have interpreted SN values of about 2.5 to 4, which correlates to a remaining pavement life of less than 20 years. For these reasons, we recommend full replacement of the outer lanes with flexible pavement. Options for this pavement are discussed in Section 3.9. 3.6 Pavement performance criteria We understand the City has the following general expectations relative to the performance and longevity for the pavement repair options: x Ideally, the pavement would be repaired or rebuilt to a design life of 50 years; however, overlays will be needed every 10 to 20 years in any case, so a practical, cost-effective solution may not achieve a 50-year design life. x Solutions that raise grades are not desirable; however, some minor grade changes (up or down) may occur, and it is expected that the curbs will be replaced. x Aesthetically pleasing pavement surface is desirable (at a minimum, the entire surface will be overlaid); however, it is more important to construct a practical, cost effective, long-life pavement. Therefore, future reflective cracking of concrete panel joints will be tolerated. x Re-using and recycling materials should be considered where feasible. Strategies for re-use/recycling could include rubblizing asphalt and re-using the rubble as structural fill; using recycled concrete as subbase; and cement-treating existing base soils rather than over-excavating and replacing them. 3.7 Fiber reinforced asphalt concrete layer use benefit research The use of synthetic fibers to reinforce HMA pavements has shown major benefits with respect to pavement performance. Wood has researched the following topics to provide pavement recommendations: x How reasonably could the coefficient value of fiber reinforced asphalt concrete (FRAC) be determined and verified? x How effectively could FRAC limit the reflective cracking when using over the PCC panels? x How can we quantify the effect of FRAC and compare it to both standard HMA and the geogrid-plus standard HMA? In our pavement analysis, Wood assumed the coefficient value for FRAC based on the research data by Arizona State University (Zeiada et al., 2014). The coefficient value for FRAC layer was calculated using the results of both laboratory and field studies by Arizona State University. Based on this research analysis, the FRAC layer coefficient values vary depending on the climates and the subgrade strength conditions, and range from 0.52 to 0.62. The use of FORTA-FI fiber could reduce the HMA thickness by 19 to 41 percent, depending on the situation. However, there is no research data available for the Pacific Northwest region. Based on our research, conservatively assuming that the layer coefficient of 4 inches of HMA plus GlasGrid is 0.6, the SN would be 2.4. Assuming the layer coefficient of 4 inches of FRAC is 0.6 (slightly more than the average of high subgrade strength, which is 0.59), also would result in an SN of 2.4. In addition, it is Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 14 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx reasonable to use the layer coefficient of 0.60 for the FRAC layer considering PCC panels (high subgrade strength) and climates in the Pacific Northwest. According to the manufacturer, the use of FRAC could provide an approximately 50 percent design life extension compared to an HMA section of equivalent thickness. If a conventional 4-inch-thick section of HMA over 6 inches of CRB is compared to a 3.6-inch-thick section of FRAC over 6 inches of CRB, using a conservative layer coefficient of 0.53 for FRAC, FRAC would increase design life by approximately 40 percent with no added cost (this thinner section of FRAC has an SN equivalent to an HMA section). The estimated 50 percent delay in reflective cracking with FRAC is a general estimate at this point. 3.8 Cement treated base as option for soft subgrade treatment We understand the City wishes to avoid over-excavation and replacement of soft subgrade with a geotextile separator and quarry spalls. The cement treated base (CTB) method can be used to improve soft, saturated soil subgrade if encountered during construction. The purpose of CTB is to provide a firm, stable working base for pavement construction and to improve the strength of the subgrade for the new pavement section. The CTB is a mixture of aggregate material and/or granular soils with measured volumes of PCC and water that hardens after compaction, curing to form durable subgrade. The CTP can be mixed in central mixing plants and then delivered on site or mixed-in-place using a transverse-shaft pulverizes or traveling mixing machinery. The fundamental control factors for the CTB are: 1. Determining proper cement content; 2. Determining adequate moisture content; 3. Achieving throughout mixing; 4. Achieving adequate compaction; and 5. Achieving proper curing. 3.9 Description of repair options Several pavement repair options were considered, but given the existing condition of the pavement, only a few options were considered to be practical solutions. It is our understanding that the City would prefer not to install GlasGrid and geotextile reinforcement due to future maintenance concerns, as they do not want to trench through the reinforcement. The City would prefer to grind off 4 inches of existing pavement section, then replace 4 inches of HMA without using GlasGrid to achieve the same final grade. Therefore, we propose the use of 4 inches of FRAC pavement instead of HMA with GlasGrid. The existing pavement condition has been divided into two types: 1. The center lanes with a composite pavement consisting of asphalt over PCC panels; and 2. The outer lanes with a flexible pavement consisting of asphalt over base course or soil. Feasible options for each condition are summarized in Table 8 and Table 9. Relative cost estimates for these various options are presented in Appendix F. Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 15 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx Table 8. Center Lane Repair Options Option Option Description Advantages Disadvantages C-1 Asphalt overlay: remove and replace 4 inches of HMA using HMA. Low initial cost. Reflective cracking will require maintenance. C-2 Asphalt overlay: remove and replace 4 inches of HMA using FRAC. Low (slightly higher) cost. Inhibits reflective cracking somewhat longer than standard HMA. Reflective cracking will appear over longer periods and still require maintenance. C-3 Asphalt overlay with geogrid reinforcement: within the new HMA. Prevents reflective cracking for a longer period of time. Future excavations will encounter geogrid. C-4 Doweling and overlay: remove all asphalt, install dowels to connect all panels and cracks. Prevents faulting and reflective cracking. Long design life; only limited by surface wear of the asphalt overlay Need to remove all of the asphalt and then replace with an overlay. High cost and potential cost increases depending on the number of cracks in the panels. HMA = hot mix asphalt FRAC = fiber reinforced asphalt concrete Table 9. Outer Lane Repair Options Option Option Description Advantages Disadvantages O-1 Full replacement: remove pavement and soil, and replace with CRB and HMA. Standard, traditional construction. Deepest excavation with high cost. O-2 Full replacement with limited depth of excavation: remove pavement and replace with a geotextile separator, 4- inch layer of CRB, 8-inch layer of HMA, and 4-inch layer of FRAC. Less excavation. FRAC will slow down reflective cracking where outer lanes meet center lanes and extend pavement lift. More expensive materials. Reflective cracking will appear over longer periods and still require maintenance. O-3 Full replacement where grade change allowed: remove pavement and replace with a geotextile separator, 14-inch layer of CRB, 4-inch layer of HMA, and 4-inch layer of FRAC. FRAC will slow down reflective cracking where outer lanes meet center lanes and extend pavement lift. More excavation. More expensive materials. Reflective cracking will appear over longer periods and still require maintenance. O-4 Full replacement: remove pavement and replace with geogrid, recycled concrete as subbase, CRB, and HMA. Less expensive fill for subbase. Some cost savings. Recycled material. Future excavations will encounter geogrid. Requires stormwater pH monitoring during construction. Abbreviations CRB = crushed rock base course HMA = hot mix asphalt FRAC = fiber reinforced asphalt concrete Some options were dismissed because they would require raising grades, involve decreasing the existing strength of the PCC panels, and/or would cost more. Since the panels appear to be in relatively good Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 16 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx condition, breaking them was not a practical solution. The dismissed options and the reasons they were dismissed are as follows: x Remove the asphalt, place a cushion course of gravel on the PCC panels, and then place an asphalt overlay; this approach would raise grades. x Crack and seat the PCC panels, then overlay with a geogrid and HMA; this approach would reduce the strength of the PCC panel section. x Rubblize the PCC panels, and then construct a new flexible (asphalt) pavement using the rubble as base course; this approach would raise grades and reduce the strength of the PCC panel section. x Overlay the flexible pavement in the outer lanes; this approach would raise grades and would not achieve a long-term design life because of the poor condition of the existing pavement. x Reconstruct by full-depth reclamation of the flexible pavement in the outer lanes; this approach would raise grades. 3.10 Preferred options Based on the evaluation summarized in Tables 8 and 9 and in consideration of the City’s stated performance objectives, the preferred options are Option C-2 and Options O-2 and O-3. 3.10.1 Center lanes—asphalt overlay with FRAC reinforcement (Option C-2) This is the preferred option for the center lanes, where the PCC panels would remain in place. A FRAC overlay would extend the life of this section that is already quite strong and further delay reflective cracking. This option provides the most flexibility for adjusting final surface grades, and requires a lower initial cost than dowelling, but would achieve approximately the same design life. Construction would involve grinding and removing the upper portion of the existing pavement, thoroughly cleaning the surface, crack sealing, and then placing a leveling course of FRAC. Although changes to final grades could alter the amount of pavement to be removed, we have assumed site preparation would include grinding and removal of the existing asphalt to an average depth of 4 inches. It is anticipated that the PCC panels will be deeper than 4 inches. The pavement design section proposed below would result in an SN of at least 5.8 and have a structural design life of 50 years (although maintenance will include periodic surface overlays). The preliminary proposed overlay section after grinding off 4 inches of the existing asphalt would comprise: x 4 inches FRAC, over x Existing pavement. 3.10.2 Outside lanes—remove and replace pavement (Options O-2 and O-3) This is the preferred option to replace the pavement that is in poor condition in the outer lanes. This option would provide a long design life and would perform similar to the adjacent lanes with a composite pavement section. Use of geotextile separator above the soft subgrade soil (at the bottom of the CRB layer) would prevent contamination of CRB when in contact with soft and/or saturated subgrade soil. The use of 4-inch-thick FRAC overlay would also provide a stiffer section, which would further delay reflective cracking of a longitudinal joint where outer lanes meet the center lanes, paved over the existing PCC panels. Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 17 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx Construction would involve completely removing the existing pavement, base course, and subgrade soils to the depth necessary to construct the new pavement. After preparing the subgrade, a geotextile separator would be placed, followed the placement of CRB. A pavement section would be constructed to meet the height of the center lanes after grinding was performed and prior to placement of a 4-inch-thick FRAC overlay. The FRAC overlay placement should be planned and executed so that each center lane and outer lane constriction joint receives a full FRAC overlay (so that FRAC paving joints do not line up with underlying section joints), which would reduce reflective cracking between the PCC panels and the flexible pavement. For the pavement section used for outer lanes we provide two options. The pavement design sections proposed below would result in an SN of at least 5.8 and have a structural design life of 50 years (although maintenance will include surface overlays periodically). For full-depth flexible pavement section for outer lanes with limited depth of excavation (Option O-2), the recommended pavement section will consist of: x 4 inches FRAC, over x 8 inches HMA, over x 4 inches of CRB, over x Geotextile separator, over x Existing soil subgrade. For full-depth flexible pavement section for outer lanes where grade change allows for a thicker pavement section (Option O-3), the recommended pavement section will consist of: x 4 inches FRAC, over x 4 inches HMA, over x 14 inches of CRB, over x Geotextile separator, over x Existing soil subgrade. 4.0 Stormwater infiltration Wood tested infiltration at 10 potential stormwater facility locations along Rainier Avenue South in the east lane of the northbound traffic. At each potential stormwater facility location, Wood performed one infiltration test and collected soil samples for grain size analysis, except at IT-9, where an additional infiltration test was performed in a sandy deposit at 10 feet bgs. Groundwater was encountered in three locations at depths ranging from 7 to 8.5 feet bgs. Test results for the likely base of the possible infiltration facility at various locations identified a low permeability layer. This low permeability layer is also expected to be present in other locations. Table 10 summarizes the soil conditions tested at each location. Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 18 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx Table 10. Infiltration Soil Conditions Boring Depth (feet) Geologic Soil Type Soil Type1 IT-1 4.0 Recessional Lacustrine ML IT-2 8.0 Recessional Fluvial SP-SM IT-3 4.0 Recessional Lacustrine ML IT-4 7.0 Recessional Lacustrine ML IT-5 7.0 Recessional Fluvial SM IT-6 5.5 Fill SP IT-7 5.0 Recessional Lacustrine ML IT-8A 5.0 Glacial Till SM IT-9 5.0 Fill SM IT-9 10.0 Alluvium SP-SM IT-10 6.0 Fill GM Note 1. Soil types are defined in the boring logs in Appendix A. 4.1 Infiltration test method The City has adopted the King County, Washington, Surface Water Design Manual (King County, 2016), which requires a pilot infiltration test (PIT) for infiltration design. The PIT involves excavating an area of 100 square feet at the proposed subgrade elevation, which is not feasible within the right-of-way along the busy Rainier Avenue South corridor, as it would cause too much disturbance and disruption. Our practical approach consisted of two alternative test methods: 1. Correlate laboratory testing of grain size distribution from soil samples, as described in Volume III, Section 3.3.6 of the 2012 Stormwater Management Manual for Western Washington, as Amended in December 2014 (SWMMWW) (Ecology, 2014); and 2. Conduct short-term falling head percolation test in the boreholes in general accordance with the 2009 version (2009) of the King County, Washington, Surface Water Design Manual (King County, 2009). Neither of these methods is as accurate as the PIT, but these tests could be done using a drill rig and traffic control in the road during a short period of time. 4.2 Infiltration test results The infiltration test results are summarized in Table 11. The collected infiltration field data and calculations for each borehole tested can be reviewed in Appendix G. Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 19 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx Table 11. Borehole Infiltration Results Boring Station Depth (feet) Soil type1 Measured Infiltration Rate (inches/hour) Factored Infiltration Rate2 (inches/hour) IT-1 14+30 4 ML 2.4 0.5 IT-2 17+62 8 SP-SM 15.4 3.2 IT-3 29+25 5 ML 0 0 IT-4 30+25 7 ML 0 0 IT-5 33+98 7 SM 0.7 0.2 IT-6 35+80 5.5 SP 6.7 1.4 IT-7 37+65 5 ML 1.4 0.3 IT-8A 40+83 5 SM 0.4 0.1 IT-9 14+40 5 SM 10.8 2.3 IT-9 14+40 10 SP-SM 3.6 0.8 IT-10 39+80 6 GM 2.9 0.6 Notes 1. Soil types are defined in the boring logs in Appendix A. 2. Correction factor applied: (Ftesting*Fgeometry*Fplugging ) = 0.21 (King County, 2009), where: Ftesting = 0.3 (for borehole method) Fgeometry = 1.0 Fplugging = 0.7 (for loam and sandy loam) 4.3 Grain size correlation The soil samples collected at each infiltration test location were tested in the laboratory for grain size distribution. The laboratory test results are presented in Appendix B. For preliminary design, we used Method 3 in the SWMMWW (Ecology, 2014), which correlates infiltration rate based on grain size distribution. Our calculations using Method 3 are included in Appendix G. Table 12 summarizes the soil samples tested and the resulting infiltration rates. Correction Factors: The SWMMWW suggests correction factors for the correlated infiltration rates based on typical degrees of uncertainty and long-term maintenance. We have assumed that this project will be consistent with the assumptions in the SWMMWW. Table 3.3.1 in the SWMMWW provides a range of values to allow for site variability and number of locations tested. We selected a partial correction factor in the middle of the range (0.5) because the soils encountered were inconsistent. The resulting total correction factor was 0.18 for all infiltration test locations. Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 20 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx Table 12. Infiltration Rates by Correlating Grain Size Distribution Boring Sample Station Depth (feet) Soil type1 D10 (mm) Estimated Infiltration Rate (in/hr) Factored Infiltration Rate2 (in/hr) IT-1 S-2 14+30 4.0 - 5.5 (ML) 0.01 2.9 0.5 IT-2 S-1 17+62 8.0 - 9.5 (SP-SM) 0.12 45.6 8.2 IT-3 G-1 29+25 4.0 - 5.0 (ML) 0.003 1.8 0.3 IT-5 S-2 33+98 7.0 - 8.5 (SM) 0.0031 3 0.5 IT-6 S-2 35+80 5.5 - 7.0 (SP) 0.2705 75 13.5 IT-7 S-2 37+65 5.0 - 6.5 (ML) 0.0053 2.4 0.4 IT-8A S-2 40+83 5.0 - 6.5 (SM) 0.01 3.5 0.6 IT-9 S-2 14+40 5.0 - 6.5 (SM) 0.017 5.4 1.0 IT-9 S-3 14+40 10.0 - 11.5 (SP-SM) 0.055 15.2 2.7 IT-10 S-2 39+80 6.0 - 7.5 (GM) 0.055 17.7 3.2 Notes 1. Soil types are defined in the boring logs in Appendix A. 2. Correction factor applied (Ecology, 2014): (CFv*CFt*CFm) = 0.18, where CFv = 0.5 CFt = 0.4 (grain size method) CFm = 0.9 Abbreviations mm = millimeters in/hr = inches per hour 4.4 Design stormwater infiltration recommendations Based on the grain size correlations and borehole infiltration rates observed in our explorations, it appears that three locations (IT-1, IT-6, and IT-10) are feasible for stormwater infiltration (a corrected infiltration rate of 0.5 inch/hour or greater). IT-2 and IT-9 encountered groundwater within 3 feet of the infiltration test depth, which is not suitable for infiltration. Table 13 summarizes the recommended design infiltration rates. Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 21 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx Table 13. Recommended Design Infiltration Results Boring Station Evaluated Depth (feet) Soil type1 Depth to groundwater below existing grade (feet) Recommended Design Infiltration Rate (in/hr) IT-1 14+30 4 ML Not observed 0.5 IT-2 17+62 8 SP-SM 8.5 Not feasible2 IT-3 29+25 5 ML Not observed Not feasible3 IT-4 30+25 7 CL Not observed Not feasible3 IT-5 33+98 7.2 SM Not observed Less than 0.5 IT-6 35+80 5.5 SP Not observed 1.4 IT-7 37+65 4.9 ML 6.8 Not feasible2 IT-8A 40+83 5 SM Not observed Less than 0.5 IT-9 14+40 9.8 SP-SM 7.3 Not feasible2 IT-10 39+80 6 GM Not observed 0.6 Notes 1. Soil types are defined in the boring logs in Appendix A. 2. Groundwater at shallow depth. 3. No infiltration observed while performing borehole infiltration test. 5.0 Signal and luminaire pole foundations New signal and luminaire poles are planned as part of the proposed improvements. In general, the poles may be supported with WSDOT Standard Foundations. The details for the WSDOT Standard Foundation Designs are provided in Section J-7 of the WSDOT Standard Plans and in Chapter 8 of the WSDOT Geotechnical Design Manual (WSDOT, 2015b). Subsurface Soils: The subsurface soil conditions observed along the roadway alignment are considered to be loose to medium dense, based on Table 17-2 in the Geotechnical Design Manual (WSDOT, 2015b). Allowable Lateral Bearing Pressures: Signal pole structures can use WSDOT Standard Foundations designed for an allowable lateral bearing pressure and a soil-to-foundation contact friction angle summarized in Table 14, based on correlations provided in Chapter 17 of the Geotechnical Design Manual (WSDOT, 2015b). Foundation designs for the proposed signal pole foundation locations are shown on Figure 5. Note that signal pole designs for South 3rd Street and Rainier Avenue South intersection are deeper than typical to accommodate higher structural loading and to account for subsurface conditions. The drilled shaft has been extended down to bear within dense soil. If any soft organic soils are encountered at the bottom of the pole foundations, the contractor should continue drilling to bearing soils beneath any localized zones of soft or organic soils. Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 22 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx Table 14. Design Recommendations for Signal Poles Intersection Exploration Depth (feet) Soil/Rock Type1 Average N-Value (bpf) Allowable Lateral Bearing Pressure (psf) Soil Friction Angle (degree) South 3rd Street (NE) B-20, CPT-10 21.5 SM/ML 5 1,000 26 South 3rd Street (SE) CPT-10 19.9 MH/ML/SM 6 1,000 26 South 3rd Street (NW) B-19, CPT-11 19.9 SM/ML 5, 6 1,000 26 South 2nd Street (NE) B-18, CPT-15 16.5 MH/ML/SM 5 1,000 26 South 2nd Street (SE) B-18, CPT-15 16.5 SM 5, 6 1,000 26 South 2nd Street (SW) CPT-15, B-18 16.5 SM 6 1,000 26 SW Victoria St (East) B-17 16.5 SP 10,12 1,500 28 SW Victoria St (West) B-13 11.5 Sandstone 8, 12 1,500 28 Airport Way (NE) B-12 11.5 SP 29 3,500 34 Airport Way (SE) MW-11 21.5 GP 4 1,000 26 Airport Way (SW) B-10 16.5 SM 3 800 26 Airport Way (NW) B-9 26.5 SM 2 750 26 NW 3rd Place (E) B-5 9 SM 20 3,500 34 NW 3rd Place (W) B-7 19 SM 6 900 26 Note 1. Soil types are defined in the boring logs in Appendix A. Abbreviations bpf = blows per foot CPT = cone penetrometer test NE = northeast NW = northwest SE = southeast SW = southwest psf = pounds per square foot Drilled Shaft Construction Considerations: In general, we anticipate most of the drilled shaft signal pole foundations will be constructed using the dry method in accordance with Drilled Shafts: Construction Procedures and LRFD Design Methods (FHWA, 2010). This method is the most favorable for the economical use of drilled shafts. The procedure is applicable to soil and bedrock encountered above the groundwater table where soil caving and sloughing during drilling is not anticipated. A temporary casing could be used to prevent soil caving during shaft excavation. This casing would be removed during concrete placement. Signal pole drilled shaft foundations for the southeast and northeast corner of the South 3rd Street/Rainier Avenue South intersection, and on the west side of the Airport Way South/Rainier Avenue South intersection are going to extend below the groundwater table. Therefore, we anticipate these two shafts be constructed using a combination of cased and wet construction methods as described in Drilled Shafts: Construction Procedures and LRFD Design Methods (FHWA, 2010). This method would involve advancing temporary casings to the design drilled shaft tip elevation during drilled shaft excavation. Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 23 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx Water or drilling slurry should be added inside of the casing when the groundwater table is reached and should be maintained typically 5 to 10 feet above the observed groundwater table to create a positive pressure on the shaft bottom during excavation. The casing should be advanced ahead of shaft drilling. This combination method should mitigate bottom heaving during shaft excavation and prevent shaft sidewall caving. When the design shaft depth is reached, the shaft bottom should be cleaned using a flat bottom cleanout bucket to provide a firm shaft bottom prior to installation of shaft reinforcement. The water head inside of the casing should be maintained at all times to prevent bottom heaving. Concrete placement should be achieved using a tremie pour method, which delivers concrete to the bottom of the shaft and displaces drilling fluid (water of slurry) upward. Drilling fluid is pumped out of the shaft during concrete placement. Concrete placement continues through the tremie while always keeping the tremie embedded into the fresh concrete so that concrete does not mix with the drilling fluid. Underground Utilities: Due to the proximity of existing underground and overhead utilities to the proposed signal poles, careful utility locating will be required before the foundations are installed. This may require hand or vacuum excavating the upper portion of each foundation hole in order to minimize the risk of damaging underground utilities during construction. 6.0 Retaining wall design recommendations This section presents our recommendations for permanent cast-in-place concrete walls, such as retaining Wall 5, located at southwest corner of SW Victoria Street and Rainier Avenue South. Retaining Wall 5 has been designed as a standard WSDOT Standard Type 1 reinforced concrete wall. We evaluated the wall based on Reinforced Concrete Retaining Wall Type 1 and 1SW Standard Plan D 10.10 01 (WSDOT 2008). The standard plan references other applicable WSDOT standard plans for drainage requirements (such as Standard Plan D-4 for reinforced concrete walls) that we considered in our design evaluation. We evaluated the maximum wall design height (exposed plus embedment) based on the wall section provide by KPG. Curtain Drains: To preclude hydrostatic pressure development behind the backfilled retaining wall, we recommend a curtain drain be placed behind the walls. This curtain drain should consist of pea gravel, washed rock, or some other clean, uniform, well-rounded gravel, extending outward a minimum of 12 inches from the wall and extending upward from the footing drain to within about 12 inches of the ground surface. The curtain drain should connect to a 4-inch-diameter perforated drainpipe behind the heel of the wall, which should then discharge away from the wall. The WSDOT standard plans for drainage requirements (Standard Plan D-4 for reinforced concrete walls) would provide adequate drainage. Backfill Soil: Ideally, all retaining wall backfill placed behind the curtain drain would consist of clean, free- draining, granular material, such as “Gravel Backfill for Walls,” per WSDOT Standard Specification 9 03.12(2) (WSDOT 2018). Alternatively, on-site granular soils, if encountered, could be used as backfill if they are placed at a moisture content near optimum for compaction. Backfill Compaction: Because soil compactors place significant lateral pressures on retaining walls, we recommend only small, hand-operated compaction equipment be used within 3 feet of a backfilled wall. In addition, all backfill should be compacted to a density as close as possible to 90 percent of the maximum dry density (based on ASTM D-1557); a greater degree of compaction closely behind the wall would increase the lateral earth pressure, whereas a lesser degree of compaction might lead to excessive post-construction settlements. Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 24 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx Applied Loads: Overturning and sliding loads applied to retaining walls can be classified as static pressures and surcharge pressures. We offer the following specific values for design purposes: x Static Pressures: Yielding retaining walls should be designed to withstand an appropriate active lateral earth pressure, whereas restrained walls should be designed to withstand an appropriate at-rest lateral earth pressure. These pressures act over the entire back of the wall and vary with the backslope inclination. Assuming a level backslope, we recommend using active and at-rest pressures of 32 and 55 pounds per cubic foot, respectively. x Surcharge Pressures: Static lateral earth pressures acting on a retaining wall should be increased to account for surcharge loadings resulting from any traffic, construction equipment, material stockpiles, or structures located within a horizontal distance equal to the wall height. For simplicity, a traffic surcharge can be modeled as a uniform horizontal pressure of 75 pounds per cubic foot. x Hydrostatic Pressures: If adequate drainage is provided with a curtain drain, hydrostatic pressures will not develop. However, if groundwater were allowed to collect behind the wall, an additional hydrostatic pressure of would act on the wall. Resisting Forces: Static pressures and surcharge pressures are resisted by a combination of passive lateral earth pressure, base friction, and subgrade bearing capacity. Passive pressure acts over the embedded front of the wall (neglecting the upper 1 foot for paved foreslopes, or the upper 2 feet for soil foreslopes) and varies with the foreslope declination, whereas base friction and bearing capacity act along the bottom of the footings. Assuming a level foreslope at the wall location, we recommend using the design values shown in Table 15, which incorporate a reduction factor of at least 1.5 to limit deflection. Table 15. Resisting forces acting on the retaining wall Design Parameter Allowable Value Static Passive Pressure 450 pcf Base Friction Coefficient 0.4 Abbreviation pcf = pounds per cubic foot Base friction can be combined with the respective passive pressure to resist static and seismic loads. Bearing Capacity: We anticipate the subgrade for retaining Wall 5 will consist of existing or new compacted granular fill, or weathered sandstone, based on the two explorations near this retaining wall. For footings founded on compacted fill, an allowable static soil bearing pressure of 2,000 pounds per square foot may be used for foundation design. This bearing pressure will be conservative if the subgrade is weathered sandstone. 7.0 Underground utilities We understand that new storm drainage pipes, sanitary sewer pipes, and water lines pipes will be installed in portions or entire alignment being reconstructed. The following conclusions and recommendations are intended to be consistent with the City standards. Temporary Slopes: Configuration and maintenance of safe working conditions, including temporary excavation stability, is the responsibility of the contractor. All applicable local, state, and federal safety codes should be followed. Temporary excavations with workers below should either be shored or sloped in accordance with Safety Standards for Construction Work, Part N (Washington Administrative Code 296- 155-650 through 66411). For planning purposes, we interpret the on-site soils to conform with the Washington Administrative Code Soil Type C, which corresponds to a slope of 1.5 H:1V above the Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 25 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx groundwater table. However, the soil type should be confirmed after the initial excavations have begun. In all cases, the utility installation should be in accordance with the City guidelines. Dewatering: During the most recent phase of drilling (April 2018), Wood encountered groundwater in boring explorations B-6, B-7, B-9, B-10, B-11, B-17, B-19, and B-20, and installed a groundwater observation well in B-11 (MW-11). In general, groundwater along the alignment varies from 8 to 14.5 feet bgs. The depth to groundwater measurements are presented in Table 4. If perched groundwater is encountered within the utility trenches, internal sump-pumps should be sufficient to allow construction to continue. Subgrade Soils: Based on our explorations, some of the utility excavations may encounter loose soils at the base of the excavations. If loose sands that are not too wet are located at the base of the trench excavation, the trench subgrade could be compacted to provide a suitable base. If any soft silty or organic soils are encountered at the base of utility excavations, they should be over-excavated at least 12 inches and be replaced with Pipe Foundation Material per WSDOT Standard Specification 9-03.17 (WSDOT 2018) and compacted to a uniform density of at least 95 percent (based on ASTM D-1557), as displayed in the City’s standard details for utility trenches. Bedrock: Sandstone bedrock (Tukwila Formation) was encountered in the first 10 feet bgs between station Stations 21+00 and 27+00. Borings B-13 and 14 were terminated due to auger refusal while drilling through bedrock at 11.5 and 9 feet deep, respectively. In general, we anticipate excavations in weathered bedrock could be achieved using conventional excavation methods. However, where less weathered, stronger bedrock is encountered, the excavation may proceed at slow rate. Excavating stronger bedrock will probably require excavator mounted ripper teeth or using hydraulic breaker. Soil Corrosivity: Our scope of work did not include corrosivity testing of the on-site soils. However, based on our classifications of these soils and on our previous corrosivity testing of similar soil types, we expect the on-site soils not to be corrosive to utilities. Bedding Soils: Utility pipe bedding should extend at least 6 inches outward from the pipe in all directions to ensure proper pipe support and protection during backfilling activities. We recommend using crushed surfacing top-course per WSDOT Standard Specification 9-03.9(3) or Gravel Backfill for Pipe Bedding per WSDOT Standard Specification 9-03.12(3) (WSDOT 2018). Trench Backfill: Utility trench backfill should consist of well-graded granular soils such as Gravel Borrow, per WSDOT Standard Specification 9-03.14 or Bank Run Gravel, per WSDOT Standard Specification 9-03.19 (WSDOT 2018). Along some segments, trench excavation may encounter sands and gravels that could potentially be re-used as backfill if approved by the City and if any rocks larger than 6 inches are removed. Backfill Compaction: Utility trench backfill placed under pavement should be compacted to at least 95 percent, based on Modified Proctor ASTM D-1557. 8.0 Recommended additional services Wood is available to assist in refinement of the final design improvements for this project. In addition, because the future performance and integrity of the project elements depend largely on proper initial site preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Wood is available to provide earthwork monitoring, soils testing, and geotechnical engineering services throughout construction. The following additional geotechnical services are recommended: x Review the plans and specifications for geotechnical related items; and x Provide additional geotechnical engineering support during construction as needed. Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 26 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx 9.0 Standard Limitations to Geotechnical Reports 1. The work performed in the preparation of this report and the conclusions presented herein are subject to the following: ୂ The contract between Wood and the Client, including any subsequent written amendment or Change Order duly signed by the parties (hereinafter together referred as the “Contract”); ୂ Any and all time, budgetary, access and/or site disturbance, risk management preferences, constraints or restrictions as described in the contract, in this report, or in any subsequent communication sent by Wood to the Client in connection to the Contract; and ୂ The limitations stated herein. 2. Standard of care: Wood has prepared this report in a manner consistent with the level of skill and care ordinarily exercised by reputable members of Wood’s profession, practicing in the same or similar locality at the time of performance, and subject to the time limits and physical constraints applicable to the scope of work, and terms and conditions for this assignment. No other warranty, guaranty, or representation, expressed or implied, is made or intended in this report, or in any other communication (oral or written) related to this project. The same are specifically disclaimed, including the implied warranties of merchantability and fitness for a particular purpose. 3. Limited locations: The information contained in this report is restricted to the site and structures evaluated by Wood and to the topics specifically discussed in it, and is not applicable to any other aspects, areas, or locations. 4. Information utilized: The information, conclusions, and estimates contained in this report are based exclusively on: i) information available at the time of preparation, ii) the accuracy and completeness of data supplied by the Client or by third parties as instructed by the Client, and iii) the assumptions, conditions and qualifications/limitations set forth in this report. 5. Accuracy of information: No attempt has been made to verify the accuracy of any information provided by the Client or third parties, except as specifically stated in this report (hereinafter “Supplied Data”). Wood cannot be held responsible for any loss or damage, of either contractual or extra-contractual nature, resulting from conclusions that are based upon reliance on the Supplied Data. 6. Report interpretation: This report must be read and interpreted in its entirety, as some sections could be inaccurately interpreted when taken individually or out-of-context. The contents of this report are based on the conditions known and information provided as of the date of preparation. The text of the final version of this report supersedes any other previous versions produced by Wood. 7. No legal representations: Wood makes no representations whatsoever concerning the legal significance of its findings, or as to other legal matters touched on in this report, including but not limited to, ownership of any property, or the application of any law to the facts set forth herein. With respect to regulatory compliance issues, regulatory statutes are subject to interpretation and change. Such interpretations and regulatory changes should be reviewed with legal counsel. 8. Decrease in property value: Wood shall not be responsible for any decrease, real or perceived, of the property or site’s value or failure to complete a transaction, as a consequence of the information contained in this report. Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 27 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx 9. No third-party reliance: This report is for the sole use of the party to whom it is addressed unless expressly stated otherwise in the report or Contract. Any use or reproduction which any third party makes of the report, in whole or in part, or any reliance thereon or decisions made based on any information or conclusions in the report is the sole responsibility of such third party. Wood does not represent or warrant the accuracy, completeness, merchantability, fitness for purpose, or usefulness of this document, or any information contained in this document, for use or consideration by any third party. Wood accepts no responsibility whatsoever for damages or loss of any nature or kind suffered by any such third party as a result of actions taken or not taken or decisions made in reliance on this report or anything set out therein. including without limitation, any indirect, special, incidental, punitive or consequential loss, liability or damage of any kind. 10. Assumptions: Where design recommendations are given in this report, they apply only if the project contemplated by the Client is constructed substantially in accordance with the details stated in this report. It is the sole responsibility of the Client to provide to Wood changes made in the project, including but not limited to, details in the design, conditions, engineering, or construction that could in any manner whatsoever impact the validity of the recommendations made in the report. Wood shall be entitled to additional compensation from Client to review and assess the effect of such changes to the project. 11. Time dependence: If the project contemplated by the Client is not undertaken within a period of 18 months following the submission of this report, or within the time frame understood by Wood to be contemplated by the Client at the commencement of Wood’s assignment, and/or, if any changes are made, for example, to the elevation, design or nature of any development on the site, its size and configuration, the location of any development on the site and its orientation, the use of the site, performance criteria, and the location of any physical infrastructure, the conclusions and recommendations presented herein should not be considered valid unless the impact of the said changes is evaluated by Wood, and the conclusions of the report are amended or are validated in writing accordingly. 12. Advancements in the practice of geotechnical engineering, engineering geology and hydrogeology and changes in applicable regulations, standards, codes, or criteria could affect the contents of the report, in which case a supplemental report may be required. The requirements for such a review remain the sole responsibility of the Client or their agents. 13. Wood will not be liable to update or revise the report to account for any events or emergent circumstances or facts occurring or becoming apparent after the date of the report. 14. Limitations of visual inspections: Where conclusions and recommendations are given based on a visual inspection conducted by Wood, they relate only to the natural or man-made structures, slopes, etc. inspected at the time the site visit was performed. These conclusions cannot and are not extended to include those portions of the site or structures that were not reasonably available, in Wood’s opinion, for direct observation. 15. Limitations of site investigations: Site exploration identifies specific subsurface conditions only at those points from which samples have been taken and only at the time of the site investigation. Site investigation programs are a professional estimate of the scope of investigation required to provide a general profile of subsurface conditions. 16. The data derived from the site investigation program and subsequent laboratory testing are interpreted by trained personnel and extrapolated across the site to form an inferred geological representation and an engineering opinion is rendered about overall subsurface conditions and their likely behavior with regard to the proposed development. Despite this investigation, Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 28 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx conditions between and beyond the borehole/test hole locations may differ from those encountered at the borehole/test hole locations and the actual conditions at the site might differ from those inferred to exist, since no subsurface exploration program, no matter how comprehensive, can reveal all subsurface details and anomalies. 17. Final subsurface/bore/profile logs are developed by geotechnical engineers based on their interpretation of field logs and laboratory evaluation of field samples. Customarily, only the final boring/profile logs are included in geotechnical engineering reports. 18. Bedrock, soil properties, and groundwater conditions can be significantly altered by environmental remediation and/or construction activities such as the use of heavy equipment or machinery, excavation, blasting, pile-driving, or draining or other activities conducted either directly on site or on adjacent terrain. These properties can also be indirectly affected by exposure to unfavorable natural events or weather conditions, including freezing, drought, precipitation, and snowmelt. 19. During construction, excavation is frequently undertaken that exposes the actual subsurface and groundwater conditions between and beyond the test locations, which may differ from those encountered at the test locations. It is recommended that Wood be retained during construction to confirm that the subsurface conditions throughout the site do not deviate materially from those encountered at the test locations, that construction work has no negative impact on the geotechnical aspects of the design, to adjust recommendations in accordance with conditions as additional site information is gained, and to deal quickly with geotechnical considerations if they arise. 20. Interpretations and recommendations presented herein may not be valid if an adequate level of review or inspection by Wood is not provided during construction. 21. Factors that may affect construction methods, costs and scheduling: The performance of rock and soil materials during construction is greatly influenced by the means and methods of construction. Where comments are made relating to possible methods of construction, construction costs, construction techniques, sequencing, equipment or scheduling, they are intended only for the guidance of the project design professionals, and those responsible for construction monitoring. The number of test holes may not be sufficient to determine the local underground conditions between test locations that may affect construction costs, construction techniques, sequencing, equipment, scheduling, operational planning, etc. 22. Any contractors bidding on or undertaking the works should draw their own conclusions as to how the subsurface and groundwater conditions may affect their work, based on their own investigations and interpretations of the factual soil data, groundwater observations, and other factual information. 23. Groundwater and Dewatering: Wood will accept no responsibility for the effects of drainage and/or dewatering measures if Wood has not been specifically consulted and involved in the design and monitoring of the drainage and/or dewatering system. 24. Environmental and Hazardous Materials Aspects: Unless otherwise stated, the information contained in this report in no way reflects on the environmental aspects of this project, since this aspect is beyond the Scope of Work and the Contract. Unless expressly included in the Scope of Work, this report specifically excludes the identification or interpretation of environmental conditions such as contamination, hazardous materials, wildlife conditions, rare plants. or archeology conditions that may affect use or design at the site. This report specifically excludes the investigation, detection, prevention, or assessment of conditions that can contribute to Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 29 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx moisture, mold or other microbial contaminant growth and/or other moisture related deterioration, such as corrosion, decay, rot in buildings or their surroundings. Any statements in this report or on the boring logs regarding odors, colors, and unusual or suspicious items or conditions are strictly for informational purposes. 25. Sample Disposal: Wood will dispose of all uncontaminated soil and rock samples after 30 days following the release of the final geotechnical report. Should the Client request that the samples be retained for a longer time, the Client will be billed for such storage at an agreed upon rate. Contaminated samples of soil, rock or groundwater are the property of the Client, and the Client will be responsible for the proper disposal of these samples, unless previously arranged for with Wood or a third party. 26. Effect of iron minerals: This report does not address issues related to the discovery or presence of iron minerals, such as pyrite, or the effects of iron minerals, if any, in the soil or to be used in concrete. Should specific information be required, additional testing may be requested by the Client for which Wood shall be entitled to additional compensation. 10.0 References American Association of State Highway and Transportation Officials (AASHTO). 1993. AASHTO Guide For Design of Pavement Structures. Washington, D.C. Drayton Archaeological Research. 2011. Archaeological Monitoring of Trenching for the Rainier Avenue South Transit Improvement and Shattuck Avenue South Storm Drain Project. City of Renton, King County Washington. August 31. Ecology – see Washington State Department of Ecology Federal Highway Administration (FHWA). 2010. Drilled Shafts: Construction Procedures and LRFD Design Methods. NHI Course No. 132014. Publication No. FHWA-NHI-01-016. May. Jacobs Associates. 2011. Final Geotechnical Report – Rainier Avenue Improvements Project. October 31. King County Department of Natural Resources and Parks (King County). 2009. King County, Washington, Surface Water Design Manual. January 9. King County. 2016. King County, Washington, Surface Water Design Manual. April 24. King County Department of Natural Resources and Parks (King County). 2016. King County, Washington, Surface Water Design Manual. April 24. Mullineaux, D.R. 1965. Geologic Map of the Renton Quadrangle, King County, Washington. U.S. Geological Survey, Geologic Quadrangle Map GQ-405. Rittenhouse-Zeman & Associates, Inc. (RZA). 1982. Soils and Foundation Exploration Report, Emil Villa’s Hick’ry Pit Restaurant, Southeast Corner of Rainier Avenue North and Airport Way, Renton, Washington. September 30. Washington State Department of Ecology (Ecology). 2014. 2012 Stormwater Management Manual for Western Washington as Amended in December 2014. Publication No. 14-10-055. Washington State Department of Transportation (WSDOT). 2003. Pavement Guide Interactive. Olympia, Washington. WSDOT. 2008. Reinforced Concrete Retaining Wall Type 1 and 1SW Standard Plan D 10.10 01. Geotechnical engineering report Rainier Avenue South – South 3rd Street to NW 3rd Place Wood Project #6917180860 | KPG | April 27, 2022 Page 30 of 30 \\sea-fs1\wordproc\_projects\18000s\18086 kpg\reports to client\003\rainier ave s phase 4 geotechnical report.docx WSDOT. 2015a. WSDOT Pavement Policy. Environmental and Engineering Programs Division, State Materials Laboratory Pavements Division, Olympia, Washington. June. WSDOT. 2015b. Geotechnical Design Manual. Publication M46-03.11. WSDOT. 2018c. Standard Specifications for Road, Bridge, and Municipal Construction. Publication M 41-10. Zeiada, Waleed, B. Shane Underwood, and Kamil E. Kaloush. 2014. Layer Coefficient Calibration of Fiber Reinforced Asphalt Concrete Based On Mechanistic Empirical Pavement Design Guide. School of Sustainable Engineering and the Built Environment, Department of Civil, Environmental, and Sustainable Engineering, Arizona State University. September 13. Figures RAINIER AVENUE SOUTH - PHASE 4 Renton, Washington SITE LOCATION MAP 1 FIGURE PROJECT NO. AS SHOWN SCALE APRIL 2022 DATE DRAWN BY: APS CHECKED BY: MR6-917-18086-0 KPG Wood Environment & Infrastructure Solutions, Inc. 4020 Lake Washington Blvd, Suite 200 Kirkland, Washington 98033 0 APPROXIMATE SCALE IN FEET 1,000 2,000 RAINIER AVENUE SOUTH - PHASE 4 Renton, Washington GEOLOGIC PLAN AND PROFILE LEGEND LEGEND MAN-MADE GROUNDFILL Qis Qgt TUKWILA FORMATION - MIDDLE MEMBERTta TUKWILA FORMATION - LOWER MEMBERTtl CH-18 PAVEMENT CORING LOCATION CPT-15 T-1 PC-6 CONE PENETROMETER TESTING LOCATION (JACOBS ASSOCIATES, 2011) (JACOBS ASSOCIATES, 2011) TEST PIT LOCATION (DRAYTON ARCH RESEARCH, 2011) BOREHOLE LOCATION (RITTENHOUSE-ZEMAN, 1982)RZA-2 LEGEND BORING NUMBER AND APPROXIMATE LOCATION (WOOD, 2016) B-4 GLACIAL LACUSTRINE/FLUVIAL DEPOSITS, ML GLACIAL TILL DEPOSITS, SP 2 FIGURE PROJECT NO. NOT TO SCALE SCALE APRIL 2022 DATE DRAWN BY: APS CHECKED BY: MR6-917-18086-0 ALLUVIUMQas TD 6.5' P 5 NOTES: THE STRATA ARE BASED UPON INTERPOLATION BETWEEN EXPLORATIONS AND MAY NOT REPRESENT ACTUAL SUBSURFACE CONDITIONS. SIMPLIFIED NAMES ARE SHOWN FOR SOIL DEPOSITS, BASED ON GENERALIZATIONS OF SOIL DESCRIPTIONS. SEE EXPLORATION LOGS AND REPORT TEXT FOR COMPLETE SOIL DESCRIPTIONS. BORING NUMBER AND APPROXIMATE LOCATION OFFSET FROM SECTION LINE STANDARD PENETRATION RESISTANCE IN BLOWS PER FOOT PERCHED GROUNDWATER LEVEL AT TIME OF DRILLING GROUNDWATER LEVEL AT TIME OF DRILLING TOTAL DEPTH OF BORING B-4 (6.5' L) TERTIARY - RESIDUAL SOILTrs KPG Wood Environment & Infrastructure Solutions, Inc. 4020 Lake Washington Blvd, Suite 200 Kirkland, Washington 98033 PEATQpt B-5 (WOOD, 2016) BORING NUMBER AND APPROXIMATE LOCATION (WOOD, 2018) ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• ••••••• •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• ? ? ? ? ? ? ? ??????FILLQasBLACK RI V E R C H A N N E L CITY OF SEATTLECEDAR RIVERWATER LINE66'ROW? ? ?????QisOLD RIVER CHANNELFILLFILLQasQisGLACIAL LACUSTRINE/FLUVIALDEPOSITS(Qis)CH-12CH-10CH-11CH-9CPT-11CPT-10CPT-15PC-6B-19B-20IT-1IT-9IT-2Elevation (feet)Stationing (feet)0102030405060010203040506011+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50TD 19.5'CPT-10(4' R)588465TD 17.5'CPT-11(75' L)TD 26.0'CPT-15(52' R)51218156040SILT and SANDinterbeds (Alluvium)PAVEMENT SECTION4" ASPHALT7.5" CONCRETE18" SUBBASEDense SAND and GRAVELPAVEMENT SECTION8" ASPHALT7" CONCRETE18" SUBBASEPAVEMENT SECTION9" ASPHALT18" SUBBASEMedium stiff clayey SILTMedium dense, silty, fineSANDDense silty SAND(Residual soil)SANDSTONEBEDROCK (Ttu)PAVEMENT SECTION8" ASPHALT8" CONCRETEPAVEMENT SECTION3" ASPHALT6.5" CONCRETEPC-6CH-11(5' L)(25' L)B-20(59' R)B-19(98' L)TD 21.5'TD 19.0'70Stiff, clayey SILTDense silty SAND(Residual soil)124043701624IT-1(13' R)TD 7'1249IT-9(31' R)TD 11.5'1249IT-2(30' R)TD 11'1513FILLRAINIER AVENUE SOUTH - PHASE 4Renton, WashingtonKPG60' 90'30'0'1" = 60'2aFIGURE6-917-18086-0PROJECT NO.1" = 60'SCALEAPRIL 2022DATEDRAWN BY: APS CHECKED BY: AAMATCHLINE FIGURE 2bNOTE: BASE SURVEY PROVIDED BY KPG , OCTOBER 6, 2016. DATUM: WASHINGTON STATE PLANE, NAD83, NORTH ZONE,US FOOT.NOTE:WOOD ESTIMATED THE RELATIVE LOCATION OF EACHEXPLORATION BY MEASURING FROM EXISTING FEATURESAND SCALING THESE MEASUREMENTS ONTO A LAYOUT PLANSUPPLIED TO US. THE LOCATIONS DEPICTED ON THISFIGURE SHOULD BE CONSIDERED ACCURATE ONLY TO THEDEGREE PERMITTED BY OUR DATA SOURCES AND IMPLIEDBY OUR MEASURING METHODS.GEOLOGIC PLAN AND PROFILESTATION 11+00 TO 19+503581345OLD RIVERCHANNEL FILL8' H x 10' WBOX CULVERTSILT and SANDinterbedsWoodEnvironment & Infrastructure Solutions, Inc.4020 Lake Washington Blvd, Suite 200Kirkland, Washington 98033APPROXIMATE SCALE IN FEET060301020VERTICAL EXAGGERATION = 3XQisQis •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••?BLACK RIVER CHANNEL????GLACIAL LACUSTRINE/FLUVIALDEPOSITS(Qis)QisFILLBEDROCK(Tta)TtaB-1CH-5CH-6CH-13CH-7CH-8T-1B-13B-14B-15B-16B-17B-18? ?Elevation (feet)Stationing (feet)0102030405060010203040506019+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 24+00 24+50 25+00 25+50 26+00 26+50 27+00 27+50 28+00 28+50TD 16.5'B-1(6.5' R)291950/6Medium dense,silty SANDPAVEMENT SECTION12" ASPHALT AND SUBBASETP-1(50' L)TD 16.5'PAVEMENT SECTION5.5" ASPHALT8.5" CONCRETE16" SUBBASE50/4Medium dense, fine SANDwith some silt(Residual soil)SANDSTONE BEDROCKOLD RIVERCHANNELFILLEDPAVEMENT SECTION6" ASPHALTPAVEMENT SECTION11" ASPHALTPAVEMENT SECTION7" ASPHALTCH-13CH-6CH-5(27' R)(35' L)(35' L)B-18(40' R)B-17(30' R)B-15(45' L)B-14(0)B-13(56' L)B-16(65' R)TD 16.5'TD 16.5'TD 9'TD 11.5'TD 14'Loose brownsilty sand withsilt interbedsSANDSTONE BEDROCK313310101212178502343silt SANDMedium dense,silty SANDOLD RIVERCHANNELFILLEDTD 7'RAINIER AVENUE SOUTH - PHASE 4Renton, Washington60' 90'30'0'1" = 60'2bFIGURE6-917-18086-0PROJECT NO.1" = 60'SCALEDATEDRAWN BY: APS CHECKED BY: AAMATCHLINE FIGURE 2cNOTE: BASE SURVEY PROVIDED BY KPG , OCTOBER 6, 2016. DATUM: WASHINGTON STATE PLANE, NAD83, NORTH ZONE,US FOOT.MATCHLINE FIGURE 2a GEOLOGIC PLAN AND PROFILESTATION 19+50 TO 28+50KPGNOTE:WOOD ESTIMATED THE RELATIVE LOCATION OF EACHEXPLORATION BY MEASURING FROM EXISTING FEATURESAND SCALING THESE MEASUREMENTS ONTO A LAYOUT PLANSUPPLIED TO US. THE LOCATIONS DEPICTED ON THISFIGURE SHOULD BE CONSIDERED ACCURATE ONLY TO THEDEGREE PERMITTED BY OUR DATA SOURCES AND IMPLIEDBY OUR MEASURING METHODS.APPROXIMATE SCALE IN FEET060301020VERTICAL EXAGGERATION = 3XAPRIL 2022WoodEnvironment & Infrastructure Solutions, Inc.4020 Lake Washington Blvd, Suite 200Kirkland, Washington 98033 ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• • • ••••••••••••••••••••••••••••••• •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• • ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• •••••••••••••••••••• •••••••••••••••••••••••••••••• •••• •• ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••???????????????FILLBLACK RIVER CHANNEL??BEDROCK(Tta)FILLFILLFILLFILL?BEDROCK(Ttl)B-2B-3CH-3CH-16CH-15CH-4B-8B-9B-10MW-11B-1216IT-3IT-4IT-5IT-6IT-7Elevation (feet)Stationing (feet)0102030405060010203040506028+50 29+00 29+50 30+00 30+50 31+00 31+50 32+00 32+50 33+00 33+50 34+00 34+50 35+00 35+50 36+00 36+50 37+00 37+50TD 17.5'B-2(5' R)TD 11.5'B-3(7.5' L)121121Stiff, sandy SILT with trace gravel and organics (Fill)PAVEMENT SECTION7" ASPHALT8" CONCRETE15" SUBBASE15TD 34.0'RZAB-2159522013252235331618Very stiff, clayey SILT (Disturbed Qis)Medium dense, SAND andGRAVEL with some silt(Alluvium)OLD RIVERCHANNELFILLEDLoose, silty SAND (Fill)Medium dense, sandy GRAVEL/gravelly SAND with some silt(Alluvium)BACKFILLED RIVER VALLEYPAVEMENT SECTION7" ASPHALT7" CONCRETE10-17" SUBBASEMedium dense, silty SANDwith some gravel (Fill)Very stiff, clayey SILT(Disturbed Qis)36Medium densePAVEMENT SECTION5" ASPHALTPAVEMENT SECTION11" ASPHALTCH-4CH-16(40' L)(57' R)11B-10(126 'L)MW-11(80' R)B-9(86' L)B-12(86' R)B-8(42' L)TD 16.5'TD 21.5'TD 26.5'TD 11.5'TD 11.5'Very LooseSilty SANDLoose well gradedGRAVELPEAT31116129390303172644715IT-3(40' R)IT-4(41' R)TD 10'1212IT-5(50' R)TD 10'9833TD 8.5'IT-6(47' R)242851TD 5'TD 8'IT-7(41' R)11936RAINIER AVENUE SOUTH - PHASE 4Renton, Washington60' 90'30'0'1" = 60'2cFIGURE6-917-18086-0PROJECT NO.1" = 60'SCALEDATEDRAWN BY: APS CHECKED BY: AAMATCHLINE FIGURE 2dNOTE: BASE SURVEY PROVIDED BY KPG , OCTOBER 6, 2016. DATUM: WASHINGTON STATE PLANE, NAD83, NORTH ZONE,US FOOT.MATCHLINE FIGURE 2b GEOLOGIC PLAN AND PROFILESTATION 28+50 TO 37+50KPGNOTE:WOOD ESTIMATED THE RELATIVE LOCATION OF EACHEXPLORATION BY MEASURING FROM EXISTING FEATURESAND SCALING THESE MEASUREMENTS ONTO A LAYOUT PLANSUPPLIED TO US. THE LOCATIONS DEPICTED ON THISFIGURE SHOULD BE CONSIDERED ACCURATE ONLY TO THEDEGREE PERMITTED BY OUR DATA SOURCES AND IMPLIEDBY OUR MEASURING METHODS.APPROXIMATE SCALE IN FEET060301020VERTICAL EXAGGERATION = 3XAPRIL 2022WoodEnvironment & Infrastructure Solutions, Inc.4020 Lake Washington Blvd, Suite 200Kirkland, Washington 98033 •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••BEDROCK(Ttl)FILLGLACIAL TILL(Qgt)Ttl??????SLIP FAULT?ROCKtl)?????FILLB-4CH-1CH-18CH-2CH-17B-5B-6B-7IT-7IT-10IT-8???IT-8AElevation (feet)Stationing (feet)102030405060701020304050607037+50 38+00 38+50 39+00 39+50 40+00 40+50 41+00 41+50 42+00 42+50 43+00 43+50 44+00 44+50 45+00TD 6.5'B-43611Medium dense, fine SAND(Residual soil/Trench Backfill?)PAVEMENT SECTION4.5" ASPHALT17" SUBBASEmedium dense to dense bedrockmoist light gray heavily weatheredSANDSTONE with clay, gravel.Oxidized orange, in places.[Tukwila Fm]PAVEMENT SECTION2" ASPHALT8" CONCRETEPAVEMENT SECTION5" ASPHALTPAVEMENT SECTION14" ASPHALTCH-2CH-17CH-1(20' L)(25' R)(18' L)B-7(40' L)B-5(42' R)B-6(93' R)TD 14'TD 9'TD 19'1130311321250123918TtlTD 9'IT-10(34' R)2136TD 2'IT-8(29' R)18TD 8'IT-7(41' R)1193667TD 8'IT-8A(29' R)50/6"50/6"74RAINIER AVENUE SOUTH - PHASE 4Renton, WashingtonGEOLOGIC PLAN AND PROFILESTATION 37+50 TO 45+0060' 90'30'0'1" = 60'2dFIGURE6-917-18086-0PROJECT NO.1" = 60'SCALEDATEDRAWN BY: APS CHECKED BY: AANOTE: BASE SURVEY PROVIDED BY KPG , OCTOBER 6, 2016. DATUM: WASHINGTON STATE PLANE, NAD83, NORTH ZONE,US FOOT.MATCHLINE FIGURE 2c FILLSilty Sandwith gravelFILLRESIDUAL SOILKPGLoose to Medium Dense,Yellowish Brown,Silty SANDNOTE:WOOD ESTIMATED THE RELATIVE LOCATION OF EACHEXPLORATION BY MEASURING FROM EXISTING FEATURESAND SCALING THESE MEASUREMENTS ONTO A LAYOUT PLANSUPPLIED TO US. THE LOCATIONS DEPICTED ON THISFIGURE SHOULD BE CONSIDERED ACCURATE ONLY TO THEDEGREE PERMITTED BY OUR DATA SOURCES AND IMPLIEDBY OUR MEASURING METHODS.APPROXIMATE SCALE IN FEET060301020VERTICAL EXAGGERATION = 3XAPRIL 2022WoodEnvironment & Infrastructure Solutions, Inc.4020 Lake Washington Blvd, Suite 200Kirkland, Washington 98033 •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• •••••• ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••?????CITY OF SEATTLECEDAR RIVERWATER LINB-1CH-7CH-8CH-12CH-10CH-11CH-9123451314151638394041114113112111110109888786858483127126125124123128B-18B-19B-20IT-1IT-9IT-20.001.002.003.004.005.006.007.00STRUCTURAL NUMBER (SN)20 YEAR DESIGN (SN)5 YEAR LIFETIME50 YEAR DESIGN (SN)14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00LANE DLANE ALANE BLANE CLANE ELANE FB-1CH-7CH-8CH-12CH-10CH-9RAINIER AVENUE SOUTH - PHASE 4Renton, WashingtonPAVEMENT STRUCTURAL CAPACITYSTATION 14+00 TO 22+21KPG60' 90'30'0'1" = 60'3aFIGURE6-917-18086-0-2PROJECT NO.1" = 60'SCALENOVEMBER2020DATEDRAWN BY: JRS CHECKED BY: TDWMATCHLINE FIGURE 3bNOTE: BASE SURVEY PROVIDED BY KPG , OCTOBER 6, 2016.DATUM: WASHINGTON STATE PLANE, NAD83, NORTH ZONE,US FOOT.NOTE:1. 20 AND 50 YEAR STRUCTURAL NUMBER IS DETERMINED BY WOOD.2. FALLING WEIGHT DEFLECTOMETER (FWD) ARE STRUCTURALNUMBER DETERMINED BY FWD/PAVEMENT CONSULTANTS.3. ALL PAVEMENT CORING HOLES ARE STRUCTURAL NUMBERSDETERMINED BY BACK CALCULATING BASED ON THICKNESSMEASUREMENTS BY WOOD.MATCHLINE FIGURE 3bCENTERLINE STATIONLEGENDLANE A12CH-18FALLING WEIGHT DEFLECTOMETER (FWD) TESTING LOCATIONLANE B37LANE C61LANE D114LANE E88LANE F128PAVEMENT CORING LOCATIONWoodEnvironment & Infrastructure Solutions, Inc.4020 Lake Washington Blvd, Suite 200Kirkland, Washington 98033 ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••B-2CH-4CH-5CH-6CH-1367891011121718192021222324254243444546474849108107106105104103102101100828180797877767574122121120119118117116115B-13B-14B-15B-16B-17IT-3IT-45 YEAR LIFETIME20 YEAR DESIGN (SN)50 YEAR DESIGN (SN)23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00 31+00LANE ALANE BLANE CLANE DLANE ELANE FB-2CH-4CH-5CH-6CH-13B-17B-140.001.002.003.004.005.006.007.00STRUCTURAL NUMBER (SN)RAINIER AVENUE SOUTH - PHASE 4Renton, WashingtonPAVEMENT STRUCTURAL CAPACITYSTATION 22+63 TO 31+34KPG60' 90'30'0'1" = 60'3bFIGURE6-917-18086-0-2PROJECT NO.1" = 60'SCALEAPRIL 2022DATEDRAWN BY: JRS CHECKED BY: TDWMATCHLINE FIGURE 3cNOTE: BASE SURVEY PROVIDED BY KPG , OCTOBER 6, 2016.DATUM: WASHINGTON STATE PLANE, NAD83, NORTH ZONE,US FOOT.LEGENDLANE A12CH-18FALLING WEIGHT DEFLECTOMETER (FWD) TESTING LOCATIONLANE B37LANE C61LANE D114LANE E88LANE F128PAVEMENT CORING LOCATIONMATCHLINE FIGURE 3a MATCHLINE FIGURE 3cMATCHLINE FIGURE 3a CENTERLINE STATIONNOTE:1. 20 AND 50 YEAR STRUCTURAL NUMBER IS DETERMINED BY WOOD.2. FALLING WEIGHT DEFLECTOMETER (FWD) ARE STRUCTURALNUMBER DETERMINED BY FWD/PAVEMENT CONSULTANTS.3. ALL PAVEMENT CORING HOLES ARE STRUCTURAL NUMBERSDETERMINED BY BACK CALCULATING BASED ON THICKNESSMEASUREMENTS BY WOOD.WoodEnvironment & Infrastructure Solutions, Inc.4020 Lake Washington Blvd, Suite 200Kirkland, Washington 98033 •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• • •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• • • •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• •••• ••••••• ••••••••• •••• •• •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••B-3CH-2CH-17CH-3CH-16CH-1526272829303132335051525354555657999897969594937372717069686766B-5B-7B-8B-9B-10MW-11B-12IT-5IT-6IT-7IT-10IT-85 YEAR LIFETIME20 YEAR DESIGN (SN)50 YEAR DESIGN (SN)32+00 33+00 34+00 35+00 36+00 37+00 38+00 39+00 40+00LANE BLANE CLANE DLANE EB-3aB-3bCH-2CH-3CH-16CH-15CH-140.001.002.003.004.005.006.007.00STRUCTURAL NUMBER (SN)RAINIER AVENUE SOUTH - PHASE 4Renton, WashingtonPAVEMENT STRUCTURAL CAPACITYSTATION 31+82 TO 40+57KPG60' 90'30'0'1" = 60'3cFIGURE6-917-18086-0-2PROJECT NO.1" = 60'SCALEAPRIL 2022DATEDRAWN BY: JRS CHECKED BY: TDWMATCHLINE FIGURE 3dNOTE: BASE SURVEY PROVIDED BY KPG , OCTOBER 6, 2016. DATUM:WASHINGTON STATE PLANE, NAD83, NORTH ZONE,US FOOT.LEGENDLANE A12CH-18FALLING WEIGHT DEFLECTOMETER (FWD) TESTING LOCATIONLANE B37LANE C61LANE D114LANE E88LANE F128PAVEMENT CORING LOCATIONMATCHLINE FIGURE 3b MATCHLINE FIGURE 3dMATCHLINE FIGURE 3b CENTERLINE STATIONNOTE:1. 20 AND 50 YEAR STRUCTURAL NUMBER IS DETERMINED BY WOOD.2. FALLING WEIGHT DEFLECTOMETER (FWD) ARE STRUCTURALNUMBER DETERMINED BY FWD/PAVEMENT CONSULTANTS.3. ALL PAVEMENT CORING HOLES ARE STRUCTURAL NUMBERSDETERMINED BY BACK CALCULATING BASED ON THICKNESSMEASUREMENTS BY WOOD.WoodEnvironment & Infrastructure Solutions, Inc.4020 Lake Washington Blvd, Suite 200Kirkland, Washington 98033 ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••B-4CH-1CH-1834353637585960619291908965646362B-6IT-8A0.001.002.003.004.005.006.007.00SN EFFECTIVE (SN)5 YEAR LIFETIME20 YEAR DESIGN (SN)50 YEAR DESIGN (SN)41+00 42+00 43+00 44+00 45+00LANE BLANE CLANE DLANE EB-4CH-1CH-18RAINIER AVENUE SOUTH - PHASE 4Renton, WashingtonPAVEMENT STRUCTURAL CAPACITYSTATION 40+44 TO 45+00KPG60' 90'30'0'1" = 60'3dFIGURE6-917-18086-0-2PROJECT NO.1" = 60'SCALEAPRIL 2022DATEDRAWN BY: JRS CHECKED BY: TDWNOTE: BASE SURVEY PROVIDED BY KPG , OCTOBER 6, 2016.DATUM: WASHINGTON STATE PLANE, NAD83, NORTH ZONE,US FOOT.MATCHLINE FIGURE 3c MATCHLINE FIGURE 3cLEGENDLANE A12CH-18FALLING WEIGHT DEFLECTOMETER (FWD) TESTING LOCATIONLANE B37LANE C61LANE D114LANE E88LANE F128PAVEMENT CORING LOCATIONCENTERLINE STATIONNOTE:1. 20 AND 50 YEAR STRUCTURAL NUMBER IS DETERMINED BY WOOD.2. FALLING WEIGHT DEFLECTOMETER (FWD) ARE STRUCTURALNUMBER DETERMINED BY FWD/PAVEMENT CONSULTANTS.3. ALL PAVEMENT CORING HOLES ARE STRUCTURAL NUMBERSDETERMINED BY BACK CALCULATING BASED ON THICKNESSMEASUREMENTS BY WOOD.WoodEnvironment & Infrastructure Solutions, Inc.4020 Lake Washington Blvd, Suite 200Kirkland, Washington 98033 •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••B-1CH-7CH-8CH-12CH-10CH-11CH-9123451314151638394041114113112111110109888786858483127126125124123128PC-6B-18B-19B-20IT-1IT-9IT-2RAINIER AVENUE SOUTH - PHASE 4Renton, WashingtonPAVEMENT TYPESTATION 14+13 TO 22+18KPG60' 90'30'0'1" = 60'4aFIGURE6-917-18086-0-2PROJECT NO.1" = 60'SCALEAPRIL 2022DATEDRAWN BY: JRS CHECKED BY: TDWMATCHLINE FIGURE 4bNOTE: BASE SURVEY PROVIDED BY KPG , OCTOBER 6, 2016.DATUM: WASHINGTON STATE PLANE, NAD83, NORTH ZONE,US FOOT.NOTE:WOOD ESTIMATED THE RELATIVE LOCATION OF EACH EXPLORATIONBY MEASURING FROM EXISTING FEATURES AND SCALING THESEMEASUREMENTS ONTO A LAYOUT PLAN SUPPLIED TO US. THELOCATIONS DEPICTED ON THIS FIGURE SHOULD BE CONSIDEREDACCURATE ONLY TO THE DEGREE PERMITTED BY OUR DATASOURCES AND IMPLIED BY OUR MEASURING METHODS.LEGENDLANE A12CH-18FALLING WEIGHT DEFLECTOMETER (FWD) TESTING LOCATIONLANE B37LANE C61LANE D114LANE E88LANE F128PAVEMENT CORING LOCATIONASPHALTASPHALT OVERLYINGCONCRETE PANELSWoodEnvironment & Infrastructure Solutions, Inc.4020 Lake Washington Blvd, Suite 200Kirkland, Washington 98033 ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••B-2CH-4CH-5CH-6CH-1367891011121718192021222324254243444546474849108107106105104103102101100828180797877767574122121120119118117116115B-13B-14B-15B-16B-17IT-3IT-4RAINIER AVENUE SOUTH - PHASE 4Renton, WashingtonKPG60' 90'30'0'1" = 60'4bFIGURE6-917-18086-0-2PROJECT NO.1" = 60'SCALEAPRIL 2022DATEDRAWN BY: JRS CHECKED BY: TDWMATCHLINE FIGURE 4cNOTE: BASE SURVEY PROVIDED BY KPG , OCTOBER 6, 2016.DATUM: WASHINGTON STATE PLANE, NAD83, NORTH ZONE,US FOOT.MATCHLINE FIGURE 4a NOTE:WOOD ESTIMATED THE RELATIVE LOCATION OF EACH EXPLORATIONBY MEASURING FROM EXISTING FEATURES AND SCALING THESEMEASUREMENTS ONTO A LAYOUT PLAN SUPPLIED TO US. THELOCATIONS DEPICTED ON THIS FIGURE SHOULD BE CONSIDEREDACCURATE ONLY TO THE DEGREE PERMITTED BY OUR DATASOURCES AND IMPLIED BY OUR MEASURING METHODS.LEGENDLANE A12CH-18FALLING WEIGHT DEFLECTOMETER (FWD) TESTING LOCATIONLANE B37LANE C61LANE D114LANE E88LANE F128PAVEMENT CORING LOCATIONASPHALTASPHALT OVERLYINGCONCRETE PANELSPAVEMENT TYPESTATION 22+18 TO 31+29HISTORICAL PLANS SHOWPCC PAVEMENT REINFORCINGSTATION 27+00 TO 39+00(APPROXIMATE)WoodEnvironment & Infrastructure Solutions, Inc.4020 Lake Washington Blvd, Suite 200Kirkland, Washington 98033 ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• • • ••••••••••••••••••••••••••••••••••••••••••••••• ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• • • • •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• •• •••••••••••••••••••••••••••• •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• •••• •• ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••B-3CH-2CH-17CH-3CH-16CH-15CH-1426272829303132335051525354555657999897969594937372717069686766B-5B-7B-8B-9B-10MW-11B-12IT-5IT-6IT-7IT-10IT-8RAINIER AVENUE SOUTH - PHASE 4Renton, WashingtonKPG60' 90'30'0'1" = 60'4cFIGURE6-917-18086-0-2PROJECT NO.1" = 60'SCALEAPRIL 2022DATEDRAWN BY: JRS CHECKED BY: TDWMATCHLINE FIGURE 4dNOTE: BASE SURVEY PROVIDED BY KPG , OCTOBER 6, 2016.DATUM: WASHINGTON STATE PLANE, NAD83, NORTH ZONE,US FOOT.MATCHLINE FIGURE 4b NOTE:WOOD ESTIMATED THE RELATIVE LOCATION OF EACH EXPLORATIONBY MEASURING FROM EXISTING FEATURES AND SCALING THESEMEASUREMENTS ONTO A LAYOUT PLAN SUPPLIED TO US. THELOCATIONS DEPICTED ON THIS FIGURE SHOULD BE CONSIDEREDACCURATE ONLY TO THE DEGREE PERMITTED BY OUR DATASOURCES AND IMPLIED BY OUR MEASURING METHODS.LEGENDLANE A12CH-18FALLING WEIGHT DEFLECTOMETER (FWD) TESTING LOCATIONLANE B37LANE C61LANE D114LANE E88LANE F128PAVEMENT CORING LOCATIONASPHALTASPHALT OVERLYINGCONCRETE PANELSPAVEMENT TYPESTATION 31+29 TO 40+45HISTORICAL PLANS SHOWPCC PAVEMENT REINFORCINGSTATION 27+00 TO 39+00(APPROXIMATE)WoodEnvironment & Infrastructure Solutions, Inc.4020 Lake Washington Blvd, Suite 200Kirkland, Washington 98033 ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••B-4CH-1CH-1834353637585960619291908965646362B-68IT-8ARAINIER AVENUE SOUTH - PHASE 4Renton, WashingtonKPG60' 90'30'0'1" = 60'4dFIGURE6-917-18086-0-2PROJECT NO.1" = 60'SCALEAPRIL 2022DATEDRAWN BY: JRS CHECKED BY: TDWNOTE: BASE SURVEY PROVIDED BY KPG , OCTOBER 6, 2016.DATUM: WASHINGTON STATE PLANE, NAD83, NORTH ZONE,US FOOT.NOTE:WOOD ESTIMATED THE RELATIVE LOCATION OF EACH EXPLORATIONBY MEASURING FROM EXISTING FEATURES AND SCALING THESEMEASUREMENTS ONTO A LAYOUT PLAN SUPPLIED TO US. THELOCATIONS DEPICTED ON THIS FIGURE SHOULD BE CONSIDEREDACCURATE ONLY TO THE DEGREE PERMITTED BY OUR DATASOURCES AND IMPLIED BY OUR MEASURING METHODS.MATCHLINE FIGURE 4c LEGENDLANE A12CH-18FALLING WEIGHT DEFLECTOMETER (FWD) TESTING LOCATIONLANE B37LANE C61LANE D114LANE E88LANE F128PAVEMENT CORING LOCATIONASPHALTASPHALT OVERLYINGCONCRETE PANELSPAVEMENT TYPESTATION 40+45 TO 44+70WoodEnvironment & Infrastructure Solutions, Inc.4020 Lake Washington Blvd, Suite 200Kirkland, Washington 98033 Fig 5Client CCCCDraftff Appendix A (GREATER THAN 12% FINES) LETTER SYMBOLS CL PT OH CH MH OL ML SM SP SW SC GC GM GP GW INORGANIC INORGANIC ORGANIC ORGANIC WELL-GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES POORLY-GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES WELL-GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES POORLY-GRADED SANDS, GRAVELLY SAND, LITTLE OR NO FINES SILTY SANDS, SAND - SILT MIXTURES CLAYEY SANDS, SAND - CLAY MIXTURES HUMAN ALTERED SOIL OR MODIFIED LAND INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS INORGANIC CLAYS OF HIGH PLASTICITY ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS CLEAN GRAVELS (LESS THAN 5% FINES) GRAVELS WITH FINES (GREATER THAN 12% FINES) CLEAN SANDS (LESS THAN 5% FINES) SANDS WITH FINES SAND AND SANDY SOILS MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE GRAVEL AND GRAVELLY SOILS MORE THAN 50 OF COARSE FRACTION PASSING NO. 4 SIEVE FILL SOILS SILTS AND CLAYS LIQUID LIMIT LESS THAN 50 SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 HIGHLY ORGANIC SOILS MORE THAN 50% OF MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE FINE GRAINED SOILS MORE THAN 50% OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE COARSE GRAINED SOILS MAJOR DIVISIONS TYPICAL DESCRIPTIONSGRAPH SOIL DESCRIPTIONS ARE BASED ON THE GENERAL APPROACH PRESENTED IN THE STANDARD PRACTICE FOR DESCRIPTION ANDIDENTIFICATION OF SOILS (VISUAL-MANUAL PROCEDURE), AS OUTLINED IN ASTM D 2488. WHERE LABORATORY INDEX TESTING HAS BEENCONDUCTED, SOIL CLASSIFICATIONS ARE BASED ON THE STANDARD TEST METHOD FOR CLASSIFICATION OF SOILS FOR ENGINEERINGPURPOSES, AS OUTLINED IN ASTM D 2487. SOIL DESCRIPTION TERMINOLOGY IS BASED ON VISUAL ESTIMATES (IN THE ABSENCE OF LABORATORY TEST DATA) OF THE PERCENTAGESOF EACH SOIL TYPE AND IS DEFINED AS DESCRIBED BELOW: DUAL SYMBOLS (E.G. SP-SM, OR GP-GM) ARE USED TO INDICATE A SOIL WITH AN ESTIMATED 5-12% FINES. PRIMARY CONSTITUENT:SECONDARY CONSTITUENTS:ADDITIONAL CONSTITUENTS: RELATIVE DENSITY OF SOIL IS BASED ON STANDARD TEST METHOD FOR PENETRATION TEST (SPT) AND SPLIT-BARREL SAMPLING OF SOILSASTM D 1586 OR CORRELATIONS FOR OTHER SIMPLER TYPES AND METHODS FOR SPT SAMPLING, THE FOLLOWING BLOW COUNTCORRELATION APPLIES. NOTES:1. 2. 3. 4. A. RELATIVE DENSITY OF COARSE GRAINED SOILS VERY LOOSE: N = <4 LOOSE: N = >4 AND <10 MEDIUM DENSE: N = >10 AND <30 DENSE: N = >30 AND <50 VERY DENSE: N = >50 _ _ _ _ _ _ _ _ B. 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The following is a cross correlation of client and laboratory i dentifications for your convenience. CLIENT ID MATRIX AMTEST ID TEST B-18 S-1 5'Soil 18-A007147 Sieve Analysis, CONV B-16 2A 7.5-8.0 Soil 18-A007148 Sieve Analysis, CONV B-17 S-1 5'Soil 18-A007149 Sieve Analysis, CONV B-11 S-1 5'Soil 18-A007150 Sieve Analysis, CONV B-5 S-1 & S-2 2.5-4FT Soil 18-A007151 Sieve Analysis, CONV Your samples were received on Wednesday, April 25, 2018. At the time of receipt, the samples were logged in and properly maintained prior to the subsequent analysis. The analytical procedures used at AmTest are well documented and are typically derived from the protocols of the EPA, USDA, FDA or the Army Corps of Engineers. Following the analytical data you will find the Quality Control (QC) results. Please note that the detection limits that are listed in the body of the report refer to the Practical Quantitation Limits (PQL's), as opposed to the Method Detection Limits (MDL's). If you should have any questions pertaining to the data package, please feel free to conact me. Sincerely, Aaron W. Young Laboratory Manager PO Number: PS180860 BACT = Bacteriological CONV = Conventionals MET = Metals ORG = Organics NUT=Nutrients DEM=Demand MIN=Minerals P.1 Am Test Inc. 13600 NE 126TH PL Suite C Kirkland, WA 98034 (425) 885-1664 www.amtestlab.com Professional Analytical Services ANALYSIS REPORT AMEC Earth and Environmental Date Received: 04/25/18 2040 LAKE WASHINGTON BLVD NE Date Reported: 5/ 8/18 KIRKLAND, WA 98033 Attention: MILAN RADIC PO Number: PS180860 All results reported on a dry weight basis. _________________________________________________________________________________________________ AMTEST Identification Number 18-A007147 Client Identification B-18 S-1 5' Sampling Date 04/18/18 Conventionals PARAMETER RESULT UNITS Q D.L. METHOD ANALYST DATE Total Solids 90.1 % 0.1 SM 2540G DP 04/30/18 Particle Size by Sieve Only Sieve Number Sieve Size RESULT UNITS METHOD ANALYST DATE 1" 25.4 mm < 0.1 % Retained ASTM D422 DP 05/03/18 3/4" 19.05 mm < 0.1 % Retained ASTM D422 DP 05/03/18 5/8" 15.9 mm < 0.1 % Retained ASTM D422 DP 05/03/18 1/2" 12.7 mm < 0.1 % Retained ASTM D422 DP 05/03/18 3/8" 9.5 mm < 0.1 % Retained ASTM D422 DP 05/03/18 1/4" 6.35 mm < 0.1 % Retained ASTM D422 DP 05/03/18 #4 4.75 mm < 0.1 % Retained ASTM D422 DP 05/03/18 #10 2.0 mm 0.20 % Retained ASTM D422 DP 05/03/18 #20 0.85 mm 0.30 % Retained ASTM D422 DP 05/03/18 #40 0.425 mm 3.00 % Retained ASTM D422 DP 05/03/18 #60 0.25 mm 28.7 % Retained ASTM D422 DP 05/03/18 #120 0.125 mm 43.2 % Retained ASTM D422 DP 05/03/18 #200 0.075 mm 8.80 % Retained ASTM D422 DP 05/03/18 P.2 Am Test Inc. 13600 NE 126TH PL Suite C Kirkland, WA 98034 (425) 885-1664 www.amtestlab.com Professional Analytical Services ANALYSIS REPORT AMEC Earth and Environmental Date Received: 04/25/18 2040 LAKE WASHINGTON BLVD NE Date Reported: 5/ 8/18 KIRKLAND, WA 98033 Attention: MILAN RADIC PO Number: PS180860 All results reported on a dry weight basis. _________________________________________________________________________________________________ AMTEST Identification Number 18-A007148 Client Identification B-16 2A 7.5-8.0 Sampling Date 04/18/18 Conventionals PARAMETER RESULT UNITS Q D.L. METHOD ANALYST DATE Total Solids 88.0 % 0.1 SM 2540G DP 04/30/18 Particle Size by Sieve Only Sieve Number Sieve Size RESULT UNITS METHOD ANALYST DATE 1" 25.4 mm < 0.1 % Retained ASTM D422 DP 05/03/18 3/4" 19.05 mm < 0.1 % Retained ASTM D422 DP 05/03/18 5/8" 15.9 mm < 0.1 % Retained ASTM D422 DP 05/03/18 1/2" 12.7 mm < 0.1 % Retained ASTM D422 DP 05/03/18 3/8" 9.5 mm 9.50 % Retained ASTM D422 DP 05/03/18 1/4" 6.35 mm 2.10 % Retained ASTM D422 DP 05/03/18 #4 4.75 mm 1.00 % Retained ASTM D422 DP 05/03/18 #10 2.0 mm 2.50 % Retained ASTM D422 DP 05/03/18 #20 0.85 mm 3.20 % Retained ASTM D422 DP 05/03/18 #40 0.425 mm 9.70 % Retained ASTM D422 DP 05/03/18 #60 0.25 mm 27.1 % Retained ASTM D422 DP 05/03/18 #120 0.125 mm 25.4 % Retained ASTM D422 DP 05/03/18 #200 0.075 mm 5.20 % Retained ASTM D422 DP 05/03/18 P.3 Am Test Inc. 13600 NE 126TH PL Suite C Kirkland, WA 98034 (425) 885-1664 www.amtestlab.com Professional Analytical Services ANALYSIS REPORT AMEC Earth and Environmental Date Received: 04/25/18 2040 LAKE WASHINGTON BLVD NE Date Reported: 5/ 8/18 KIRKLAND, WA 98033 Attention: MILAN RADIC PO Number: PS180860 All results reported on a dry weight basis. _________________________________________________________________________________________________ AMTEST Identification Number 18-A007149 Client Identification B-17 S-1 5' Sampling Date 04/18/18 Conventionals PARAMETER RESULT UNITS Q D.L. METHOD ANALYST DATE Total Solids 84.7 % 0.1 SM 2540G DP 04/30/18 Particle Size by Sieve Only Sieve Number Sieve Size RESULT UNITS METHOD ANALYST DATE 1" 25.4 mm < 0.1 % Retained ASTM D422 DP 05/04/18 3/4" 19.05 mm < 0.1 % Retained ASTM D422 DP 05/04/18 5/8" 15.9 mm < 0.1 % Retained ASTM D422 DP 05/04/18 1/2" 12.7 mm < 0.1 % Retained ASTM D422 DP 05/04/18 3/8" 9.5 mm 1.10 % Retained ASTM D422 DP 05/04/18 1/4" 6.35 mm < 0.1 % Retained ASTM D422 DP 05/04/18 #4 4.75 mm < 0.1 % Retained ASTM D422 DP 05/04/18 #10 2.0 mm 0.10 % Retained ASTM D422 DP 05/04/18 #20 0.85 mm 0.10 % Retained ASTM D422 DP 05/04/18 #40 0.425 mm 5.00 % Retained ASTM D422 DP 05/04/18 #60 0.25 mm 26.4 % Retained ASTM D422 DP 05/04/18 #120 0.125 mm 38.1 % Retained ASTM D422 DP 05/04/18 #200 0.075 mm 7.50 % Retained ASTM D422 DP 05/04/18 P.4 Am Test Inc. 13600 NE 126TH PL Suite C Kirkland, WA 98034 (425) 885-1664 www.amtestlab.com Professional Analytical Services ANALYSIS REPORT AMEC Earth and Environmental Date Received: 04/25/18 2040 LAKE WASHINGTON BLVD NE Date Reported: 5/ 8/18 KIRKLAND, WA 98033 Attention: MILAN RADIC PO Number: PS180860 All results reported on a dry weight basis. _________________________________________________________________________________________________ AMTEST Identification Number 18-A007150 Client Identification B-11 S-1 5' Sampling Date 04/18/18 Conventionals PARAMETER RESULT UNITS Q D.L. METHOD ANALYST DATE Total Solids 97.2 % 0.1 SM 2540G DP 04/30/18 Particle Size by Sieve Only Sieve Number Sieve Size RESULT UNITS METHOD ANALYST DATE 1" 25.4 mm 23.1 % Retained ASTM D422 DP 05/04/18 3/4" 19.05 mm 9.60 % Retained ASTM D422 DP 05/04/18 5/8" 15.9 mm 6.90 % Retained ASTM D422 DP 05/04/18 1/2" 12.7 mm < 0.1 % Retained ASTM D422 DP 05/04/18 3/8" 9.5 mm 2.10 % Retained ASTM D422 DP 05/04/18 1/4" 6.35 mm 3.00 % Retained ASTM D422 DP 05/04/18 #4 4.75 mm 5.40 % Retained ASTM D422 DP 05/04/18 #10 2.0 mm 9.20 % Retained ASTM D422 DP 05/04/18 #20 0.85 mm 7.90 % Retained ASTM D422 DP 05/04/18 #40 0.425 mm 9.10 % Retained ASTM D422 DP 05/04/18 #60 0.25 mm 8.70 % Retained ASTM D422 DP 05/04/18 #120 0.125 mm 7.90 % Retained ASTM D422 DP 05/04/18 #200 0.075 mm 2.60 % Retained ASTM D422 DP 05/04/18 P.5 Am Test Inc. 13600 NE 126TH PL Suite C Kirkland, WA 98034 (425) 885-1664 www.amtestlab.com Professional Analytical Services ANALYSIS REPORT AMEC Earth and Environmental Date Received: 04/25/18 2040 LAKE WASHINGTON BLVD NE Date Reported: 5/ 8/18 KIRKLAND, WA 98033 Attention: MILAN RADIC PO Number: PS180860 All results reported on a dry weight basis. _________________________________________________________________________________________________ AMTEST Identification Number 18-A007151 Client Identification B-5 S-1 & S-2 2.5-4FT Sampling Date 04/18/18 Conventionals PARAMETER RESULT UNITS Q D.L. METHOD ANALYST DATE Total Solids 89.0 % 0.1 SM 2540G DP 04/30/18 Particle Size by Sieve Only Sieve Number Sieve Size RESULT UNITS METHOD ANALYST DATE 1" 25.4 mm < 0.1 % Retained ASTM D422 DP 05/07/18 3/4" 19.05 mm < 0.1 % Retained ASTM D422 DP 05/07/18 5/8" 15.9 mm < 0.1 % Retained ASTM D422 DP 05/07/18 1/2" 12.7 mm 2.60 % Retained ASTM D422 DP 05/07/18 3/8" 9.5 mm 4.70 % Retained ASTM D422 DP 05/07/18 1/4" 6.35 mm 5.80 % Retained ASTM D422 DP 05/07/18 #4 4.75 mm 3.50 % Retained ASTM D422 DP 05/07/18 #10 2.0 mm 7.50 % Retained ASTM D422 DP 05/07/18 #20 0.85 mm 6.50 % Retained ASTM D422 DP 05/07/18 #40 0.425 mm 8.40 % Retained ASTM D422 DP 05/07/18 #60 0.25 mm 8.50 % Retained ASTM D422 DP 05/07/18 #120 0.125 mm 9.80 % Retained ASTM D422 DP 05/07/18 #200 0.075 mm 5.20 % Retained ASTM D422 DP 05/07/18 P.6 AMEC Earth and Environmental Project Name: AmTest ID: 18-A007151 _________________________________ Aaron W. Young Laboratory Manager P.7 P.8 Appendix C 1 Pavement Core 1 Pavement Core 2 Pavement Core 3 Pavement Core 4 Wood Environment & Infrastructure Solutions, Inc. 2 Pavement Core 5 Pavement Core 6 Pavement Core 7 Pavement Core 8 Wood Environment & Infrastructure Solutions, Inc. 3 Pavement Core 9 Pavement Core 10 Pavement Core 11 Pavement Core 12 Wood Environment & Infrastructure Solutions, Inc. 4 Pavement Core 13 Pavement Core 14 Pavement Core 15 Pavement Core 16 Wood Environment & Infrastructure Solutions, Inc. 5 Pavement Core 17 Pavement Core 18 Pavement Core B-1 Pavement Core B-2 Wood Environment & Infrastructure Solutions, Inc. 6Pavement Core B-3 Pavement Core B-4Pavement Core at PC-6 (Jacobs Associates, 2011)Wood Environment & Infrastructure Solutions, Inc. Appendix D Report FWD Testing and Analysis of Rainier Avenue South In Renton, Washington Prepared for: Amec Foster Wheeler Seattle, WA Pavement Consultants Inc. 7714 58th Avenue N.E. Seattle, WA 98115-6339 USA (206) 523-9796 25th January 2017 FWD Testing and Analysis of Rainier Avenue South in Renton, WA Nondestructive Deflection Testing Methodology A Dynatest Heavy Falling Weight Deflectometer (HWD) was used to conduct the nondestructive deflection testing. The deflection testing was conducted on 18th August 2016. The HWD is the state-of-the-art in nondestructive deflection testing equipment. It is an impulse loading device that was developed to apply a load to the pavement surface that simulates a moving aircraft wheel load, and to measure pavement response to the applied load. The equipment operates by lifting a series of weights to a predetermined height and then dropping the weights. The "falling weights" strike a specially designed plate, imparting an impulse force to the pavement. The load magnitude and characteristics can be varied by changing the drop height, the number of weights, or the load plate size. The load plate used was 12 inches (approximately 300mm) in diameter. Seven velocity transducers were used to measure pavement response to the applied load. The transducers were placed at distances of 0, 8, 12, 24, 36, 48, and 60 inches from the load. These seven transducers are mounted on a bar and automatically lowered to the pavement surface along with the load plate. The seven measured deflections, and their distance from the applied load, define a deflection basin that is used to estimate pavement layer material properties. A computer located in the tow vehicle controls the entire operation and records the data measured by the load pressure cell and the velocity transducers. Tests were conducted every 100-feet apart on all lanes in the wheel path. The FWD test point locations are shown in Figures 1, 2, 3, and 4. And the raw data is attached in Appendix A along with google earth images showing test point locations. A composite modulus of the pavement was calculated using the center (D0) deflection and is plotted and shown in Figure 5. This data was used to best locate the core holes. Cross-Sections and Soil Type AMEC conducted cores at 22 locations and are also shown in Figures 1, 2, 3, and 4. The results from the cores are shown in Table 1 and Table 2. The asphalt concrete (AC) thickness varies from 3 inches to 14 inches thick and Portland cement concrete pavement (PCC) varies from 6.5 inches to 8.5 inches.. There is a Gravel base course underneath which varies in thickness from 15 inches to 17 inches. The subgrade below the base course consists of silty sand, the CBR of which varies from 3.4 to 22.5. 1 Table 1. Thickness of Pavement from Borings. Boring # Pavement Type Project Stations Offset Thickness CH-1 AC 42+93.25 24.32 West 5 CH-2 AC 38+95.46 21.30 West 14 CH-3 AC 35+98.8 24.63 West 4 CH-4 AC 31+00.23 39.49 West 5 CH-5 AC 28+02.65 33.08 West 7 CH-6 AC 24+40.07 34.19 West 11 CH-7 AC 21+83.55 23.44 West 10 CH-8 AC 20+90.1 30.32 West 9.5 CH-9 AC 16+49.31 29.51 East 6 CH-10 AC 18+48.54 28.47 East 5 CH-11 AC & PCC 17+98.49 22.78 West 9.5 (3+6.5) CH-12 AC 19+43.96 99.59 East 15 CH-13 AC 23+90.68 26.42 East 6 CH-14 AC 32+42.52 144.59 East 7.5 CH-15 AC 32+42.52 133.42 West 8 CH-16 AC 35+98.8 56.37 East 11 CH-17 AC & PCC 39+96.1 27.00 East 10 (2+8) CH-18 AC 42+92.42 22.44 East 3 B-1 AC & PCC 21+91.37 8.42 East 5.5+8.5 B-2 AC & PCC 29+01.49 10.13 East 7.0+8.0 B-3 AC & PCC 36+96.18 16.78 West 7.0+7.0 B-4 AC 43+01.83 6.78 East 4.0 Table 2. Subgrade Type from Borings. Boring # Subgrade Type Base Type CH-1 thru Ch-18 Silty Sand Gravel Base B-1 Silty Sand (CBR=19) 16͟ Gravel Base B-2 Silty Sand (CBR=3.4) 15͟ Gravel Base B-3 Silty Sand (CBR=22.5) 17͟ Gravel Base B-4 Silty Sand 17͟ Gravel Base 2 It appears that the older middle four lane pavement consisted of 6.5 to 8.5 inches of Portland cement concrete pavement. Later the PCC pavement had been widened and overlaid. The widening lanes consisted of flexible pavement ranging in thickness from 3 to 14 inches of asphalt concrete and 17 inches of gravel base course. Material Properties The strength of each pavement layer (surface, base, and subgrade) in a section was estimated using the deflection data collected by the HWD. The pavement layer strengths, in terms of dynamic elastic modulus, were estimated by inputting the field-measured HWD deflection basin and pavement layer thicknesses into the ELMOD computer program developed by Dynatest for use with their HWDs. This program "backcalculates", or estimates, the dynamic elastic modulus of each pavement layer by matching the program-predicted deflection basin to the field- measured deflection basin. Analysis of the data is presented in Table 3. Here are brief explanations of data in each column: Test Point #: These numbers indicate increasing order in which tests were conducted in the field. Location of test points are shown in figures 1, 2, 3, and 4. These points are also shown on google earth images shown in appendix A. Stations and Offset: Stations in column 2 and offsets in column 3 are project stations in feet and correspond to the stations shown in the engineering drawings. Lane: Lanes are labelled as A, B, C as northbound lanes, and D, E, and F as southbound lanes; and are shown in Figure 6. D0: D0 is the deflection from sensor located directly under the applied load i.e. at 0 inches from the center. The higher values of D0 indicate weaker pavement and correspondingly the lower values of D0 indicate stronger pavement. D60: D60 is the deflection from sensor located 60 inches from the center of applied load. D60 values indicate strength of the subgrade ʹ higher values weak strength, and lower values strong strength. Pavement Type: This column indicates the type of pavement. AC indicates asphalt concrete over gravel base type of flexible pavement. AC+PCC indicates asphalt concrete overlay (3 inches) over portland cement concrete pavement (6.5 inches) over 15 inches gravel base. This assumption was based from coring data and deflection data. Wherever there is AC+PCC type of pavement the modulus value of surface layer is higher than normal except for few isolated locations. 3 AC Modulus: AC Modulus stands for asphalt concrete modulus. These numbers represent strength of asphalt concrete layers. Higher values indicate stronger pavement. Aggregate Base Layer Modulus: This is the modulus value of 1-1/4-inch gravel base layer below the asphalt concrete layer. Subgrade Layer Modulus: The values in this column indicate the strength of subgrade layer in terms of resilient modulus. Higher values indicate stronger subgrade strength. Adjusted Modulus of Subgrade Layer: This value is adjusted by multiplying a factor of 0.48 to the values in column Subgrade Layer Modulus. This is as per the AASHTO design manual recommendations. Ep: Ep is called pavement modulus i.e. modulus of pavement above the subgrade layer, again as per the AASHTO recommendations. SNeff: SNeff is the effective structural number of the existing pavement. When designing pavements using the AASHTO design procedure one needs SNeff to compare those with required structural number. At the bottom of Table 3 are provided the average and standard deviations of each lanes as well as of all the lanes combined. Depending on how the designer wishes to proceed with the overlay or reconstruction design those values can be used. Discussion on Remaining Strength of Rainier Avenue SNeff is essentially a measure of remaining existing pavement strength. Based on average cross-section of all the lanes (8.8 inches of asphalt concrete + PCC surface and 15.25 inches of gravel base layer), a new pavement of this cross-section would have a structural number of 5.0. Comparing average SNeff values of the lanes, it appears that all lanes need structural strengthening. 4 Test Point #Stations (feet)Offset Lane D0 (mils) D60 (mils)Pavement TypeAC/PCC Modulus (psi)Aggregate Base Layer Modulus (psi)Subgrade Layer Modulus (psi)Adjusted Modulus of Subgrdae Layer (psi)Ep SN eff1 16+09.60 21.41 East A (NB)15.37 3.12AC 301,96622,666 11,003 5,281 73,6312.942 17+01.65 21.75 East A (NB)11.75 2.71AC 394,93628,708 12,899 6,192 101,5013.273 18+02.26 20.31 East A (NB)24.22 2.75AC 191,62916,360 12,280 5,894 37,9282.354 21+05.69 21.14 East A (NB)8.69 1.78AC 533,91141,846 20,777 9,973 126,5453.525 22+00.35 19.52 East A (NB)9.39 1.72AC 494,13539,057 20,977 10,069 112,9003.396 22+99.99 18.74 East A (NB)10.80 1.85AC 429,60136,599 20,604 9,890 93,6653.187 24+01.42 19.66 East A (NB)10.20 1.69AC 454,88237,004 21,948 10,535 98,9573.248 24+93.34 21.97 East A (NB)11.63 1.65AC 399,09929,407 15,345 7,366 95,0123.209 25+96.71 19.56 East A (NB)4.97 1.08AC+PCC 933,57775,174 35,148 16,871 224,4284.2610 26+98.42 21.02 East A (NB)5.79 1.01AC+PCC 801,13967,390 37,650 18,072 175,9473.9311 27+94.52 22.18 East A (NB)5.85 1.07AC+PCC 793,42464,373 34,049 16,344 180,5513.9612 29+03.29 30.31 East A (NB)10.58 1.96AC 438,78234,369 19,425 9,324 98,5413.2413 16+94.24 10.34 East B (NB)8.35 2.48AC 555,99338,614 15,357 7,371 155,8663.7714 18+00.48 9.88 East B (NB)4.16 2.06AC+PCC 1,116,80179,491 18,464 8,863 445,3915.3615 20+93.27 9.09 East B (NB)4.18 1.52AC+PCC 1,111,66483,195 24,985 11,993 353,1004.9516 21+91.37 8.42 East B (NB)5.02 2.41AC+PCC 925,45663,505 15,826 7,596 359,0714.9917 22+98.61 11.10 East B (NB)4.07 2.45AC+PCC 1,139,86679,209 15,575 7,476 538,4145.7118 23+99.6 11.53 East B (NB)3.23 1.40AC+PCC 1,437,419107,453 27,304 13,106 514,1845.6219 25+06.35 10.72 East B (NB)3.54 1.47AC+PCC 1,310,68695,360 25,874 12,420 455,5665.4020 25+97.74 10.34 East B (NB)3.12 1.59AC+PCC 1,489,953105,894 24,009 11,524 606,3695.9421 26+84.68 8.24 East B (NB)3.96 1.53AC+PCC 1,172,99188,502 24,873 11,939 387,5535.1122 28+04.37 13.25 East B (NB)3.04 1.41AC+PCC 1,525,340114,530 27,096 13,006 573,5745.8323 29+02.47 20.17 East B (NB)4.99 1.65AC+PCC 930,97374,766 23,064 11,071 278,2054.5824 29+95.12 26.58 East B (NB)4.86 2.36AC+PCC 955,63970,963 16,153 7,753 374,0755.0525 30+03.87 28.88 East B (NB)7.04 2.32AC+PCC 659,62954,505 16,450 7,896 196,2714.0726 31+94.76 29.52 East B (NB)4.00 1.59AC+PCC 1,161,14591,720 24,020 11,530 390,2655.1227 33+96.52 29.84 East B (NB)6.42 2.06AC+PCC 722,87955,796 18,510 8,885 211,9464.1828 34+96.19 29.60 East B (NB)8.37 2.15AC+PCC 554,76845,027 16,958 8,140 147,2893.7029 35+92.3 29.46 East B (NB)7.97 2.71AC+PCC 582,28246,150 13,872 6,658 178,3123.9530 36+92.11 30.56 East B (NB)10.42 2.07AC 445,50237,580 18,384 8,824 103,0173.2831 37+94.19 30.09 East B (NB)16.06 2.69AC 289,03922,850 14,055 6,747 62,6392.78Table 3. FWD Data Analysis of Rainier Avenue5 Test Point #Stations (feet)Offset Lane D0 (mils) D60 (mils)Pavement TypeAC/PCC Modulus (psi)Aggregate Base Layer Modulus (psi)Subgrade Layer Modulus (psi)Adjusted Modulus of Subgrdae Layer (psi)Ep SN effTable 3. FWD Data Analysis of Rainier Avenue32 38+95.85 25.51 East B (NB)11.65 1.68AC 398,53733,926 22,054 10,586 82,5963.0533 39+89.25 22.28 East B (NB)10.30 1.38AC 450,65140,369 27,184 13,048 90,8613.1534 40+89.87 20.04 East B (NB)13.39 1.22AC 346,65933,778 29,958 14,380 63,3822.7935 41+97.72 17.35 East B (NB)13.32 1.74AC 348,37430,814 20,385 9,785 70,9182.9036 42+94.24 16.55 East B (NB)10.91 1.48AC 425,47638,171 25,497 12,239 85,9263.0937 43+86.43 17.99 East B (NB)13.65 1.94AC 340,11029,377 18,602 8,929 70,7512.9038 17+00.27 3.24 West C (NB)6.63 2.62AC+PCC 700,08353,496 14,258 6,844 237,8254.3439 18+08.48 1.55 West C (NB)4.64 1.84AC+PCC 999,40273,020 20,509 9,844 337,6874.8840 21+01.86 2.98 West C (NB)3.54 1.57AC+PCC 1,311,08697,420 24,340 11,683 476,6755.4841 21+99.69 2.12 West C (NB)5.16 1.81AC+PCC 898,75564,964 20,467 9,824 283,0914.6042 23+04.13 1.41 West C (NB)4.81 2.12AC+PCC 965,47469,167 17,934 8,608 351,1884.9543 24+10.59 2.16 West C (NB)3.50 1.60AC+PCC 1,326,54997,418 23,803 11,426 495,5765.5544 25+08.55 0.12 West C (NB)3.59 1.49AC+PCC 1,293,23596,588 25,627 12,301 448,1065.3745 26+00.93 1.66 East C (NB)3.86 1.69AC+PCC 1,203,09688,270 22,511 10,805 435,2515.3146 28+03.71 5.37 East C (NB)3.62 1.67AC+PCC 1,280,91293,822 22,750 10,920 482,2835.5047 29+01.49 10.13 East C (NB)4.64 1.89AC+PCC999,615 77,759 20,207 9,699 341,460 4.9048 30+07.13 17.85 East C (NB)6.07 2.04AC+PCC764,405 61,102 18,664 8,959 230,600 4.3049 30+07.15 19.30 East C (NB)5.23 2.25AC+PCC 887,27567,897 16,922 8,123 316,4184.7850 31+88.43 18.49 East C (NB)4.33 1.31AC+PCC 1,072,01795,663 28,995 13,918 304,1964.7151 33+97.93 18.21 East C (NB)4.56 1.59AC+PCC 1,017,81576,956 23,942 11,492 314,0754.7652 35+02.2 18.71 East C (NB)5.04 2.19AC+PCC 920,67365,333 17,422 8,363 330,2904.8553 36+01.23 17.45 East C (NB)4.03 1.61AC+PCC 1,151,47386,518 23,123 11,099 395,3435.1554 36+99.45 18.22 East C (NB)5.28 1.73AC+PCC 878,77464,775 21,977 10,549 261,2724.4855 37+97.1 16.54 East C (NB)6.43 2.61AC+PCC 722,26250,832 14,611 7,013 246,5754.4056 39+01.53 13.45 East C (NB)6.56 2.64AC+PCC 707,90150,340 14,424 6,924 240,5784.3657 39+99.51 10.32 East C (NB)12.64 ACAC+PCC 367,24726,560 10,745 5,158 99,7733.2558 40+95.46 8.27 East C (NB)4.92 1.65AC+PCC 943,95772,693 23,145 11,109 283,9454.6159 42+03.39 6.79 East C (NB)6.10 2.54AC+PCC 760,25057,893 15,013 7,206 264,1834.5060 43+01.83 6.78 East C (NB)6.00 2.08AC+PCC 773,54659,455 18,126 8,700 239,3084.3561 43+93.71 6.14 East C (NB)6.42 2.96AC+PCC 723,41456,307 12,878 6,182 271,5424.5462 43+98.27 25.80 West E (SB)8.59 3.09AC+PCC 540,32137,537 12,084 5,800 172,3763.906 Test Point #Stations (feet)Offset Lane D0 (mils) D60 (mils)Pavement TypeAC/PCC Modulus (psi)Aggregate Base Layer Modulus (psi)Subgrade Layer Modulus (psi)Adjusted Modulus of Subgrdae Layer (psi)Ep SN effTable 3. FWD Data Analysis of Rainier Avenue63 42+95.73 25.60 West E (SB)5.69 2.24AC+PCC 815,81257,314 16,444 7,893 279,4924.5864 41+95.13 24.81 West E (SB)5.11 1.60AC+PCC 908,89963,821 21,633 10,384 278,6164.5865 40+46.67 19.83 West E (SB)6.00 1.93AC+PCC 773,17152,352 19,216 9,224 230,5034.3066 39+94.05 21.17 West E (SB)6.04 2.44AC+PCC 768,24253,605 14,657 7,035 273,5984.5567 38+94.98 21.81 West E (SB)6.03 2.72AC+PCC 770,16553,110 13,995 6,717 284,8254.6168 37+94.8 21.92 West E (SB)4.92 1.67AC+PCC 943,41864,426 21,334 10,240 298,7334.6969 36+91.18 22.96 West E (SB)5.84 1.92AC+PCC 794,82358,120 19,766 9,487 236,8494.3470 35+94.8 27.15 West E (SB)7.66 1.66AC+PCC 606,19845,354 19,966 9,584 155,0503.7671 34+98.35 26.49 West E (SB)10.79 1.78AC 430,13433,033 18,110 8,693 98,6133.2472 33+97.7 25.84 West E (SB)8.60 1.65AC 539,45843,684 21,304 10,226 126,9913.5273 31+43.97 25.49 West E (SB)9.93 1.75AC 467,53237,852 21,501 10,321 103,4473.2974 30+96.35 25.91 West E (SB) 11.88 1.80 AC 390,800 33,073 20,505 9,842 82,527 3.0575 29+99.03 26.54 West E (SB) 18.84 2.07 AC 246,341 22,045 14,4166,92050,151 2.5876 28+97.61 25.73 West E (SB) 8.60 2.08 AC 539,936 41,813 17,5668,432138,965 3.6377 27+98.73 23.20 West E (SB) 5.96 2.48 AC+PCC 778,627 56,328 15,3547,370270,767 4.5478 27+01.81 23.04 West E (SB) 5.35 2.15 AC+PCC 867,875 61,256 17,3288,318299,146 4.6979 25+97.8 22.91 West E (SB) 4.39 1.70 AC+PCC 1,057,439 79,833 21,99510,557353,838 4.9680 24+92.86 23.85 West E (SB) 5.26 2.16 AC+PCC 882,374 63,511 17,6778,485303,376 4.7181 23+99.05 23.30 West E (SB) 6.41 2.24 AC+PCC 724,533 58,664 17,0188,169223,780 4.2682 22+99.43 22.59 West E (SB) 5.71 2.23 AC+PCC 812,837 61,115 17,0998,207270,248 4.5383 21+98.93 22.84 West E (SB) 10.55 7.29 AC 439,743 29,813 5,2252,508239,016 4.3684 20+99.55 21.17 West E (SB) 5.48 2.07 AC+PCC 847,682 69,804 18,4458,854275,366 4.5685 17+99.75 23.39 West E (SB) 9.53 2.89 AC 487,129 36,004 12,4005,952143,214 3.6786 16+95.97 22.39 West E (SB) 9.56 3.45 AC 485,247 38,566 11,0255,292153,105 3.7587 15+97.75 24.99 West E (SB) 9.96 4.01 AC 465,914 34,723 9,4934,557158,268 3.7988 15+05.59 30.9 West E (SB) 5.29 1.45 AC+PCC 876,833 72,180 25,63112,303238,362 4.3489 43+96.92 16.42 West D (SB) 7.08 2.65 AC+PCC 655,711 47,753 14,3536,889212,217 4.1890 42+94.54 16.16 West D (SB) 6.93 2.97 AC+PCC 670,072 45,648 12,8346,160238,127 4.3591 41+94.22 17.25 West D (SB) 4.96 2.09 AC+PCC 936,595 65,205 18,0928,684330,498 4.8592 40+88.12 16.83 West D (SB) 5.88 2.97 AC+PCC 789,064 56,575 12,8376,162318,947 4.7993 39+96.31 17.38 West D (SB) 11.77 6.51 AC 394,349 26,147 5,8482,807172,583 3.917 Test Point #Stations (feet)Offset Lane D0 (mils) D60 (mils)Pavement TypeAC/PCC Modulus (psi)Aggregate Base Layer Modulus (psi)Subgrade Layer Modulus (psi)Adjusted Modulus of Subgrdae Layer (psi)Ep SN effTable 3. FWD Data Analysis of Rainier Avenue94 38+96.35 16.40 West D (SB) 5.65 1.87 AC+PCC 821,531 64,667 20,3399,763245,780 4.3995 37+94.82 15.67 West D (SB) 6.03 1.72 AC+PCC 769,106 54,293 20,4979,839220,243 4.2396 36+96.18 16.78 West D (SB) 5.01 1.78 AC+PCC 926,786 68,942 20,5939,885296,730 4.6897 35+96.13 18.20 West D (SB) 4.74 1.40 AC+PCC 978,855 85,818 26,92312,923275,084 4.5698 34+92.16 18.51 West D (SB) 6.69 1.38 AC+PCC 693,894 71,038 26,41912,681165,991 3.8599 34+05.44 17.90 West D (SB) 5.18 1.37 AC+PCC 896,107 82,987 27,87213,378235,941 4.33100 30+94.17 17.20 West D (SB) 4.96 1.74 AC+PCC 935,444 72,397 21,93810,530289,380 4.64101 29+97.53 16.52 West D (SB) 4.62 1.92 AC+PCC 1,004,478 76,985 19,8859,545348,153 4.93102 28+98.12 15.83 West D (SB) 5.95 2.25 AC+PCC 780,200 62,140 16,9248,123253,865 4.44103 27+99.36 13.43 West D (SB) 4.47 1.79 AC+PCC 1,038,171 78,353 21,23210,191351,943 4.95104 26+96.16 12.38 West D (SB) 5.69 1.93 AC+PCC 815,588 68,540 19,7029,457247,449 4.40105 25+95.83 11.62 West D (SB) 4.32 1.62 AC+PCC 1,073,977 84,032 23,46811,265347,513 4.93106 24+90.96 10.63 West D (SB) 5.87 2.17 AC+PCC 790,516 61,802 17,5368,417253,526 4.44107 23+96.06 12.08 West D (SB) 5.69 1.98 AC+PCC 815,588 60,158 19,2639,246250,962 4.42108 22+93.93 12.04 West D (SB) 5.50 2.09 AC+PCC 844,341 67,401 18,2618,765275,144 4.56109 21+95.38 11.49 West D (SB) 10.42 7.39 AC 445,431 29,086 5,1532,474248,950 4.42110 21+01.41 10.63 West D (SB) 5.17 1.62 AC+PCC 898,027 70,428 21,50010,320274,034 4.55111 17+95.15 12.01 West D (SB) 6.03 1.89 AC+PCC 769,707 67,004 19,8309,518224,708 4.26112 16+89.31 11.24 West D (SB) 8.29 2.85 AC+PCC 559,755 50,079 13,3896,427171,046 3.89113 15+89.42 13.48 West D (SB) 6.96 3.25 AC+PCC 666,617 54,660 11,7315,631252,716 4.43114 15+06.72 19.58 West D (SB) 5.66 1.68 AC+PCC 820,154 75,277 21,71510,423235,576 4.33115 29+87.69 35.02 West F (SB) 11.96 2.02 AC 388,128 30,708 16,4527,89788,735 3.13116 28+82.16 35.36 West F (SB) 12.56 2.19 AC 369,665 27,420 13,3276,39790,656 3.15117 27+86.29 35.00 West F (SB) 5.77 1.27 AC 803,954 62,618 28,46713,664198,680 4.09118 26+84.39 33.46 West F (SB) 11.68 2.25 AC 397,247 30,507 14,4346,92997,012 3.22119 25+93.43 31.52 West F (SB) 16.23 1.96 AC 285,984 22,111 13,1606,31763,311 2.79120 24+76.33 30.72 West F (SB) 6.86 2.26 AC 676,477 52,287 16,8818,103201,196 4.11121 23+86.27 31.15 West F (SB) 10.46 3.44 AC 443,672 31,466 10,6945,133134,886 3.59122 22+89.03 31.63 West F (SB) 12.47 2.83 AC 372,153 28,047 11,5325,53598,131 3.23123 21+80.59 31.65 West F (SB) 14.78 2.70 AC 313,935 24,124 11,4985,51976,346 2.97124 20+87.08 31.98 West F (SB) 13.74 2.62 AC 337,859 25,295 11,4665,50485,190 3.088 Test Point #Stations (feet)Offset Lane D0 (mils) D60 (mils)Pavement TypeAC/PCC Modulus (psi)Aggregate Base Layer Modulus (psi)Subgrade Layer Modulus (psi)Adjusted Modulus of Subgrdae Layer (psi)Ep SN effTable 3. FWD Data Analysis of Rainier Avenue125 17+88.59 33.12 West F (SB) 33.45 2.42 AC 138,733 11,787 8,5294,09427,796 2.12126 16+87.60 32.35 West F (SB) 15.65 2.95 AC 296,639 24,891 11,4595,50070,477 2.89127 15+88.14 33.12 West F (SB) 23.84 4.69 AC 194,644 15,014 7,5423,62046,223 2.51128 14+97.63 40.16 West F (SB) 13.96 1.66 AC 332,470 29,708 19,1369,18568,022 2.86NB Average: A 10.77 1.87 513,923 41,079 21,842 10,484 118,3013.37NB Stdev: A 5.16 0.68 219,482 18,397 9,127 4,381 51,5310.50NB Average: B 7.44 1.89 815,913 62,462 20,980 10,071 271,8224.29NB Stdev: B 3.97 0.45 404,482 27,920 4,861 2,333 182,0491.09NB Average: C 5.32 1.98 944,551 71,010 19,683 9,448 320,3024.75NB Stdev: C 1.87 0.44 238,295 18,251 4,554 2,186 96,0660.51SB Average: D 6.14 2.42 799,618 63,362 18,390 8,827 259,1194.45SB Stdev: D 1.73 1.43 167,098 15,052 5,647 2,710 51,7780.30SB Average: E 7.70 2.39 676,351 50,331 17,081 8,199 212,5644.10SB Stdev: E 3.11 1.15 207,073 14,703 4,457 2,139 81,1250.60SB Average:F14.53 2.52 382,254 29,713 13,899 6,671 96,1903.13SB Stdev: F 6.93 0.83 172,962 13,227 5,255 2,522 50,6450.54Average: All Lanes 7.92 2.19 731,541 56,102 18,695 8,973 232,2304.16Stdev: All Lanes 4.58 0.97 303,656 22,575 5,819 2,793 124,7930.829 RAINIER AVENUE S - PHASE 4Renton, WashingtonSITE AND EXPLORATION PLANKPG60' 90'30'0'1" = 60'Amec Foster WheelerEnvironment & Infrastructure, Inc.11810 North Creek Parkway NorthBothell, WA 980111FIGURE6-917-18086-0PROJECT NO.1" = 60'SCALEOCTOBER 2016DATEDRAWN BY: JRS CHECKED BY: TDWMATCHLINE FIGURE 2NOTE: BASE SURVEY PROVIDED BY KPG , OCTOBER 6, 2016.NOTE:AMEC FOSTER WHEELER ESTIMATED THE RELATIVE LOCATION OFEACH EXPLORATION BY MEASURING FROM EXISTING FEATURES ANDSCALING THESE MEASUREMENTS ONTO A LAYOUT PLAN SUPPLIEDTO US. THE LOCATIONS DEPICTED ON THIS FIGURE SHOULD BECONSIDERED ACCURATE ONLY TO THE DEGREE PERMITTED BY OURDATA SOURCES AND IMPLIED BY OUR MEASURING METHODS.LEGENDFALLING WEIGHT DEFLECTOMETER TESTING LOCATIONPAVEMENT CORING LOCATION128CH-1810 RAINIER AVENUE S - PHASE 4Renton, WashingtonSITE AND EXPLORATION PLANKPG60' 90'30'0'1" = 60'Amec Foster WheelerEnvironment & Infrastructure, Inc.11810 North Creek Parkway NorthBothell, WA 980112FIGURE6-917-18086-0PROJECT NO.1" = 60'SCALEOCTOBER 2016DATEDRAWN BY: JRS CHECKED BY: TDWMATCHLINE FIGURE 3NOTE: BASE SURVEY PROVIDED BY KPG , OCTOBER 6, 2016.NOTE:AMEC FOSTER WHEELER ESTIMATED THE RELATIVE LOCATION OFEACH EXPLORATION BY MEASURING FROM EXISTING FEATURES ANDSCALING THESE MEASUREMENTS ONTO A LAYOUT PLAN SUPPLIEDTO US. THE LOCATIONS DEPICTED ON THIS FIGURE SHOULD BECONSIDERED ACCURATE ONLY TO THE DEGREE PERMITTED BY OURDATA SOURCES AND IMPLIED BY OUR MEASURING METHODS.MATCHLINE FIGURE 1 LEGENDFALLING WEIGHT DEFLECTOMETER TESTING LOCATIONPAVEMENT CORING LOCATION128CH-18LEGENDFALLING WEIGHT DEFLECTOMETER TESTING LOCATIONPAVEMENT CORING LOCATION128CH-1011 RAINIER AVENUE S - PHASE 4Renton, WashingtonSITE AND EXPLORATION PLANKPG60' 90'30'0'1" = 60'Amec Foster WheelerEnvironment & Infrastructure, Inc.11810 North Creek Parkway NorthBothell, WA 980113FIGURE6-917-18086-0PROJECT NO.1" = 60'SCALEOCTOBER 2016DATEDRAWN BY: JRS CHECKED BY: TDWMATCHLINE FIGURE 4NOTE: BASE SURVEY PROVIDED BY KPG , OCTOBER 6, 2016.NOTE:AMEC FOSTER WHEELER ESTIMATED THE RELATIVE LOCATION OFEACH EXPLORATION BY MEASURING FROM EXISTING FEATURES ANDSCALING THESE MEASUREMENTS ONTO A LAYOUT PLAN SUPPLIEDTO US. THE LOCATIONS DEPICTED ON THIS FIGURE SHOULD BECONSIDERED ACCURATE ONLY TO THE DEGREE PERMITTED BY OURDATA SOURCES AND IMPLIED BY OUR MEASURING METHODS.MATCHLINE FIGURE 2 LEGENDFALLING WEIGHT DEFLECTOMETER TESTING LOCATIONPAVEMENT CORING LOCATION128CH-1012 RAINIER AVENUE S - PHASE 4Renton, WashingtonSITE AND EXPLORATION PLANKPG60' 90'30'0'1" = 60'Amec Foster WheelerEnvironment & Infrastructure, Inc.11810 North Creek Parkway NorthBothell, WA 980114FIGURE6-917-18086-0PROJECT NO.1" = 60'SCALEOCTOBER 2016DATEDRAWN BY: JRS CHECKED BY: TDWNOTE: BASE SURVEY PROVIDED BY KPG , OCTOBER 6, 2016.NOTE:AMEC FOSTER WHEELER ESTIMATED THE RELATIVE LOCATION OFEACH EXPLORATION BY MEASURING FROM EXISTING FEATURES ANDSCALING THESE MEASUREMENTS ONTO A LAYOUT PLAN SUPPLIEDTO US. THE LOCATIONS DEPICTED ON THIS FIGURE SHOULD BECONSIDERED ACCURATE ONLY TO THE DEGREE PERMITTED BY OURDATA SOURCES AND IMPLIED BY OUR MEASURING METHODS.MATCHLINE FIGURE 3 LEGENDFALLING WEIGHT DEFLECTOMETER TESTING LOCATIONPAVEMENT CORING LOCATION128CH-1013 050,000100,000150,000200,000250,000300,0000 500 1000 1500 2000 2500 3000 3500Composite Modulus (psi)Stations in Feet from South to NorthFigure 5. Profile of Composite Modulus of Pavement of Rainier Avenue South in Renton, WALane BLane CLane DLane ELane ALane F14 ABCDEFFigure 615 APPENDIX A ʹ FWD DATA FOR RAINIER AVENUE SOUTH IN RENTON Test # LaneStation (feet)Air Temp (deg F)Latitude LongitudeApplied Stress (psi)Force Applied (lbs)D1 (0) D2 (8") D3 (12") D4 (24") D5 (36") D6 (48") D7 (60")Composite Modulus (psi)1 A 211 73.6 47.48047 -122.21715 115.2 12,601 21.52 17.65 16.33 11.37 8.08 5.82 4.37 50,3282 A 302 74 47.48072 -122.21714 114.4 12,506 16.33 13.83 12.97 9.58 6.84 5.03 3.77 65,8233 A 403 75.1 47.48099 -122.21712 118.4 12,950 34.85 25.13 21.16 11.16 7.11 5.14 3.95 31,9384 A 707 75.9 47.48183 -122.21707 116.1 12,693 12.26 9.63 8.82 6.28 4.31 3.19 2.51 88,9855 A 802 75.7 47.48209 -122.21707 116.1 12,696 13.25 10.32 9.33 6.22 4.27 3.04 2.42 82,3566 A 905 76.7 47.48236 -122.21707 116.2 12,704 15.25 11.02 9.89 6.39 4.31 3.26 2.61 71,6007 A 1006 76.4 47.48264 -122.21708 116.1 12,693 14.39 10.89 9.65 6.08 3.95 3.06 2.39 75,8148 A 1101 76.2 47.48289 -122.21709 114.4 12,514 16.17 13.51 12.65 8.63 5.54 3.37 2.30 66,5179 A 1202 76.2 47.48317 -122.21712 113.9 12,455 6.88 5.26 4.73 3.24 2.33 1.87 1.50 155,59610 A 1300 76.5 47.48346 -122.21714 115.5 12,630 8.13 5.95 5.40 3.18 2.11 1.69 1.42 133,52311 A 1402 76.6 47.48372 -122.21718 116.1 12,693 8.25 6.26 5.76 3.79 2.63 1.95 1.51 132,23712 A 1511 77.2 47.48402 -122.21719 114.1 12,482 14.67 11.53 10.34 6.40 4.41 3.31 2.72 73,13013 B 301 78.4 47.4807 -122.21718 115.4 12,625 11.71 10.38 10.14 6.51 5.02 4.22 3.48 92,66514 B 408 79.1 47.48099 -122.21716 112.9 12,344 5.70 4.93 4.89 4.43 3.96 3.43 2.83 186,13415 B 702 79.7 47.48179 -122.21712 113.3 12,395 5.75 4.73 4.60 4.01 3.28 2.58 2.10 185,27716 B 804 79.2 47.48206 -122.21711 114.9 12,562 7.00 6.28 6.32 5.64 4.96 4.17 3.36 154,24317 B 905 79.4 47.48236 -122.2171 113.4 12,400 5.61 4.97 4.97 4.78 4.31 3.92 3.37 189,97818 B 1006 78.7 47.48263 -122.21711 112.7 12,320 4.42 3.64 3.54 2.91 2.46 2.18 1.91 239,57019 B 1116 78.7 47.48293 -122.21713 111.8 12,225 4.81 4.07 4.01 3.39 2.94 2.44 2.00 218,44820 B 1207 78.4 47.48317 -122.21716 112.5 12,308 4.26 3.69 3.75 3.35 3.02 2.58 2.17 248,32621 B 1300 77.8 47.48341 -122.21719 109.6 11,987 5.27 4.30 4.26 3.66 3.03 2.52 2.04 195,49922 B 1402 77.9 47.48374 -122.21721 114.1 12,482 4.22 3.46 3.40 3.12 2.81 2.38 1.95 254,22323 B 1503 78.6 47.48401 -122.21723 109.6 11,987 6.64 5.09 4.77 3.88 3.24 2.62 2.20 155,16224 B 1599 78.3 47.48427 -122.21725 112.0 12,249 6.61 5.48 5.50 4.96 4.50 3.83 3.21 159,27325 B 1710 78.5 47.48457 -122.2173 111.9 12,241 9.57 7.13 6.97 5.79 4.46 3.80 3.15 109,93826 B 1802 78.8 47.48481 -122.21735 115.7 12,654 5.62 4.38 4.39 3.86 3.30 2.78 2.23 193,52427 B 2006 78.9 47.48536 -122.21746 117.2 12,812 9.14 7.29 6.78 5.54 4.49 3.61 2.93 120,48028 B 2107 79.3 47.48563 -122.21752 112.8 12,339 11.47 8.70 8.17 6.38 4.97 3.85 2.95 92,46129 B 2204 79.5 47.48589 -122.21757 111.0 12,138 10.75 8.35 8.06 6.93 5.77 4.63 3.66 97,04730 B 2304 78.6 47.48616 -122.21762 116.4 12,725 14.73 10.75 9.43 6.27 4.60 3.59 2.93 74,25031 B 2406 78.5 47.48644 -122.21768 114.6 12,538 22.37 17.42 15.22 9.13 6.25 4.72 3.75 48,17332 B 2509 78.1 47.48671 -122.21774 114.6 12,535 16.22 11.73 10.34 5.92 4.01 2.83 2.34 66,42333 B 2603 78.2 47.48697 -122.21779 116.5 12,741 14.58 10.02 8.10 4.68 3.27 2.48 1.95 75,10934 B 2704 78.7 47.48724 -122.21783 116.4 12,725 18.93 11.96 8.99 4.41 2.85 2.13 1.72 57,77635 B 2811 77.9 47.48753 -122.21786 114.4 12,511 18.52 12.89 10.24 6.15 4.33 3.22 2.42 58,06236 B 2903 78.5 47.4878 -122.21788 113.2 12,384 15.01 10.30 8.72 4.96 3.39 2.57 2.03 70,913FWD DEFLECTION DATA FOR RAINIER AVENUE IN RENTON16 Test # LaneStation (feet)Air Temp (deg F)Latitude LongitudeApplied Stress (psi)Force Applied (lbs)D1 (0) D2 (8") D3 (12") D4 (24") D5 (36") D6 (48") D7 (60")Composite Modulus (psi)FWD DEFLECTION DATA FOR RAINIER AVENUE IN RENTON37 B 3001 78.9 47.48805 -122.21788 116.9 12,788 19.39 13.82 11.64 6.82 4.85 3.50 2.75 56,68538 C 302 81.7 47.48072 -122.21724 114.3 12,503 9.21 7.42 7.42 6.43 5.47 4.64 3.64 116,68039 C 410 81.2 47.48101 -122.21721 114.8 12,558 6.48 5.46 5.46 4.82 3.93 3.24 2.57 166,56740 C 704 81.2 47.48182 -122.21716 112.5 12,305 4.84 4.01 3.87 3.36 3.04 2.61 2.14 218,51441 C 802 82.2 47.48208 -122.21716 112.8 12,339 7.08 6.03 5.85 4.86 3.92 3.19 2.48 149,79342 C 906 82.3 47.48237 -122.21716 112.0 12,244 6.54 5.62 5.58 4.89 4.29 3.57 2.89 160,91243 C 1013 81.9 47.48266 -122.21717 110.6 12,090 4.70 3.94 3.98 3.46 2.94 2.49 2.15 221,09144 C 1111 81.7 47.48293 -122.21718 109.6 11,987 4.78 3.94 3.89 3.35 2.81 2.36 1.98 215,53945 C 1202 81.7 47.48318 -122.21719 111.4 12,178 5.22 4.38 4.37 3.87 3.28 2.81 2.29 200,51646 C 1404 80.8 47.48374 -122.21725 111.1 12,146 4.89 4.11 4.08 3.50 2.90 2.57 2.26 213,48547 C 1504 80.1 47.48401 -122.21727 111.3 12,173 6.28 4.97 4.82 4.22 3.64 2.99 2.55 166,60348 C 1612 80.7 47.4843 -122.2173 110.9 12,125 8.18 6.30 6.04 5.20 4.33 3.35 2.75 127,40149 C 1712 81.1 47.48457 -122.21734 111.9 12,233 7.11 5.72 5.57 4.87 4.30 3.66 3.06 147,87950 C 1794 81.7 47.48479 -122.21739 114.6 12,535 6.03 4.16 3.89 3.26 2.69 2.16 1.83 178,67051 C 2005 83.6 47.48536 -122.21751 111.7 12,217 6.19 5.04 4.86 3.98 3.33 2.70 2.16 169,63652 C 2109 82.9 47.48564 -122.21757 112.2 12,265 6.87 5.96 5.94 5.04 4.25 3.41 2.98 153,44653 C 2208 83.2 47.48591 -122.21763 111.9 12,236 5.48 4.49 4.41 3.75 3.21 2.80 2.19 191,91254 C 2306 84.3 47.48618 -122.21768 111.6 12,201 7.16 5.98 5.54 4.42 3.56 2.89 2.35 146,46255 C 2403 84.4 47.48644 -122.21773 115.5 12,633 9.02 7.89 7.52 6.29 5.43 4.50 3.66 120,37756 C 2507 84.7 47.48673 -122.21779 115.0 12,574 9.16 7.93 7.80 6.56 5.56 4.53 3.69 117,98457 C 2605 83.7 47.48699 -122.21784 116.4 12,733 17.88 15.22 14.78 11.55 8.36 5.42 3.26 61,20858 C 2702 84.1 47.48725 -122.21787 116.0 12,685 6.93 5.54 5.36 4.50 3.59 2.90 2.32 157,32659 C 2810 83.6 47.48755 -122.2179 111.9 12,236 8.30 6.71 6.60 5.51 4.95 4.09 3.45 126,70860 C 2908 84.5 47.48782 -122.21792 113.7 12,435 8.29 6.64 6.39 5.32 4.49 3.63 2.87 128,92461 C 3000 83.6 47.48807 -122.21793 110.4 12,078 8.61 6.81 6.49 5.71 4.95 4.41 3.97 120,56962 E 3000 86.8 47.48808 -122.21806 112.8 12,332 11.77 10.43 10.16 8.57 6.95 5.40 4.24 90,05463 E 2899 87 47.4878 -122.21805 112.3 12,276 7.76 6.80 6.84 5.91 4.82 3.95 3.06 135,96964 E 2797 87.3 47.48752 -122.21803 116.4 12,725 7.22 6.33 6.22 5.10 4.15 3.11 2.26 151,48365 E 2652 87.9 47.48711 -122.21797 113.2 12,384 8.26 7.51 7.09 5.44 4.28 3.41 2.66 128,86266 E 2598 87.3 47.48697 -122.21796 109.9 12,022 8.07 7.12 7.12 6.23 5.30 4.34 3.26 128,04067 E 2497 88.3 47.4867 -122.21793 114.6 12,530 8.39 7.49 7.46 6.57 5.60 4.62 3.79 128,36168 E 2396 87.8 47.48642 -122.21789 112.1 12,257 6.70 6.04 5.96 4.90 3.95 3.04 2.27 157,23669 E 2291 87.6 47.48614 -122.21784 109.6 11,991 7.78 6.55 6.40 5.39 3.98 3.21 2.56 132,47170 E 2196 88 47.48588 -122.2178 109.2 11,943 10.16 8.36 7.90 5.83 4.22 3.01 2.20 101,03371 E 2099 88.1 47.48562 -122.21774 111.9 12,236 14.67 11.76 10.83 7.15 4.55 3.10 2.42 71,68972 E 1997 87.8 47.48534 -122.21769 112.1 12,260 11.72 8.91 8.11 5.69 4.06 2.86 2.25 89,91017 Test # LaneStation (feet)Air Temp (deg F)Latitude LongitudeApplied Stress (psi)Force Applied (lbs)D1 (0) D2 (8") D3 (12") D4 (24") D5 (36") D6 (48") D7 (60")Composite Modulus (psi)FWD DEFLECTION DATA FOR RAINIER AVENUE IN RENTON73 E 1742 88.7 47.48465 -122.21754 111.7 12,221 13.48 10.25 9.04 5.70 4.01 2.98 2.37 77,92274 E 1694 88.8 47.48452 -122.21752 111.4 12,178 16.07 11.69 10.28 6.15 4.19 3.07 2.44 65,13375 E 1597 88.6 47.48426 -122.21747 111.0 12,138 25.41 17.48 15.15 8.91 5.58 3.64 2.79 41,05776 E 1495 89.2 47.48399 -122.21741 110.2 12,051 11.51 9.15 8.47 6.25 4.73 3.63 2.79 89,98977 E 1396 88.5 47.48372 -122.21736 112.1 12,260 8.12 6.91 6.82 5.83 5.06 4.16 3.38 129,77178 E 1300 89.1 47.48345 -122.21732 110.8 12,117 7.20 6.28 6.19 5.56 4.59 3.70 2.89 144,64679 E 1194 89.1 47.48317 -122.21729 111.7 12,221 5.96 4.86 4.80 4.33 3.56 2.94 2.31 176,24080 E 1091 89.3 47.48289 -122.21727 109.2 11,943 6.98 5.97 5.91 5.13 4.31 3.48 2.86 147,06281 E 998 90.2 47.48263 -122.21725 108.8 11,900 8.47 6.44 6.16 5.19 4.30 3.55 2.96 120,75682 E 898 89.5 47.48236 -122.21724 109.0 11,916 7.56 6.19 6.04 5.19 4.40 3.62 2.95 135,47383 E 797 89.3 47.48208 -122.21724 107.7 11,776 13.81 12.54 12.74 12.38 11.74 10.75 9.54 73,29084 E 698 88.6 47.48181 -122.21724 109.6 11,983 7.29 5.45 5.35 4.27 3.58 3.11 2.75 141,28085 E 399 88.5 47.48099 -122.2173 109.6 11,987 12.69 10.57 10.47 8.65 6.82 4.98 3.85 81,18886 E 295 88.7 47.48071 -122.21732 108.4 11,856 12.60 9.76 9.65 8.43 7.22 5.69 4.55 80,87487 E 196 88.9 47.48044 -122.21734 109.7 11,998 13.28 10.97 10.81 9.60 8.09 6.63 5.35 77,65288 E 100 89.2 47.48018 -122.21735 108.5 11,868 6.98 5.22 5.20 4.07 3.20 2.45 1.91 146,13989 D 3000 88.3 47.48808 -122.21802 109.8 12,003 9.44 7.98 7.83 6.57 5.45 4.39 3.54 109,28590 D 2899 88.1 47.4878 -122.21801 109.8 12,006 9.24 8.35 8.31 7.16 6.04 4.93 3.96 111,67991 D 2798 89 47.48752 -122.218 111.9 12,241 6.74 5.96 6.05 5.15 4.33 3.58 2.84 156,09992 D 2691 89.4 47.48723 -122.21797 107.9 11,797 7.71 6.62 6.72 6.10 5.37 4.66 3.89 131,51193 D 2599 88.8 47.48698 -122.21795 108.5 11,868 15.52 14.41 14.56 13.36 12.05 10.46 8.59 65,72594 D 2498 88.5 47.4867 -122.21791 109.0 11,916 7.48 5.85 5.78 4.78 3.89 3.04 2.48 136,92295 D 2396 88.8 47.48643 -122.21786 110.9 12,125 8.13 7.09 6.69 5.29 4.13 3.13 2.32 128,18496 D 2298 88.8 47.48616 -122.21782 109.6 11,987 6.67 5.52 5.44 4.57 3.69 3.08 2.37 154,46497 D 2198 89 47.48588 -122.21777 110.7 12,110 6.38 4.48 4.24 3.46 2.95 2.38 1.89 163,14298 D 2094 89.1 47.4856 -122.21771 110.5 12,083 8.98 5.40 5.09 4.09 3.16 2.42 1.85 115,64999 D 2007 88.7 47.48537 -122.21766 111.4 12,181 7.01 4.66 4.48 3.69 2.75 2.21 1.85 149,351100 D 1695 90.6 47.48452 -122.21748 109.5 11,972 6.60 5.25 5.15 4.35 3.68 2.87 2.31 155,907101 D 1596 89.4 47.48426 -122.21743 109.5 11,979 6.15 4.94 4.81 4.16 3.65 2.93 2.55 167,413102 D 1497 90.8 47.48399 -122.21737 111.5 12,194 8.06 6.23 6.15 5.38 4.59 3.75 3.05 130,033103 D 1399 90.5 47.48372 -122.21732 107.9 11,797 5.86 4.78 4.70 4.07 3.52 2.94 2.35 173,028104 D 1298 90.3 47.48344 -122.21728 111.9 12,241 7.74 5.67 5.48 4.65 3.89 3.24 2.63 135,931105 D 1196 90.3 47.48316 -122.21724 112.5 12,308 5.91 4.65 4.55 3.95 3.37 2.72 2.22 178,996106 D 1094 90.9 47.48288 -122.21722 109.5 11,972 7.81 6.15 6.08 5.22 4.41 3.49 2.89 131,753107 D 999 90.8 47.48262 -122.21721 111.9 12,241 7.74 6.46 6.14 4.90 4.02 3.30 2.69 135,931108 D 896 90.6 47.48234 -122.2172 111.2 12,165 7.43 5.73 5.70 4.88 4.23 3.44 2.82 140,72418 Test # LaneStation (feet)Air Temp (deg F)Latitude LongitudeApplied Stress (psi)Force Applied (lbs)D1 (0) D2 (8") D3 (12") D4 (24") D5 (36") D6 (48") D7 (60")Composite Modulus (psi)FWD DEFLECTION DATA FOR RAINIER AVENUE IN RENTON109 D 797 90.5 47.48207 -122.21719 106.3 11,626 13.46 12.69 13.00 12.35 11.71 10.78 9.55 74,238110 D 703 90.4 47.48182 -122.21719 108.1 11,824 6.79 5.33 5.28 4.47 3.67 2.91 2.13 149,671111 D 397 90.4 47.48098 -122.21725 110.0 12,030 8.06 5.70 5.69 4.99 4.04 3.21 2.52 128,284112 D 290 90.7 47.48069 -122.21727 111.1 12,146 11.19 7.70 7.44 6.39 5.43 4.63 3.84 93,293113 D 190 91.5 47.48041 -122.2173 111.0 12,138 9.39 7.05 6.88 6.33 5.96 5.07 4.38 111,103114 D 105 92.6 47.48018 -122.2173 107.3 11,737 7.38 4.95 4.83 4.19 3.51 2.86 2.19 136,692115 F 1596 90.9 47.48423 -122.2175 112.6 12,313 16.36 12.73 11.65 7.90 5.28 3.58 2.76 64,688116 F 1490 89.8 47.48394 -122.21744 109.9 12,014 16.76 13.91 13.28 9.54 6.08 4.11 2.92 61,611117 F 1395 89.4 47.48368 -122.2174 112.9 12,347 7.92 6.26 5.79 4.22 3.06 2.28 1.74 133,992118 F 1294 89.8 47.4834 -122.21736 111.5 12,194 15.83 12.69 11.55 8.30 5.96 4.23 3.05 66,208119 F 1200 89.5 47.48315 -122.21732 113.5 12,411 22.38 17.82 16.12 9.98 5.96 3.69 2.70 47,664120 F 1086 89.9 47.48284 -122.21729 109.0 11,924 9.09 7.24 6.99 5.79 4.81 3.69 2.99 112,746121 F 996 90.3 47.48259 -122.21728 108.5 11,864 13.79 11.97 11.57 9.49 7.66 5.87 4.53 73,945122 F 898 90.2 47.48233 -122.21728 108.8 11,900 16.49 13.47 12.86 9.73 7.28 5.12 3.74 62,025123 F 790 90.9 47.48203 -122.21728 108.0 11,816 19.41 15.55 14.53 10.31 7.25 4.47 3.54 52,323124 F 697 90.3 47.48178 -122.21728 108.2 11,832 18.06 14.85 14.18 10.39 7.28 5.02 3.45 56,310125 F 400 91.3 47.48096 -122.21734 106.6 11,662 43.35 31.41 27.55 14.47 7.67 4.41 3.13 23,122126 F 298 91.5 47.48069 -122.21736 107.8 11,792 20.50 15.04 14.44 10.39 7.26 5.25 3.86 49,440127 F 196 91.3 47.48041 -122.21738 106.2 11,610 30.76 24.55 22.67 15.48 10.86 7.94 6.05 32,441128 F 100 91.8 47.48015 -122.21738 110.1 12,043 18.68 12.87 11.30 6.66 4.30 3.00 2.22 55,41219 FIGURE 1a20 FIGURE 1b20 FIGURE 1c21 Figure 1d22 Figure 1e23 Figure 1f24 Figure 1g25 Appendix E Location:Count Direction:Date Range:Site Code:Total12345678910111213VolumeNorthbound955 72,077 16,458 102 3,946 570 0 104 346 333 8 5 26495,168Percent1.0% 75.7% 17.3% 0.1% 4.1% 0.6% 0.0% 0.1% 0.4% 0.3% 0.0% 0.0% 0.3%100%Southbound953 108,634 20,969 155 5,833 1,059 0 119 758 964 29 24 837140,334Percent0.7% 77.4% 14.9% 0.1% 4.2% 0.8% 0.0% 0.1% 0.5% 0.7% 0.0% 0.0% 0.6%100%Total1,908 180,711 37,427 257 9,779 1,629 0 223 1,104 1,297 37 29 1,101235,502Percent0.8% 76.7% 15.9% 0.1% 4.2% 0.7% 0.0% 0.1% 0.5% 0.6% 0.0% 0.0% 0.5%100%FHWA Vehicle ClassificationClass 1 - MotorcyclesClass 8 - Four or Fewer Axle Single-Trailer Trucks Class 2 - Passenger Cars Class 9 - Five-Axle Single-Trailer Trucks Class 3 - Other Two-Axle, Four-Tire Single Unit Vehicles Class 10 - Six or More Axle Single-Trailer Trucks Class 4 - Buses Class 11 - Five or fewer Axle Multi-Trailer Trucks Class 5 - Two-Axle, Six-Tire, Single-Unit Trucks Class 12 - Six-Axle Multi-Trailer Trucks Class 6 - Three-Axle Single-Unit Trucks Class 13 - Seven or More Axle Multi-Trailer Trucks Class 7 - Four or More Axle Single-Unit Trucks Vehicle Classification Report SummaryFHWA Vehicle ClassificationStudy TotalRAINIER AVE N S/O S 2ND STNorthbound / Southbound9/12/2016 to 9/18/201603Mark Skaggs:425-250-0777mark.skaggs@idaxdata.com1 Location: RAINIER AVE N S/O S 2ND STDate Range: 9/12/2016 to 9/18/2016Site Code: 033-Day (Tuesday - Thursday) AverageSouthboundTotalTime 12345678910111213Volume12:00 AM 2 183 36 0 13 1 0 0 1 0 0 0 02361:00 AM 0912307000100001212:00 AM 163100300001000783:00 AM 158160910011000864:00 AM 3 133 29 0 8 0 0 0 0 1 0 0 01745:00 AM 333776234300320014616:00 AM 8607133256501250038237:00 AM 118841634631201460071,1548:00 AM 88431781649 0 1 7100 0 71,1279:00 AM 5767181362902550061,04610:00 AM 6768187467702660051,05811:00 AM 78862041628 0 1 6111 0 71,19512:00 PM 9 977 208 3 64 12 0 2 9 10 0 1 71,3041:00 PM 12 1,034 212 1 64 12 0 3 13 9 0 1 141,3752:00 PM 12 1,154 187 2 60 17 0 2 10 12 0 0 171,4743:00 PM 10 1,124 199 2 49 13 0 0 11 12 1 0 151,4364:00 PM 14 1,209 203 0 52 14 0 2 12 10 0 0 121,5285:00 PM 13 1,222 185 2 41 14 0 1 14 11 0 0 121,5166:00 PM 10 1,158 209 1 43 10 0 0 11 14 0 0 81,4647:00 PM 9990175245900460061,2478:00 PM 6732160129601361049509:00 PM 45571090264002300370810:00 PM 5437860323012300157211:00 PM 63437412030012001450Total 164 16,556 3,246 32 976 172 0 19 128 145 6 2 138 21,583Percent 0.8% 76.7% 15.0% 0.1% 4.5% 0.8% 0.0% 0.1% 0.6% 0.7% 0.0% 0.0% 0.6%FHWA Vehicle ClassificationMark Skaggs:425-250-0777mark.skaggs@idaxdata.com19 Appendix F dĂďůĞ&Ͳϭ͘ŽƐƚƐƚŝŵĂƚĞĨŽƌZĂŝŶŝĞƌǀĞŶƵĞWĂǀĞŵĞŶƚƐƐĞƐƐŵĞŶƚ /ƚĞŵEŽ͘YƵĂŶƚŝƚǇ hŶŝƚ /ƚĞŵ hŶŝƚWƌŝĐĞ ŵŽƵŶƚ ^ŽƵƌĐĞ ϭ ϭ >^ DŽďŝůŝǌĂƚŝŽŶ ΨϱϬ͕ϬϬϬ ΨϱϬ͕ϬϬϬ ƵďƵƌŶ Ϯ ϭϱϬϱϬ ^z ZĞŵŽǀĂůŽĨĂƐƉŚĂůƚ Ψϭϱ ΨϮϮϱ͕ϳϱϬ t^Kd ϯ ϭ >^ ůĞĂŶĂŶĚƉƌĞƉĂƌĞƐƵƌĨĂĐĞ Ψϭϱ͕ϬϬϬ Ψϭϱ͕ϬϬϬ ŵĞĐ&tƐƚŝŵĂƚĞ ϰ ϭ >^ ƌĂĐŬƐĞĂůĂŶĚƉĂǀĞŵĞŶƚƌĞƉĂŝƌ ΨϭϬ͕ϬϬϬ ΨϭϬ͕ϬϬϬ ŵĞĐ&tƐƚŝŵĂƚĞ ϱ ϯϮϬϲ dKE ,D>ͬϭͬϮŝŶ͘W'ϲϰͲϮϮ ΨϭϭϬ ΨϯϱϮ͕ϲϮϮ <W'ƐƚŝŵĂƚĞ dŽƚĂů Ψϲϱϯ͕ϯϳϭ ϭϯϱϰϱϬ ϭϱϬϱϬ Ϭ͘ϯϯ Ϭ͘ϭϭ Ϭ͘ϯϯ ϭϰϮ ϯϮϬϲ ^ĐŽƉĞŽĨtŽƌŬ͗ 'ƌŝŶĚͬƌĞŵŽǀĞϰΖΖĂƐƉŚĂůƚŽǀĞƌůĂǇ ƌĂĐŬƐĞĂůĂŶĚƉĂǀĞŵĞŶƚƌĞƉĂŝƌŽĨϱйŽĨƉĂŶĞůƐ ůĞĂŶĂŶĚƉƌĞƉĂƌĞƐƵƌĨĂĐĞ WůĂĐĞϮŝŶĐŚĞƐŽĨ,DǁĞĂƌŝŶŐĐŽƵƌƐĞ WůĂĐĞϮŝŶĐŚĞƐŽĨ,DůĞǀĞůŝŶŐĐŽƵƌƐĞ ,DdŚŝĐŬŶĞƐƐ Ĩƚ͕;ϮŝŶĐŚнϮŝŶĐŚĞƐсϰŝŶĐŚĞƐŶĞǁĂƐƉŚĂůƚͿ ,DhŶŝƚtĞŝŐŚƚ ƉĐĨ ,DdŽŶ ƚŽŶ ĞƉƚŚ Ĩƚ͕;ϰŝŶĐŚĞƐĂƐƉŚĂůƚƌĞŵŽǀĂůͿ ǇĚ ƐƋǇĚ ƐƐƵŵĞĚYƵĂŶƚŝƚŝĞƐ ƌĞĂ ƐƋĨƚ KƉƚŝŽŶͲϭ͗ƐƉŚĂůƚKǀĞƌůĂǇ;ĞŶƚĞƌůĂŶĞƐͿ Appendix * Location:IT-1 Depth (ft):4.0 Diameter (in.):4 Elev. (ft):27.5 Start Time:11:20 Date of Test:7/23/2019 Time interval (min) Water Measurement (ft) Water Height (ft) Infiltration Rate (in/hr) 0 3 1.00 - 5 3.05 0.95 7.2 10 3.07 0.93 2.88 14 3.08 0.92 1.8 15 3.08 0.92 0 17.5 3.08 0.92 0 20 3.1 0.90 5.76 2.4 Correction Factor:0.5 Infiltration Rate (in/hr):1.2 Infiltration Test Data Average Infiltration Rate (in/hr): Location:IT-2 Depth (ft):8.3 Diameter (in.):4 Elev. (ft):27.7 Start Time:12:28 Date of Test:7/26/2019 Time interval (min) Water Measurement (ft) Water Height (ft) Infiltration Rate (in/hr) 0 6.99 1.31 - 2.5 7.19 1.11 57.6 5 7.3 1.00 31.68 7.5 7.35 0.95 14.4 10 7.4 0.90 14.4 12.5 7.46 0.84 17.28 15.36 Correction Factor:0.5 Infiltration Rate (in/hr):7.68 Infiltration Test Data Average Infiltration Rate (in/hr): Location:IT-3 Depth (ft):5.0 Diameter (in.):4 Date of Test:7/22/2019 Start Time:14:07 Time interval (min) Water Measurement (ft) Water Height (ft) Infiltration Rate (in/hr) 0 5 10 14 15 17.5 20 0 * Couldn't fill hole with pipe bedding in the base of hole Infiltration Test Data Average Infiltration Rate (in/hr): Location:IT-4 Depth (ft):7.0 Diameter (in.):4 Elev. (ft):29.5 Start Time:14:41 Date of Test:7/23/2019 Time interval (min) Water Measurement (ft) Water Height (ft) Infiltration Rate (in/hr) 0 5.6 1.4 - 2.5 5.6 1.4 0 5 5.6 1.4 0 7.5 5.6 1.4 0 10 5.6 1.4 0 0 Correction Factor:0.5 Infiltration Rate (in/hr):0 Infiltration Test Data Average Infiltration Rate (in/hr): Location:IT-5 Depth (ft):7.2 Diameter (in.):4 Elev. (ft):31.8 Start Time:14:21 Date of Test:7/25/2019 Time interval (min) Water Measurement (ft) Water Height (ft) Infiltration Rate (in/hr) 0 6.06 1.1 - 2.5 6.07 1.1 2.88 5 6.07 1.1 0 7.5 6.07 1.1 0 10 6.07 1.1 0 0.72 Correction Factor:0.5 Infiltration Rate (in/hr):0.36 Infiltration Test Data Average Infiltration Rate (in/hr): Location:IT-6 Depth (ft):5.6 Diameter (in.):4 Elev. (ft):37.9 Start Time:10:04 Date of Test:7/25/2019 Time interval (min) Water Measurement (ft) Water Height (ft) Infiltration Rate (in/hr) 0 4.56 1.04 - 2.5 4.59 1.01 8.64 5 4.65 0.95 17.28 7.5 4.7 0.90 14.4 10 4.73 0.87 8.64 12.5 4.75 0.85 5.76 15 4.77 0.83 5.76 17.5 4.8 0.80 8.64 20 4.82 0.78 5.76 6.72 Infiltration Test Data Average Infiltration Rate (in/hr): Location:IT-7 Depth (ft):4.9 Diameter (in.):4 Elev. (ft):42.1 Start Time:11:47 Date of Test:7/25/2019 Time interval (min) Water Measurement (ft) Water Height (ft) Infiltration Rate (in/hr) 0 3.78 1.14 - 2.5 3.79 1.13 2.88 5 3.79 1.13 0 7.5 3.8 1.12 2.88 10 3.8 1.12 0 1.44 Correction Factor:0.5 Infiltration Rate (in/hr):0.72 Infiltration Test Data Average Infiltration Rate (in/hr): Location:IT-8A Depth (ft):5.0 Diameter (in.):3.25 Elev. (ft):49.5 Start Time:15:42 Date of Test:7/25/2019 Time interval (min) Water Measurement (ft) Water Height (ft) Infiltration Rate (in/hr) 0 4.52 0.50 - 2.5 4.52 0.50 0 5 4.52 0.50 0 7.5 4.52 0.50 0 10 4.52 0.50 0 12.5 4.52 0.50 0 15 4.52 0.50 0 17.5 4.53 0.49 2.88 20 4.53 0.49 0 0.36 Infiltration Test Data Average Infiltration Rate (in/hr): Location:IT-9 Depth (ft):4.9 Diameter (in.):3.25 Elev. (ft):26.1 Start Time:10:16 Date of Test:7/25/2019 Time interval (min) Water Measurement (ft) Water Height (ft) Infiltration Rate (in/hr) 0 4.66 0.23 - 2.5 4.7 0.19 11.52 5 4.74 0.15 11.52 7.5 4.79 0.10 14.4 10 4.81 0.08 5.76 10.8 Correction Factor:0.5 Infiltration Rate (in/hr):5.4 Location:IT-9 Depth (ft):10.0 Diameter (in.):3.25 Elev. (ft):21.0 Start Time:10:50 Date of Test:7/25/2019 Time interval (min) Water Measurement (ft) Water Height (ft) Infiltration Rate (in/hr) 0 6.7 3.30 - 2.5 6.7 3.30 0 5 8.9 1.10 633.6 7.5 8.93 1.07 8.64 10 8.95 1.05 5.76 12.5 8.95 1.05 0 15 8.95 1.05 0 3.6 Correction Factor:0.5 Infiltration Rate (in/hr):1.8 Infiltration Test Data Average Infiltration Rate (in/hr): Infiltration Test Data Average Infiltration Rate (in/hr): * Large water drops during the test, possibly from communication around the casing Location:IT-10 Depth (ft):6.0 Diameter (in.):4 Elev. (ft):46.0 Start Time:11:21 Date of Test:7/25/2019 Time interval (min) Water Measurement (ft) Water Height (ft) Infiltration Rate (in/hr) 0 5 1.00 - 2.5 5.02 0.98 5.76 5 5.02 0.98 0 7.5 5.03 0.97 2.88 10 5.04 0.96 2.88 2.88 Correction Factor:0.5 Infiltration Rate (in/hr):1.44 Infiltration Test Data Average Infiltration Rate (in/hr): &LW\RI5HQWRQ &RQWUDFW3URYLVLRQVIRU 5DLQLHU$YH6&RUULGRU,PSURYHPHQWV±3KDVH BBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBB $33(1',;)±)UDQFKLVH8WLOLW\6WDQGDUGV CenturyLink Non Skid Covers Available FOR DETAILS, SEE REVERSE>> Items Shown Are Subject To Change Without Notice Issue Date: April 2016 No. 25-T VAULT ADJUSTABLE FRAME No. 38/25-TA COVER WITH CENTURY LINK PID# 2378448 25-TA © 1970-2016 Oldcastle Precast, Inc.80 SECTION AA A PLAN VIEW END VIEW A CENTURY LINK PID# 2378448 SCALE: 3/4"=1'-0" 25-TA © 1970-2016 Oldcastle Precast, Inc.80.1 Non Skid Covers Available FOR DETAILS, SEE REVERSE>> Items Shown Are Subject To Change Without Notice Issue Date: April 2016 CENTURY LINK PID# 2306738 VAULT No. 264-T ADJUSTABLE FRAME No. 264-TA COVER WITH 264-TA © 1973-2016 Oldcastle Precast, Inc.82 264-TA SCALE: 1/2” = 1’-0”CENTURY LINK PID# 2306738 SECTION AA A PLAN VIEW END VIEW A 264-TA © 1973-2016 Oldcastle Precast, Inc.82.1 FOR DETAILS, SEE REVERSE>> Items Shown Are Subject To Change Without Notice Issue Date: April 2016 CENTURY LINK PID# 2306746 No. 467-T42C BASE SECTION No. 467-B TOP SECTION 467-TA © 1995-2016 Oldcastle Precast, Inc.86 SCALE: 3/8” = 1’-0”CENTURY LINK PID# 2306746 SECTION AA A B PLAN VIEW B A SECTION BB 467-TA © 1995-2016 Oldcastle Precast, Inc.86.1 FOR DETAILS, SEE REVERSE>> Items Shown Are Subject To Change Without Notice Issue Date: April 2016 OPTIONAL TOP SECTION No. 612-MT No. 612-DBT BASE VAULT TOP SECTION No. 612-T42C 612-7-TA © 1970-2016 Oldcastle Precast, Inc.96 612-7-TA SCALE: 1/4” = 1’-0” SECTION AA A PLAN VIEW B B SECTION BB A 612-7-TA © 1970-2016 Oldcastle Precast, Inc.96.1 3048 Polymer Concrete Series / Tier 15 & 22END VIEWSIDE VIEWTOPVIEWCOVER VIEWStainless Steel Lift PinsMARKINGBOLT HOLENON SKIDSURFACEBOLTHOLELIFTING BOLT1”3”29 ⁷⁄”47 ¼”32 1/2”18”/24”/30”/36”/48”49 7/8”3 ¾”Tier 22Tier 22Rib Width3 ½”Yellow Represents10 oz Mat - built intothe interior and exterior wallInterior WallExterior WallPc05 Mix3/8” Inserts3208 Combo Mat (in Red)24 Oz (in Blue)Pc05 Mix22/32”TypicalWall ThicknessBody: Weight October 21, 2014File Cover: Tolerance +/- 1/8”Polymer Concrete Polymer ConcretePart No. Tier 15/22 RatedANSI/SCTE 77 2013This product design is the sole property of Martin Enterprises. This design is NOT to be altered unless written permission is granted by Martin Enterprises. Martin Enterprises“Your Underground Enclosure Experts”ISO 9001:2015 Registered FirmUL Listed Product File# E351227 QuEST Forum / TL9000 Registeredwww.martinfrp.com3/8 SS Hex HeadBolt1 1/8” WasherRINGCOVERDRAINHOLECORROSIONRESISTANTINSERTCover BoltRing InsertDiagramHardware Detail3048 Polymer Concrete Series430-725 lbs.3048 PC SeriesListed Product Proprietary  BY:DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONInterdisciplinary DesignREGISTEREDNOTGNIHSAW FOETATSERNEP R FO ENNALIOESIGS47649KARINA P. FRANA D A 2-4"Install into CenturyLink VaultCenturyLink to expose vault& rotate slightly for betteralignment for new conduits1of 10CENTURYLINK DESIGN11-18-20(WITH KPG REVISIONNOTES 2/17/21)  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONInterdisciplinary DesignREGISTEREDNOTGNIHSAW FOETATSERNEP R FO ENNALIOESIGS47649KARINA P. FRANA D A  2-4" CenturyLink25-TA Intercept Vault2-4" CenturyLink3048 Intercept Vault2-4" CenturyLink25-TA Intercept Vault2-4" CenturyLink2of 10  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONInterdisciplinary DesignREGISTEREDNOTGNIHSAW FOETATSERNEP R FO ENNALIOESIGS47649KARINA P. FRANA D A  2-4" CenturyLink4-4" CenturyLink20-4" CenturyLink16-4" CenturyLink2-4" CenturyLink14-4" CenturyLink13-4" CenturyLink13-4" CenturyLink1-4" CenturyLink38Y-612-TCA Vault25-TA Intercept VaultReplace w/ ADA Cover467-TAChange JUT alignmentto (2) 45 degree bends1-4" CenturyLink12-4" CenturyLink= Revision Dated 11/18/20203of 10REVISIONSUPDATED2/17/2138Y-612 VAULTROTATED/MOVED TOTHIS LOCATION PERCLINK EMAIL 10/27/20AND CLINK 90%REVIEW COMMENTSEMAIL 12/16/20STRUCTUREUPDATED TO 612TAPER CLINK EMAIL3/7/22  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONInterdisciplinary DesignREGISTEREDNOTGNIHSAW FOETATSERNEP R FO ENNALIOESIGS47649KARINA P. FRANA D A  13-4" CenturyLink5-4" CenturyLink4-4" CenturyLink4-4" CenturyLink1-4" CenturyLinkLMN/CTL to place interceptvault.Place 38Y-612-TCA Vault467-TA ManholeIntercept 3048 HandholeUse 60" radius bends inthe section of JUT1-4" CenturyLink*FROM VAULT ATSTA 22+2512-4" CenturyLinkLMN/CTL contractor to overset existing 4-4" ductbank prior to contractor installation of JUTVault to be field slot & placed as far North as ROWwill allowNew 4-4" for JUT heading North to be installed inSouth side corbels= Revision Dated 11/18/20204of 10REVISIONSUDPATEDPSE ASKED FORA45 DEGREEBEND HERE SOTHAT IS WHAT ISSHOWN, CLINKCONFIRMED OKAT MEETING2/25/21this vault may still betoo large to provideenough clearance tosandwich betweenpower and gas withinthe ROW, can this bea smaller vault?  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONInterdisciplinary DesignREGISTEREDNOTGNIHSAW FOETATSERNEP R FO ENNALIOESIGS47649KARINA P. FRANA D A 4-4" CenturyLink4-4" CenturyLink2-4" CenturyLink*To be bored*To be done w/ Phase 4A467-TA Manhole (Placed w/ Phase 4A)*Will need a second ped or small HH to pick up service toMcDonalds. Location of secondary ped or small HHneeds to be determined. Service cable to McDonaldsneeds to be located to determine where to interceptReplace with 25-TAEx. HH to beremoved and new25-TA to be set. CTLwill perform this work*To be done w/Phase 4A2-4" CenturyLink25-TA toIntercept FiberPhase LinePhase4APhase4BPhase4ASeeNote 1Note 1: Ex HH 259-1 toRemain in place after Phase4a is complete. It will beremoved after JUT andcabling for Phase 4B iscompletedNote 2: with Phase 4A, direct bury400pr cable to be installed from HH259-1 to the new 467-TA MH. Uponcompletion of Phase 4B, direct buriedcable from HH259-1 to 467-TA MH tobe removed along with HH 259-1SeeNote 25of 10  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONInterdisciplinary DesignREGISTEREDNOTGNIHSAW FOETATSERNEP R FO ENNALIOESIGS47649KARINA P. FRANA D A  4-4" CenturyLink1-4" CenturyLink*To pick up 25pr3-4" CenturyLink3-4" CenturyLink467-TA ManholePro 6 pedestalLocation to bedetermined in field6of 10  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONInterdisciplinary DesignREGISTEREDNOTGNIHSAW FOETATSERNEP R FO ENNALIOESIGS47649KARINA P. FRANA D A  3-4" CenturyLink3-4" CenturyLink3-4" CenturyLink264-TA Intercept264-TA7of 10  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONInterdisciplinary DesignREGISTEREDNOTGNIHSAW FOETATSERNEP R FO ENNALIOESIGS47649KARINA P. FRANA D A  3-4" CenturyLink3-4" CenturyLink467-TAReplace with 264-TARemove ex. structureand repalce w/ 25-TA.Removal &Replacement to bedone by CTL8of 106/12/20 TOMCONFIRMEDREPLACE WITH264-TA COMCAST © 2021 Microsoft Corporation © 2021 TomTomSCOPE OF WORK:SHEET INDEX:1- COVER SHEET2 - GENERAL NOTES3 - LEGEND4 - OVERVIEW5-14 - DESIGNCONTACTS:THIS IS PROPRITORY INFORMATION AND NOT MEANT FOR GENERAL PUBLICATION. ALL RIGHTS RESERVED CANNON CONSTRUCTIONPROJECT MAP:- EXISTING VAULTS NEEDED TO BE RELOCATED DUE TOFUTURE ROAD IMPROVEMENTS ALONG RAINIER AVE SFROM S 3RD ST TO NW 3RD PL.- INTERCEPT EXISTING SERVICE CONDUITS FOR FUTURETELECOM PROJECTS.- EXTEND TRENCH FROM PROPOSED JOINT UTILITYTRENCH TO EXISTING FACILITIES LOCATED NEAR BY.NEW AERIAL =OVERLASH =NEW UNDERGROUND =EXISTING UNDERGROUND =RISER (0)=TOTAL FOOTAGE =0 FT.0 FT.507 FT.0 FT.0 FT.507 FT.PROJECT DESCRIPTION - ROW**ALL FOOTAGES AND MATERIALS ARE ESTIMATEDNNEW BUILDING PATH WAY =EXISTING BUILDING PATH WAY =NEW UNDERGROUND =EXISTING UNDERGROUND =TOTAL FOOTAGE =0 FT.0 FT. 0 FT.0 FT.0 FT.PROJECT DESCRIPTION -SITE*TOTAL PROJECT FOOTAGE =507 FT.COMCASTRAINIER AVE SRENTON, WA 98057RN64 - FORCEDRELOCATEJB0000202624SAFETY | QUALITY | INTEGRITY | TEAMWORKConnecting The Future Since 1985CANNON COMPANIESJeff Tungsvik - (253)-677-3459 - jtungsvik@cannonconstructioninc.com145678910111213 GENERAL NOTESSTANDARD1. THE LOCATIONS OF UTILITIES SHOWN ON THE PLANS ARE APPROXIMATE. ALL UTILITY LOCATIONS SHALL BE VERIFIED PRIOR TOCONSTRUCTION. THE CONTRACTOR, AT HIS OWN EXPENSE, SHALL MAKE EXCAVATIONS AND BORINGS AHEAD OF THE WORK, ASNECESSARY, TO DETERMINE THE EXACT LOCATIONS OF UTILITIES AND UNDERGROUND STRUCTURES. IT IS UNDERSTOOD THAT THEREWILL BE INTERFERING UTILITIES AND OTHER UNDERGROUND PIPES, DRAINS OR STRUCTURES ENCOUNTERED THAT ARE NOT SHOWN ORAREAS SHOWN INCORRECTLY ON THE PLANS OR THAT HAVE NOT BEEN PREVIOUSLY DISCOVERED IN THE FIELD. THE CONTRACTORAGREES THIS IS A NORMAL AND USUAL OCCURRENCE IN THE CONSTRUCTION OF UNDERGROUND IMPROVEMENTS. FURTHERMORE,CONTRACTORS UNDERSTAND AND AGREE THAT WORK IN SOME CASES PROPOSED PATH MAYBE IN CLOSE PROXIMITY TO SAID UTILITIESAND UNDERGROUND PIPES, DRAINS AND STRUCTURES NOT SHOWN ON THE PLANS WHICH MAY REQUIRE A CHANGE IN OPERATIONS ANDMAY CAUSE SLOUGHING OF THE TRENCH, ADDITIONAL TRAFFIC CONTROL, ADDITIONAL PAVEMENT AND BACKFILL COSTS AND TIME. THECONTRACTOR AGREES THAT A REASONABLE NUMBER OF THESE OCCURRENCES IS USUAL AND ORDINARY, AND ARE REFLECTED IN THEBID AND PLAN OF OPERATION. THE CONTRACTORS AGREES TO PROVIDE FOR THESE CONFLICTS AND AGREES TO PROVIDE FOR AREASONABLE AMOUNT OF TIME FOR DESIGN CHANGES AND/OR UTILITY RELOCATIONS DUE TO SAID CONFLICTS.2. CALL THE UTILITIES UNDERGROUND LOCATION CENTER AT 8113. INSPECTIONS - THE CONTRACTOR SHALL NOTIFY LOCAL JURISDICTIONS FOR REQUIRED INSPECTION SERVICES.4. EXCESS WATER - SHOULD WATER BE ENCOUNTERED DURING CONSTRUCTION, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TODEWATER, AS PER LOCAL JURISDICTIONS STANDARD SPECIFICATIONS, BEFORE CONSTRUCTION CONTINUES.5. NO SILT LADEN WATER IS TO BE DISCHARGED FROM THE SITE WITHOUT PASSING THROUGH AN EROSION CONTROL SYSTEM.6. THE CONTRACTOR SHALL SCHEDULE AND CONTROL HIS/HER WORK SO AS TO COMPLY WITH ALL APPLICABLE ORDINANCES TO PREVENTANY HAZARDS TO PUBLIC SAFETY, HEALTH AND WELFARE.7. ALL STREETS SHALL BE KEPT FREE OF DIRT AND DEBRIS ON A CONTINUOUS BASIS.8. AN APPROVED COPY OF THESE PLANS WILL BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS.9. THE CONTRACTOR SHALL BE SOLELY AND COMPLETELY RESPONSIBLE FOR THE CONDITIONS OF THE JOB SITE, INCLUDING SAFETY OF ALLPERSONS AND PROPERTY DURING THE PERFORMANCE OF THE WORK. THIS REQUIREMENT WILL APPLY CONTINUOUSLY AND NOT BELIMITED TO NORMAL WORKING HOURS.10. PEDESTRIAN AND VEHICULAR ACCESS TO ADJACENT PROPERTIES SHALL BE MAINTAINED AT ALL TIMES EXCEPT WHERE PRIOR WRITTENAPPROVAL FROM THE PROPERTY OWNER HAS BEEN OBTAINED.11. BARRICADE OPEN DEPRESSIONS AND HOLES OCCURRING AS PART OF THIS WORK, AND POST WARNING LIGHTS ON ADJACENTPROPERTIES WITH PUBLIC ACCESS. OPERATE WARNING LIGHTS DURING HOURS FROM DUSK TO DAWN EACH DAY AND AS OTHERWISEREQUIRED.12. PROTECT STRUCTURES, UTILITIES, PAVEMENTS, AND OTHER FACILITIES FROM DAMAGE CAUSED BY SETTLEMENT, LATERAL MOVEMENT,UNDERMINING WASHOUT AND OTHER HAZARDS CREATED BY OPERATIONS UNDER THIS SECTION.TRAFFIC CONTROL1. THE CONTRACTOR IS ADVISED THAT ALL LANE CLOSURES SHALL BE KEPT TO A MINIMUM. LOCAL JURISDICTIONS WILL APPROVE ONLYTHOSE LANE AND ROADWAY CLOSURES DETERMINED TO BE NECESSARY FOR THE CONTRACTOR TO ACCOMPLISH A SPECIFIC TASK. NOLANE OR ROADWAY CLOSURES WILL BE PERMITTED WITHOUT PRIOR APPROVALS.2. THE CONTRACTOR SHALL KEEP ALL TRAFFIC LANES AND SHOULDERS CLEAR OF EQUIPMENT AND MATERIALS DURING NON-WORKINGHOURS. EQUIPMENT AND MATERIALS SHALL NOT BE STORED ON THE STREETS. THE CONTRACTOR'S EMPLOYEES AND AGENTS SHALL NOTPARK PRIVATE VEHICLES ALONG THE ROADWAY OR MEDIAN.SITE PREPARATION1. SOD AND LAWN TO BE REMOVED SHALL BE CUT TO A NEAT VERTICAL LINE 6" MINIMUM BEYOND THE TRENCH LINE. SOD SHALL BE EITHERREMOVED FROM THE SITE, OR CAREFULLY STOCKPILED FOR REUSE.2. SAW CUT PAVEMENT TO A NEAT VERTICAL LINE 8" TO 12" MINIMUM BEYOND THE TRENCH LINE. REPLACE PAVEMENT WITH LIKE MATERIAL(I.E., ASPHALT WITH ASPHALT, CONCRETE WITH CONCRETE).3. EXCEPT AS NOTED HEREIN, ALL MATERIAL REMOVED SHALL BE TAKEN FROM THE SITE AND DISPOSED OF BY THE CONTRACTOR.TRENCH EXCAVATION AND BACKFILL1. TRENCH BACKFILL - WHERE MATERIAL EXCAVATED FROM TRENCHES IS UNSUITABLE FOR BACKFILL, THE CONTRACTOR SHALL BACKFILLWITH BANK RUN GRAVEL OR MAY ELECT TO USE CDF IN LIEU OF THE COMPACTION/PROCTOR PROCESS. STONEWAY MIX 351 ISACCEPTABLE IN ALL LOCATIONS. QUICK SETTING MIX 1004 IS ACCEPTABLE IN NON-TRAFFIC AREAS. MIX 1121 IS TO BE USED INTRAFFIC-BEARING LOCATIONS.2. COMPACTION, WHEN NECESSARY, SHALL BE PERFORMED IN ACCORDANCE WITH LOCAL JURISDICTION REQUIREMENTS.UTILITY DUCT1. BURIED DUCT SHALL BE (1) 4" SCHEDULE 40 PVC, UNLESS NOTED OTHERWISE. MINIMUM CONDUIT COVER SHALL BE 36" WITH A MINIMUMSLOPE OF 1/2 % TO VAULT.2. THOROUGHLY CLEAN CONDUIT BEFORE USING OR LAYING. DURING CONSTRUCTION AND AFTER THE DUCT LINE IS COMPLETED, PLUGENDS OF CONDUITS TO PREVENT WATER WASHING INTO CONDUIT OR MANHOLES, TAKE PARTICULAR CARE TO KEEP CONDUITS CLEAR OFCONCRETE, DIRT AND ANY OTHER SUBSTANCE DURING THE COURSE OF CONSTRUCTION.3. AFTER DUCT PLACEMENT HAS BEEN COMPLETED, PROOF AND CLEAN DEBRIS FROM EACH DUCT, ITS ENTIRE LENGTH. INSTALL PULL ROPEAND PLACE WATERTIGHT COMPRESSION PLUGS AT BOTH ENDS. ANY CONDUITS CONTAINING FIBER CABLE WILL REQUIRE SIMPLEXCOMPRESSION PLUGS SEALING THE CONDUITS AROUND THE CABLE.4. OUTSIDE INNERDUCT SHALL BE 1-1/4" OPTIC-GUARD NON-METALLIC FLEXIBLE, IN COLOR SUCH AS RED OR ORANGE, WITH PULL ROPES ANDPLUGS. EXPOSED INNERDUCT INSIDE OF BUILDINGS SHALL BE PLENUM-RATED.CEMENT CONCRETE PAVEMENT1. ALL CONCRETE PAVEMENT REMOVED OR DAMAGED BY THIS WORK SHALL BE REPLACED ACCORDING TO THE STANDARD SPECIFICATIONSOF EACH JURISDICTION.ASPHALT CONCRETE PAVEMENT1. ALL ASPHALT CONCRETE PAVEMENT REMOVED OR DAMAGED BY THIS WORK SHALL BE REPLACED WITH CLASS B ASPHALT CONCRETEACCORDING TO THE REQUIREMENTS OF EACH JURISDICTION.GRAVEL AREAS1. ALL GRAVEL AREAS DAMAGED OR REMOVED BY THIS WORK SHALL BE REPLACED WITH CRUSHED SURFACING TOP COURSE INACCORDANCE WITH THE REQUIREMENTS OF EACH JURISDICTION.SITE RESTORATION1. ALL DISTURBED OR DAMAGED AREAS SHALL BE RESTORED TO A CONDITION EQUAL TO, OR BETTER THAN, THAT WHICH EXISTED PRIOR TOPLACEMENT OF THE CONDUIT AND STRUCTURES.2. VEGETATION REMOVED FOR THIS WORK SHALL BE REPLACED WITH IN-KIND PLANT MATERIAL AND SHALL BE PROPERLY PLANTED ANDWATERED IN TO ENSURE ITS SURVIVAL.3. SITE RESTORATION SHALL INCLUDE REPLACING EXISTING CABLING AND PULL ROPES IN EXISTING CONDUITS AS THEY EXISTED PRIOR TOCONSTRUCTION.WATER QUALITY1. CONSTRUCTION ACTIVITIES OCCURRING ADJACENT TO STORM DRAINAGE STRUCTURES SHALL COMPLY WITH THE STATE OFWASHINGTON'S WATER QUALITY STANDARDS2. THE CONTRACTOR SHALL LIMIT THE USE OF PETROLEUM PRODUCTS ON THE SITE.DIRECTIONAL BORING1. WHEN BORING ROADWAYS, INSTALL (1) 4" SCHEDULE 40 PVC CONDUIT WITH PULL ROPES AND PLUGS.2. PROTECT EXISTING UTILITIES -- COORDINATE WITH LOCAL JURISDICTIONS TO POTHOLE AS REQUIRED TO LOCATE EXISTING UTILITIES.FIRE PROTECTION1. ALL INSTALLED BACKBOARDS SHALL BE PAINTED WITH FIRE-RESISTANT PAINT.2. ALL FIRE SEALED DUCT ENDS AND CORES SHALL BE 2 HOUR FIRE-RATED. ALL FIRE SEAL IN EXISTING LOCATIONS SHALL BE REPAIRED ORREPLACED UPON DUCT OR CABLE PLACEMENT.AERIAL INSTALLATION1. ALL AERIAL CONSTRUCTION IS TO BE PERFORMED TO INDUSTRY ACCEPTABLE STANDARDS.2. ALL NEW AERIAL (AND EXISTING) CABLE HEIGHTS OF ATTACHMENT TO BE DOCUMENTED AT TIME OF CONSTRUCTION.3. 6.35 MM STRAND TO BE USED WITH STANDARD 1/4" POLE LINE HARDWARE UNLESS OTHERWISE SPECIFIED. BOND STRAND TO POWER MAINWHERE APPLICABLE.4. ALL ANCHORS TO BE USED WILL BE 3/4" SCREW TYPE.5. IT IS THE CONTRACTOR'S RESPONSIBILITY TO MAINTAIN AND FOLLOW ALL NESC CODES ALONG WITH APPLICABLE LOCAL AND REGIONALGOVERNING AUTHORITIES. ANY DISCREPANCIES BETWEEN THESE AUTHORITIES AND OR THE CONSTRUCTION PERMITS IS TO BEVALIDATED WITH THE DESIGNER OR ENGINEER PRIOR TO CONSTRUCTION.COMCASTOFRENTON, WA 980571/12/2021MKJTRN64: FORCED RELOCATERAINIER AVE SGENERAL NOTES214 EDGE OF PAVEMENTFOGLINEPOWERCOMMUNICATIONSEWERDRAINDRAINAGE DITCHGASWATERTRAFFIC SIGNALTELCOMSTEAMUNKNOWN UTILITYRIGHT OF WAYTRAFFIC CONESPROPOSED NEW BORESTRAW WATTLESPLTCWRUTILITY POLEVAULT - SMALLPEDESTALSTREET LIGHTCROSSWALK LIGHTUTILITY RISERVVAULT - SMALL444LA MANHOLEVAULT - 25TACATCH BASINCATCH BASIN WITH SOCKGLULAM UTILITY POLECENTER LINELANE LINEFENCEHIGH VISIBILITY FENCE SSEWER MANHOLEDDRAIN MANHOLEWWATER MANHOLEVUTILITY VALVESHRUBBERYBORE PITVAULT - LARGEVAULT - 25TACCOMMUNICATION MANHOLEFIRE HYDRANTDISTANCE STATIONCONSTRUCTION NOTE CALLOUT#X.XDISTANCE DIMENSIONASPHALT SURFACECONCRETE SIDEWALK PANELCONCRETE ROADWAY PANELHFH-FRAMEVAULT - LARGECABCABINETLEGENDLANE DIRECTION INDICATORPROPOSEDMARK-UP NOTATIONSRESTORATION TYPESEXISTING FEATURESLINE TYPESA7LANDSCAPECROSS SECTION SYMBOLCROSS SECTION NAMECROSS SECTION SHOWN ON PAGEFLFLEOPPPTSTSCCDDDDDDDDDDDDDDGGWWTTSTSTROWSUKCBCBPPVVVVVVWORK BEING DONE1LOCATIONPHOTO NOTE CALLOUT#PHOTO LOCATOR SYMBOLPROPOSED NEW TRENCHEXISTING UNDERGROUND PATHWAYPROPOSED NEW AERIAL STRANDEXISTING AERIAL PATHWAYEXISTING SPLICE CASEPROPOSED SPLICE CASEEXISTING FIBER/COAX STORAGEPROPOSED FIBER/COAX STORAGECOMCASTOFRENTON, WA 980571/12/2021MKJTRN64: FORCED RELOCATERAINIER AVE SLEGEND314 PROPOSED JOINTUTILITY TRENCHCONSTRUCTION NOTES:- EXISTING VAULTS NEEDED TO BE RELOCATED DUE TOFUTURE ROAD IMPROVEMENTS ALONG RAINIER AVE S FROMS 3RD ST TO NW 3RD PL.- INTERCEPT EXISTING SERVICE CONDUITS FOR FUTURETELECOM PROJECTS.- EXTEND TRENCH FROM PROPOSED JOINT UTILITY TRENCHTO EXISTING FACILITIES LOCATED NEAR BY.LEGENDEXISTING VAULTPROPOSED JOINTTRENCHCOMCASTOFRENTON, WA 980571/12/2021MKJTRN64: FORCED RELOCATERAINIER AVE SOVERVIEW414N CCCCOMHH CCCCCOMVCOMVCOM1-4"1-2"1-4"2-4"CHANNELL 36"X48" VAULTLEGENDVCOMVCOMVCOMPEDESTALJOINT TRENCHEXISTING COMM LINEPROPOSED TRENCHCOMHHPCOMJTCCHANNELL 24"X36" VAULTCHANNELL 17"X30" VAULT9" ROUND FLUSH MOUNTHANDHOLEJTCPROPOSED NEWVAULT LOCATIONPROPOSED NEWVAULT LOCATIONPROPOSED NEWVAULT LOCATIONPROPOSED NEWVAULT LOCATION22'SCALE: 1"=20'0' 10' 20' 40'JOINT UTILITY TRENCH TO TIEINTO EXISTING COMCAST VAULTEXTEND TRENCHTO TIE IN VAULTJT JTJTJTJTJTJTCOMCASTOFRENTON, WA 980571/12/2021MKJTRN64: FORCED RELOCATERAINIER AVE SDESIGN514N CCCCCCCVCOMCOMVCOMVCOM2-4"1-4"1-4"CHANNELL 36"X48" VAULTLEGENDVCOMVCOMVCOMPEDESTALJOINT TRENCHEXISTING COMM LINEPROPOSED TRENCHCOMHHPCOMJTCCHANNELL 24"X36" VAULTCHANNELL 17"X30" VAULT9" ROUND FLUSH MOUNTHANDHOLEJTCPROPOSED NEWVAULT LOCATIONPROPOSED NEWVAULT LOCATIONPROPOSED NEWVAULT LOCATIONPROPOSED NEWVAULT LOCATIONINTERCEPTSERVICE CONDUITSCALE: 1"=20'0' 10' 20' 40'1-4"2-4"JTJTJTJTJTJTJTJTJTJTJTJTJTJTJTCOMCASTOFRENTON, WA 980571/12/2021MKJTRN64: FORCED RELOCATERAINIER AVE SDESIGN614N VCOMCOMJTVCOMC CC2-4"3-4"1-2"1-4"5-4"3-4"CHANNELL 36"X48" VAULTLEGENDVCOMVCOMVCOMPEDESTALJOINT TRENCHEXISTING COMM LINEPROPOSED TRENCHCOMHHPCOMJTCCHANNELL 24"X36" VAULTCHANNELL 17"X30" VAULT9" ROUND FLUSH MOUNTHANDHOLEJTCPROPOSED NEWVAULT LOCATIONUPGRADE EXISTINGVAULT TO 24"X36"45'EXTEND TRENCH TO TIEINTO EXISTING VAULTINTERCEPTSERVICE CONDUITSCALE: 1"=20'0' 10' 20' 40'JTJTJTJTJTJTJTJTJTJT JTJTCOMCASTOFRENTON, WA 980571/12/2021MKJTRN64: FORCED RELOCATERAINIER AVE SDESIGN714N COMCVCOMCCCOMCCCCCCC1-4"1-4"3-4"CHANNELL 36"X48" VAULTLEGENDVCOMVCOMVCOMPEDESTALJOINT TRENCHEXISTING COMM LINEPROPOSED TRENCHCOMHHPCOMJTCCHANNELL 24"X36" VAULTCHANNELL 17"X30" VAULT9" ROUND FLUSH MOUNTHANDHOLEJTCPROPOSED NEWVAULT LOCATIONPROPOSED NEWVAULT LOCATIONPROPOSED NEWVAULT LOCATIONINTERCEPTSERVICE CONDUITSCALE: 1"=20'0' 10' 20' 40'JTJTJTJTJTJTJTJTJTJTCOMCASTOFRENTON, WA 980571/12/2021MKJTRN64: FORCED RELOCATERAINIER AVE SDESIGN814N COMPCOM3-4"2-4"CHANNELL 36"X48" VAULTLEGENDVCOMVCOMVCOMPEDESTALJOINT TRENCHEXISTING COMM LINEPROPOSED TRENCHCOMHHPCOMJTCCHANNELL 24"X36" VAULTCHANNELL 17"X30" VAULT9" ROUND FLUSH MOUNTHANDHOLEJTCPROPOSED NEWVAULT LOCATION225'INTERCEPTSERVICE CONDUITINTERCEPTSERVICE CONDUITCOMCAST TO EXTEND TRENCH TOPOLE (LOCATED AT CORNER OFHARDIE AVE SW & SW VICTORIA STSCALE: 1"=20'0' 10' 20' 40'1-4"VCOMVCOMPLACE NEWPEDESTAL IN ROWPROPOSED NEWVAULT LOCATIONEXTEND TRENCH WITH (1)4" CONDUIT TO NEWPROPOSED 24"X36" VAULT160'PROPOSED NEWVAULT LOCATION1-4"VCOMPROPOSED NEWVAULT LOCATIONJTJTJTJTJTJTJT JTJT COMCASTOFRENTON, WA 980571/12/2021MKJTRN64: FORCED RELOCATERAINIER AVE SDESIGN914N VCOM5-4"2-4"CHANNELL 36"X48" VAULTLEGENDVCOMVCOMVCOMPEDESTALJOINT TRENCHEXISTING COMM LINEPROPOSED TRENCHCOMHHPCOMJTCCHANNELL 24"X36" VAULTCHANNELL 17"X30" VAULT9" ROUND FLUSH MOUNTHANDHOLEJTCPROPOSED NEWVAULT LOCATIONSCALE: 1"=20'0' 10' 20' 40' JTJTJTJT COMCASTOFRENTON, WA 980571/12/2021MKJTRN64: FORCED RELOCATERAINIER AVE SDESIGN1014N COMCOMJTJTJTJTJTJT JT JT JT JT 2-4"2-4"CHANNELL 36"X48" VAULTLEGENDVCOMVCOMVCOMPEDESTALJOINT TRENCHEXISTING COMM LINEPROPOSED TRENCHCOMHHPCOMJTCCHANNELL 24"X36" VAULTCHANNELL 17"X30" VAULT9" ROUND FLUSH MOUNTHANDHOLEJTCPROPOSED NEWVAULT LOCATIONPROPOSED NEWVAULT LOCATIONSCALE: 1"=20'0' 10' 20' 40'COMCASTOFRENTON, WA 980571/12/2021MKJTRN64: FORCED RELOCATERAINIER AVE SDESIGN1114N COMJT JT JT JT JT JTJTCOM2-4"4-4"2-4"CHANNELL 36"X48" VAULTLEGENDVCOMVCOMVCOMPEDESTALJOINT TRENCHEXISTING COMM LINEPROPOSED TRENCHCOMHHPCOMJTCCHANNELL 24"X36" VAULTCHANNELL 17"X30" VAULT9" ROUND FLUSH MOUNTHANDHOLEJTCPROPOSED NEWVAULT LOCATION55'SCALE: 1"=20'0' 10' 20' 40'EXTEND TRENCHWITH (2) 4" CONDUITCOMCASTOFRENTON, WA 980571/12/2021MKJTRN64: FORCED RELOCATERAINIER AVE SDESIGN1214N VCOMJTJTJT C2-4"2-4"1-2"CHANNELL 36"X48" VAULTLEGENDVCOMVCOMVCOMPEDESTALJOINT TRENCHEXISTING COMM LINEPROPOSED TRENCHCOMHHPCOMCHANNELL 24"X36" VAULTCHANNELL 17"X30" VAULT9" ROUND FLUSH MOUNTHANDHOLEJTCSCALE: 1"=10'0'5' 10' 20'24"x36" VAULT2" CONDUIT TO GO TO14"X19" VAULT ATAPPROXIMATE STA 38+50LTINTERCEPT SERVICECONDUITCOMCASTOFRENTON, WA 980571/12/2021MKJTRN64: FORCED RELOCATERAINIER AVE SDESIGN1314N NW 3RD PL2-4"SCALE: 1"=20'0' 10' 20' 40'COMDRIVEWAYDRIVEWAY JTJTJTJT JTJTCHANNELL 36"X48" VAULTLEGENDVCOMVCOMVCOMPEDESTALJOINT TRENCHEXISTING COMM LINEPROPOSED TRENCHCOMHHPCOMJTCCHANNELL 24"X36" VAULTCHANNELL 17"X30" VAULT9" ROUND FLUSH MOUNTHANDHOLEJTCPROPOSED NEW VAULTLOCATION (IN ROW)COMCASTOFRENTON, WA 980571/12/2021MKJTRN64: FORCED RELOCATERAINIER AVE SDESIGN1414N PSE NVicinity Map101115653 ARE TO BE INSTALLED, CROSS SECTION DETAILS OF THE TYPICAL EROSIONSTRUCTURES, & SPECIAL REQUIREMENTS FOR WORK IN SENSITIVE AREAS.)EROSION & SEDIMENT CONTROL REQUIREMENTSNOTES DETAILING WHERE EROSION OR SEDIMENT CONTROL STRUCTURES(LOCAL JURISDICTIONS MAY HAVE ADDITIONAL REQUIREMENTS INCLUDING0150.3200 TECHNIQUES FOR TEMPORARY EROSION & SEDIMENT CONTROLEROSION & SEDIMENT CONTROL SHALL BE PER PSE STANDARD PRACTICE& ANY ADDITIONAL LOCAL JURISDICTION REQUIREMENTS.FOREMAN (CHECK BOX WHEN COMPLETED)PSE Equipment LOCKED/SECURED & Work Area left in CLEAN/SAFE Condition.Grid, Cable, and Switch numbers INSTALLED & VERIFIED.Field Changes RED-LINED on As-built.Indicate correct FUSE SIZE on As-built & VERIFY proper PHASE.Foreman's Signature _______________________________________________Print Name ___________________________________ Date ______________Material VERIFIED and CHANGES noted on Paperwork.Total PRIMARY Cable noted on As-built.Company ID#'s RECORDED in correct location on As-built.Deviations noted on the As-built and their reason.I certify that the work performed meets PSE's standards and procedures and that all quality requirements are met.NoNoNoYesYesYes"Flagging Required""Outages Required""Locates Required"LEGENDEXISTING PROPERTY LINEEXISTING UG RISERNEW UG RISERSVC STUBJ-BOXNEW TRENCH LINEEXIST. 3Ø WIREEXISTING CENTER LINEEXISTING CONDUCTOR TO BE REMOVEDDISCONNECT - FUSEDEXIST. 1Ø WIREEXISTING RIGHT OF WAYPROPOSED PULL VAULTEXISTING POLEDOWN GUYEXISTING SECONDARY SERVICE LINEDISCONNECT - UNFUSEDEXISTING STREETLIGHTNEW POLEPROPOSED PADMOUNT TRANSFORMEREXISTING PADMOUNT TRANSFORMERPROPOSED TOTAL UNDERGROUND TRANSFORMEREXISTING TOTAL UNDERGROUND TRANSFORMERHANDHOLEPRIMARY METERING POINTRAINIER AVE PHASE 4UG RELOCATIONPSE GENERAL SPECIFICATIONSScope of Work- Relocating equipment in conflict with proposed sidewalk improvements along Rainier Ave Sbetween S 3rd st and N Airport Way.General-All work is to be completed per PSE Standards & Practices. Copies of all PSE Standardsare available upon request.-Work sites shall be kept clear of debris and all construction materials; equipment andpacking shall be removed daily.-Return all unused and removed poles, transformers and hardware to PSE, storeroom. Allcopper shall be coiled and returned the day it is removed from the poles. Remove allunused pins and insulators.-Return all streetlights, area lights and floodlights to Sumner yard.Pre-Construction-Notify appropriate city, County or DOT authorities 48 to 72 hours, or as required bypermitting agency, in advance of starting work in Right-of-way involving a Permit.-All system switching shall be approved by System Operations (425-882-4652) a minimumof 48 hours in advance.-Notify customers of all outages 48 hours in advance.Work Drawings & Documents-PSE Project Manager or Engineer shall approve field design changes.-Mark all field changes, equipment ID numbers and Underground cable information in red onForeman's copy of work sketch.-Return one Foreman's copy of work sketch to Project Manger at completion of job.-When permits are required, a copy of the permits shall be available on work site at all times.Safety- efer to PSE standards 6275.3000 for requirements on System Grounding-Refer to PSE standards 6275.9210, 6275.9230 and 6275.6250 for personal protectivegrounding requirements.-Refer to PSE standards 6275.9150 for vehicle grounding and barricading requirements.-Proper line clearances shall be taken at the beginning, and released at the end, of eachworkday, or as otherwise instructed by the System Operator.-Provide signs, barricades, and traffic control in conformance with permit regulations.-Utilize flagging and other vehicle traffic control as necessary and in conformance with localtraffic regulations.-Maintain traffic flow as required by permitting agency.Joint Facilities-Coordinate with Communication Companies for transfers.OVERHEAD CONSTRUCTIONPoles & Structures-Poles are to be installed or relocated as staked. Unless otherwise noted, all pole locationmeasurements are from the center of the pole.-All new poles set shall be the class indicated on the sketch, or better. Do not set a lowerclass pole than specified.-Install ground plate assembly on all new poles. Install Switch Ground Assembly perstandard specification 6014.1000 at new gang operated switch locations.-Install grid numbers on all new and existing poles as shown on sketch.-Straighten existing poles as indicated or as necessary.-Treat all field-drilled poles with copper napthenate wood preservative.-Remove old poles after communication companies have transferred off and return to PSEstoreroom. Fill and crown pole holes and restore the area similar to adjacent landscaping.Conductors & Equipment-Transfer all overhead and underground primary, secondary and service conductors andguys to new poles set, unless otherwise indicated on this sketch.-Transfer existing transformers to new poles unless otherwise indicated on this sketch.-Use stirrups to connect all overhead and underground primary taps, and all transformers.Install at all sites being worked within the scope of the project where they are currentlymissing.- For 12vK construction, install avian protection with #4 CU-covered jumpers (MID#9998076)and #4 SD Aluminum covered tie-wire (MID#8309760). For 34vK construction use barewire primary jumpers with pre-formed helical-grip ties and avian protection devices whenrequired per Std. 6015.2000. Jumpers for poles that are double dead ended with tree wirecan be either the same size tree wire conductor or covered CU.-Apply grit inhibitor on all Ampact, stirrup, and dead-end connections.-Connect primary taps and transformers to same phase as existing unless otherwise shownon the drawing.-All neutral connections to be made with solid compression connectors. Connect all polegrounds to common neutral.-Use Load-interrupter cutouts (with arc shields) on all primary overheads and undergroundtaps with fused protection above 40T.-Install Wildlife Protectors on all transformers.Cable Tags and Pulling-Primary Underground Cable Identification Tag installation shall conform to PSE standards6825.6050.-Cable Pulling shall conform to PSE standards 6825.6100 and 6825.6150RESPONSIBILITIES OF THE CITYDocumentation-The city and their contractor shall attend a pre-construction meeting specifically forinstallation of bare duct and vault system.-PSE will provide to the city contractor with construction plans for the installation of PSEduct and vault system.-All installations shall conform to specifications contained in this document and all relevantPSE standards.Safety-Field changes shall be pre-approved by PSE or designated representative prior toconstruction with proof of acceptance required prior to PSE acceptance of completed ductand vault system.-The city contractor shall not access energized power vaults without the assistance of PSEline workers.Trench and Excavation-The city contractor shall not expose energized power conductors (direct buried or inconduit) without the assistance of PSE line workers.-The city shall provide all trench excavation and backfill for the installation of new ormodified PSE underground distribution system within the construction area.-All trench excavation shall conform to PSE standards 6790.0075, 6790.0130, 6790.0140,6790.0250, and 6790.3050.-PSE plans show general trench alignment. They do not show specific cross sections withexisting or proposed other utilities. It is the City's responsibility to install PSE facilities atnecessary depths to avoid and provide required clearances to other existing or proposedutilities.-Construct the shared utility trench where the various utilities can transition in and out of thetrench line in an orderly fashion without altering duct bank alignments of other utility.Separation of crossing utilities sharing the common utility trench is 6”.-After the new underground system is installed an energized, additional excavation may benecessary to re-train existing underground cables into the new vaults. This excavation willbe provided by the city with 48 hours notice.- Placement of other utility vaults within the trench line alignment encumbering access toPSE facilities is not allowed.- If four or more six inch conduits are installed in a trench, fluidized thermal backfill (FTB)shall be installed around the conduits to a depth of six inches above and to the sides of theconduit, and two inches underneath, per PSE Standard 6790.0140.Vault Installation-City shall install PSE vaults in accordance with PSE standards 6775.0035 and 6775.0040.-Vault hole excavation shall be prepared level and free of debris with a minimum 6” base ofcrushed rock to prevent vault settling.-PSE Vaults in planter areas shall be set 2” above final grade.-PSE Vaults in hard surface locations such as sidewalks shall be adjusted to match finishedgrade prior to the installation of PSE conductors and equipment. Maximum adjustment up is5”- more than 5” require and additional riser.- Note: The city contractor will not be allowed to make vault adjustments after PSEconductors and equipment are energized. PSE line crew will perform the adjustments on achange order basis.-City shall provide all surveying necessary to assure all PSE vaults are installed in thealignment location specified in this document. The city shall be responsible for establishinggrade elevation for PSE vaults.-All PSE vaults shall be clean and clear of construction debris with all knockouts and coveradjustments grouted to PSE satisfaction prior to PSE accepting delivery of bare conduit &vault system.Conduit Installation-All PSE conduit installations shall conform to PSE standards 6800.6000, 6800.8050, and6825.6505.-All conduits shall be routed and installed per conduit tables, installation diagrams, anddetails in this work sketch.-The city shall proof every PSE conduit run prior to final PSE acceptance. Proofing isdefined as pulling a mandrel of the same diameter through the conduit. Mule tape providedby PSE shall be pulled in behind the mandrel in each conduit run as evidence of proofing.A plug shall be installed in all spare conduits.-All conduits entering PSE vaults shall be through the appropriate knockouts to ensureproper cable lay. Vault entries causing cables to cross each other in the vault, or lay in thevault unevenly, will be rejected and corrected at the expense of the city contractor.- All conduit entries into PSE vault shall be straight and level with a minimum of 6' straightsection outside the vault wall and 2” on conduit extending into the vault with bell endsinstalled.- PSE conduits shall be placed in the trench maintaining a minimum of 1-1/2” of separation.Use conduit spacers (provided by PSE) every 10'.-PSE conduit runs shall be placed straight and level. Should it become necessary to alterconduit alignments to avoid other utilities the maximum bend radius allowed is 22-1/2degrees. Bend radius greater than 22-1/2 degrees require prior approval from PSEengineering representatives.-All PSE conduits shall be placed with the minimum separation between other utility facilitiesas specified in PSE standard 6790.0130. Refer to the typical utility trench cross sectiondetail in this work sketch.-All PSE conduits shall have a minimum of 36” of cover. Cover of less than 36” ispermissible on a case by case basis provided that such installations adhere to PSEstandard 6790.0130 figure 2. Pre-approval by PSE engineering representatives is required.-City installed empty conduit is not able to be located by normal means. It is the City'sresponsibility to note the location and depth of the installed conduit and protect it fromdamage by themselves or others throughout the duration of the project.Materials-The city shall not backfill PSE facilities until authorized by the PSE Inspector.-City shall be responsible for the security all PSE materials delivered to the job site.-The city contractor shall sign material manifest slips for all PSE materials delivered to thejob site.-Initial delivery of PSE materials to the job site requires 10 days minimum advanced noticeto PSE storeroom.-After the initial delivery of materials subsequent bulk material deliveries to the job site byPSE vendors require a minimum of 5 days- advanced notice to PSE storeroom.-PSE representatives will provide delivery of all miscellaneous material necessary for duct &vault installation, such as couplings, glue, bends, etc., with minimum 3 days advancednotice to the PSE storeroom.-City shall provide equipment and labor necessary to off load material on site.-All vaults will be delivered by the manufacture to the job site as follows:--575 and smaller with a minimum 3 days advanced notice to PSE storeroom.--5106 and larger with a minimum 5 days advanced notice to PSE storeroom.-If vault excavation is not ready when vaults are delivered, city contractor will providenecessary equipment to install vaults. Install mastic sealant between the sections ofmult-section vaults (sealant provided by manufacturer).-All unused material shall be returned to PSE stores and reconciled after PSE duct & vaultinstallations are complete.Inspection-PSE will provide an Inspector during city contractor installation of PSE bare duct and vaultsystem.-The roll of the PSE Inspector is limited to verification of compliance to all relevant PSEstandards and practices. The PSE Inspector will not approve changes to planned PSEfacility locations or change orders.-The PSE Inspector will be the contact for all issues concerning installation of bare duct andvault system for PSE and provide a liaison between the field and engineering for changerequests.-The city shall provide the PSE Inspector the means (survey staking) to verify proper depthof burial and location for all PSE facilities to the satisfaction of the PSE Inspector on site. Ifthe Inspector is unable to verify proper depth of burial, location, or grade of PSE facilities anon-compliance document will be issued effecting PSE final acceptance of city installedfacilities for PSE.Owner / Developer Contact InfoofficeATTN:CITY OF RENTON1055 SOUTH GRADY WAYRENTON, WA 98057MICHELLE FALTAUOS(425) 430-7301PHONECABLE TV11425278 101115653N/AN/A 108109514PROJECT PHASEPWRNOTIF# ORDER#SuperiorUG ExpenseRemoval594124397E-Mail:Cell Phone:Project Manager Contact Information:Manager:JASON AIREY206-348-6937JASON.AIREY@PSE.COMTHIS SKETCH NOT TO BE RELIED UPON FOR EXACT LOCATION OF EXISTING FACILITIESCALL 811 TWO BUSINESS DAYS BEFORE YOU DIGFor contacts below dial 1-888-CALL PSE (225-5773)UTILITIESCONTACTPHONE#COUNTY1/4 SECU-MAP NO (POWER)OP MAPEmer Sect Gas Wk Ctr POWER WK CTRPLAT MAPJOINT FACILITIES ARRANGEMENTSDRAWN BYCHECKED BYAPPROVED BYFOREMAN #1FOREMAN #2MAPPINGINCIDENT MAOPGas Order Elect OrderSCALE PAGEENGR - POWERENGR - GASFUNCTIONPROJECT MGRPERMITREAL ESTATE/EASEMENT21REV#3DATE DESCRIPTIONBYCONTACT PHONE NO DATEOH CKT MAP CIRCUIT NOUG CKT MAPJASON AIREY 206-348-9637 6/26/19KHADER GOUESSE 253-254-2896 6/26/19N/A N/A N/AKEANG LIM 253-395-6916 N/AREQUIRED CITY OF RENTONRAINIER AVE PHASE 4UG RELOCATION131 RAININER AVE S RENTON, WA 98057N/A N/AN/A 101115653AS NOTED1/12KING N/A N/A CSPSKEPIS18 T23 R05E N/A N/A2350E069, 70, 72 2305E076PCR-13N/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AJOB SITEPSE COMMENTS 5/19/2021 336.4 ACSRJ15A317988129807NEWIP10REMVREMVPV07A317983165813NEWEXISTEXIST101115653 SCALE: NONEUNIVERSAL CIRCUIT MAP (2305E069, 70, 72)OVERHEAD CIRCUIT MAP (2305E076)SCALE: NONEUTILITIESCONTACTPHONE#COUNTY1/4 SECU-MAP NO (POWER)OP MAPEmer Sect Gas Wk Ctr POWER WK CTRPLAT MAPJOINT FACILITIES ARRANGEMENTSDRAWN BYCHECKED BYAPPROVED BYFOREMAN #1FOREMAN #2MAPPINGINCIDENT MAOPGas Order Elect OrderSCALE PAGEENGR - 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POWERENGR - GASFUNCTIONPROJECT MGRPERMITREAL ESTATE/EASEMENT21REV#3DATE DESCRIPTIONBYCONTACT PHONE NO DATEOH CKT MAP CIRCUIT NOUG CKT MAPJASON AIREY 206-348-9637 6/26/19KHADER GOUESSE 253-254-2896 6/26/19N/A N/A N/AKEANG LIM 253-395-6916 N/AREQUIRED CITY OF RENTONRAINIER AVE PHASE 4UG RELOCATION131 RAININER AVE S RENTON, WA 98057N/A N/AN/A 101115653AS NOTED3/12KING N/A N/A CSPSKEPIS18 T23 R05E N/A N/A2350E069, 70, 72 2305E076PCR-13N/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/ASITE SPECIFIC NOTES:IP01 EXPOSE AND INTERCEPT EXISTING 1-4" CONDUIT FROM J01 AND EXTEND NORTH TO J02 EXPOSE AND INTERCEPT EXISTING 1-4" CONDUIT FROM SW01 AND EXTEND NORTH TO J02 EXPOSE AND INTERCEPT EXISTING 1-6" CONDUIT AND EXTEND NORTH TO PV02IP02 EXPOSE AND INTERCEPT EXISTING 1-4" AND EXTEND SOUTH TO J02Vault & Equipment TableSiteWorkingSpaceGridNumberVault Size& CoverType & SizeEquipmentIn VaultPrimary BushingsTransformerID Numbers(Company ID)MATERIAL INFORMATIONASBUILT INFORMATIONForeman-CompleteLB DCPV01 EXISTING3178011658055106 Vault - - INSTALL 3-SPL750J01 EXISTING317824165805504 Vault 3 INSTALL 3-ELB10JJ02NEW3178341298164'8"X7'5"X5' Vaultw/2-3' Anti-skid DoorsMat ID: 9996162J-Box below gradew/3-4 pos busMat ID: 762590012 -JBOX3AS 6055.1030INSTALL 12-ELB10JFB01 NEW317833129816SEE DETAIL (PAGE 12)PV02NEW3178531298175106 Shortw/3' Anit-skid DoorsMat ID: 9996167600A Cable SplicesMat ID: 7666050-SVD5AS 6051.2000INSTALL 3-SPL750V01 REMOVE3178441658035106 VaultTUT3X167kVA120/208vJ03 REMOVE3178461658035106 VaultJ04EXISTING3178501658003INSTALL 3-ELB10JJ05 NEW3178551298304'8"X7'5"X5' Vaultw/2-3' Anti-skid DoorsMat ID: 9996162J-Box below gradew/3-4 pos busMat ID: 762590093JBOX3AS 6055.1030INSTALL 9-ELB10JINSTALL 3 DC-7630600V02 REMOVE317842165813112.5kVA120/2080vAbandon Existing MP VaultReturn PM XFMR to storesV02ANEW317842129828HH 4'8"X4'8"X3'6"Mat ID: 7663900150kVA120/208vMat ID: 62581003PM3P15S 6045.5000INSTALL 3-ELB10JSECONDARY HH/PEDESTAL TABLESitePedestalorHandholeNumber ofPositionsRequiredRemarksHH01AHH36350AS 6HH01BHH14350AS 4HH02AHH36350AS 6HH03AHH36350AS 6HH04AHH36350AS 6HH05AHH14500AS 4 CABLE REMOVAL SCHEDULECABLENO.LOCATIONSCABLE(LF) ESTCABLE TYPE YEAR INSTFROM TOAGC634-35-36 PV01 PV04 715 750 KCMILADV750-51-52SW1J03 2051/0 AL JKTABW967-68-69 J03 J01 2001/0 AL JKTADV753-54-55 J03 V01 20 1/0 AL JKTADV756-57-58 V01 V01 20 1/0 AL JKTADV759-60-61 V01 V02 90 1/0 AL JKT10401-02-03 J03 J04 1701/0 AL JKT58542-43-44 J03 V08 3101/0 AL JKTTotal Feet 1015 (1/0 AL JKT) ACTUAL________RemovedTotal Feet 715 (750 KCMIL) ACTUAL________RemovedSERVICE RELOCATIONS AND CONVERSIONSNAME AND ADDRESSMeter NumberOld Point ofDeliveryNew Pointof DeliveryService NotesCITY OF RENTON - 250 RAINIER AVE SX154415942 V01-HH01 V02A-HH01ANEW UG SVCLAMAR ADVERTISING - 250 RAINIER AVE S X149123380 V01-HH01 V02A-HH01A NEW UG SVCHERTZ CO. - 250 RAINIER AVE SX147430037 V01-HH01 V02A-HH01ANEW UG SVCHERTZ CO. - 240 RAINIER AVE SX149123379 V01-HH01 V02A-HH01A NEW UG SVCWENDY'S - 230 RAINIER AVE S P149158310 V02 V02A NEW UG SVCTACTON INC - 101 S 2ND STP149158303 V08-HH05 V07-HH05ANEW UG SVCInstalled at site:Grid Number:kVA Rating:TRANSFORMER INSTALLATION (PM)Company ID#:Primary phase connected to:Tested Secondary VoltageMaterial ID#:Foreman to redline the following information150kVA 120/208v6258100 V02A 317842-129828HH moved to SE to avoid gas line ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••RAINIER AVE S"235BIG ISLANDPOKE""225METRO PCS""144VACANT""205S. LAKEEUROPEAN""134BUDDY'S HOMEFURNISHINGS""128RENTONVETERINARY""175AUTOZONE""126GRAVITY SPORTS"S 2ND ST25kVA120/240v3 x 50kVA120/208vV09317880165808REMV50kVA120/240v100kVA120/240v1x37.5kVA 120/240v1x15kVA 120/240vIP04PV03J06317869129835V05317886165841EXIST225kVA120/208vV10317883129819NEW50kVA120/240v100KVA120/240v10'X20'EASEMENTHH0610'X10'EASEMENTEX UG 3ØCITY ROW CITY ROW15'X40'EASEMENTJ07NEWMATCHLINE STA 19+00PAGE 3 & 4MATCHLINE STA 22+75PAGE 4 & 5317874129830IP0310'x40' EASEMENTV0731786912983337.5kVA120/240v317882129819DWYV06317875165841EXIST3X25kVA120/208v25kVA120/240vNEWNEWNEWREMVNEW 2-4", 2-6"DWYDWYDWYDWY NEW UG SVC DWY NEW 2-4", 2-6"1-4" FIBERV03317863129817NEWV08317879165808REMVV04317875165822REMVHH06ANEWHH07HH07AREMVNEWHH08EXISTHH08ANEW317900165806PV04REMVTRAFFICCABINETFB02317870129833NEWSITE PLAN101115653 SCALE: 1" = 20'UTILITIESCONTACTPHONE#COUNTY1/4 SECU-MAP NO (POWER)OP MAPEmer Sect Gas Wk Ctr POWER WK CTRPLAT MAPJOINT FACILITIES ARRANGEMENTSDRAWN BYCHECKED BYAPPROVED BYFOREMAN #1FOREMAN #2MAPPINGINCIDENT MAOPGas Order Elect OrderSCALE PAGEENGR - POWERENGR - GASFUNCTIONPROJECT MGRPERMITREAL ESTATE/EASEMENT21REV#3DATE DESCRIPTIONBYCONTACT PHONE NO DATEOH CKT MAP CIRCUIT NOUG CKT MAPJASON AIREY 206-348-9637 6/26/19KHADER GOUESSE 253-254-2896 6/26/19N/A N/A N/AKEANG LIM 253-395-6916 N/AREQUIRED CITY OF RENTONRAINIER AVE PHASE 4UG RELOCATION131 RAININER AVE S RENTON, WA 98057N/A N/AN/A 101115653AS NOTED4/12KING N/A N/A CSPSKEPIS18 T23 R05E N/A N/A2350E069, 70, 72 2305E076PCR-13N/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AVault & Equipment TableSiteWorking SpaceGridNumberVault Size& CoverType & SizeEquipmentIn VaultPrimary BushingsTransformerID Numbers(Company ID)MATERIAL INFORMATIONASBUILT INFORMATIONForeman-CompleteLB DCV03 NEW3178631298174'8"X7'X7'8" HHw/2 Door Adj TUT, ASMat ID: 9996334TUT37.5kVA 120/240vMat ID: 624115015kVA 120/240vMat ID: 62410504-TUT30DA 6045.7052INSTALL 4-ELB10JV04REMOVE3178751658225106 VaultTUT25kVA 120/240vJ06 NEW3178691298354'8"X7'5"X5' Vaultw/2-3' Anti-skid DoorsMat ID: 9996162J-Box below gradew/3-4 pos busMat ID: 762590012 -JBOX3AS 6055.1030INSTALL 12-ELB10JPV03 NEW3178741298305106 Shortw/3' Anit-skid DoorsMat ID: 9996167600A Cable SplicesMat ID: 7666050SVD5AS 6051.2000INSTALL 3-SPL750V05EXISTING317886165841PM XFMR225kVA 120/208v3INSTALL 3-ELB10JV06 EXISTING317875165841TUT3X25kVA 120/208v25kVA 120/240v3 INSTALL 3-ELB10JV07 NEW31786912983336"X42"X38" Unistrut MPMat ID: 766300137.5kVA PM XFMR120/240vMat ID: 624705011MINU1SR 6045.1010INSTALL 1-ELB10JINSTALL 1 DC-7630600FB02NEW317870129833SEE DETAIL (PAGE 12)V08 REMOVE317879165808TUT3X50kVA 120/208vV09 REMOVE317880165808TUT50kVA 120/240v100kVA 120/240vJ07 NEW3178821298194'8"X7'5"X5' Vaultw/2-3' Anti-skid DoorsMat ID: 9996162J-Box below gradew/3-4 pos busMat ID: 762590011 1JBOX3AS 6055.1030INSTALL 11-ELB10JINSTALL 1 DC-7630600V10 NEW317883129819HH 5106 w/3 Grate VentsMat ID: 7907200TUT50kVA 120/240vMat ID: 6241200100kVA 120/240vMat ID: 62413003TUT3OD 6045.7052INSTALL 4-EBL10JPV04 REMOVE317900165806504 Pulling Vault CABLE REMOVAL SCHEDULECABLENO.LOCATIONSCABLE(LF) ESTCABLE TYPE YEAR INSTFROM TOADV785 V04 V04 20 1/0 AL JKTADV782-83-84 V04 V08 190 1/0 AL JKTADV790-91-92 V04 V05 10 1/0 AL JKTADV786-87-88 V04 V06 25 1/0 AL JKTADV768-69-70 V08 V08 201/0 AL JKTADV779-80-81 V08 V09 70 1/0 AL JKTADV771-72 V09 V09 20 1/0 AL JKTAGC570-71-72 V09 J08 290 1/0 AL JKTADV776-77-78 V09V125101/0 AL JKT53683-84-85 PV04 PV05 455750 KCMILTotal Feet 1095 (1/0 AL JKT) ACTUAL________RemovedTotal Feet 455 (750 KCMIL) ACTUAL________RemovedSITE SPECIFIC NOTES:IP03 EXPOSE AND INTERCEPT EXISTING 1-4" CONDUIT AND EXTEND WEST TO J06IP04 EXPOSE AND INTERCEPT EXISTING 1-4" CONDUIT AND EXTEND WEST TO J06PV04 REMOVE SPLICESECONDARY HH/PEDESTAL TABLESitePedestalorHandholeNumber ofPositionsRequiredRemarksHH06AHH36350AS 6HH07AHH36350AS6HH08EXISTING -HH08AHH36350AS 6SERVICE RELOCATIONS AND CONVERSIONSNAME AND ADDRESSMeter NumberOld Point ofDeliveryNew Pointof DeliveryService NotesPOKE - 235 RAINIER AVE SX149123375 V09 V03NEW UG SVCInstalled at site:Grid Number:kVA Rating:TRANSFORMER INSTALLATION (PM)Company ID#:Primary phase connected to:Tested Secondary VoltageMaterial ID#:Foreman to redline the following information37.5kVA 120/240v6247050V07 317869-129833Installed at site:Grid Number:kVA Rating:TRANSFORMER INSTALLATION (TUT)Company ID#:Primary phase connected to:Tested Secondary VoltageMaterial ID#:V03317863-129817Foreman to redline the following information25kVA 120/240v6241100Installed at site:Grid Number:kVA Rating:TRANSFORMER INSTALLATION (TUT)Company ID#:Primary phase connected to:Tested Secondary VoltageMaterial ID#:V10317883-129819Foreman to redline the following information50kVA 120/240v6241200Installed at site:Grid Number:kVA Rating:TRANSFORMER INSTALLATION (TUT)Company ID#:Primary phase connected to:Tested Secondary VoltageMaterial ID#:V10317883-129819Foreman to redline the following information100kVA 120/240v6241200 •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••RAINIER AVE S"151WATSONSECURITY""12 HAROLD'S""110MOTEL"3 x 50kVA120/240v317905165804112.5kVA120/208v3 x 50kVA120/240v10'X15'EASEMENT10'X20' EASEMENTMATCHLINE STA 22+75PAGE 4 & 5DWYDWY DWYDWY IP05"132"317949165799PV05EXISTDWY "104ROYAL ORCHID"SW VICTORIA ST75kVA120/240v2 x 75kVA277/480vHAYE S PL S W HH09V12A317929129816NEW75kVA120/240v2 X 75kVA277/480vJ10317927129818NEW"125""106"DWY DWY IP07REPLIP06"100F1 FAST LUBE"J08317912165813EXISTV11317911165817REMVV11A317910129830NEWV13317935165803EXIST317935165804V12REMVHH10EXIST75kVA120/240vHH0XNEWPROPOSEDBUS STOPCUST OWNED SVCTRAFFICCABINET 318013165783112.5kVA120/208vV143180131657801x75kVA 120/240v1x50kVA 120/240vEXISTEX FEEDER & 3Ø PRIHARDIE AVE NWHARDIE AVE SWSW VICTORIA STJ09317912165813EXISTSITE PLAN101115653 SCALE: 1" = 20'UTILITIESCONTACTPHONE#COUNTY1/4 SECU-MAP NO (POWER)OP MAPEmer Sect Gas Wk Ctr POWER WK CTRPLAT MAPJOINT FACILITIES ARRANGEMENTSDRAWN BYCHECKED BYAPPROVED BYFOREMAN #1FOREMAN #2MAPPINGINCIDENT MAOPGas Order Elect OrderSCALE PAGEENGR - POWERENGR - GASFUNCTIONPROJECT MGRPERMITREAL ESTATE/EASEMENT21REV#3DATE DESCRIPTIONBYCONTACT PHONE NO DATEOH CKT MAP CIRCUIT NOUG CKT MAPJASON AIREY 206-348-9637 6/26/19KHADER GOUESSE 253-254-2896 6/26/19N/A N/A N/AKEANG LIM 253-395-6916 N/AREQUIRED CITY OF RENTONRAINIER AVE PHASE 4UG RELOCATION131 RAININER AVE S RENTON, WA 98057N/A N/AN/A 101115653AS NOTED5/12KING N/A N/A CSPSKEPIS18 T23 R05E N/A N/A2350E069, 70, 72 2305E076PCR-13N/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/ABREAK LINE ~250FT - PAGES 5 & 6Vault & Equipment TableSiteWorking SpaceGridNumberVault Size& CoverType & SizeEquipmentIn VaultPrimary BushingsTransformerID Numbers(Company ID)MATERIAL INFORMATIONASBUILT INFORMATIONForeman-CompleteLB DCJ08 EXISTING317912165813575 Vault 9 - INSTALL 9-ELB10JV11REMOVE3179111658175106 VaultTUT3 X 50kVA120/240VV11A NEW317910129830HH 5106 Anti Skidw/3 DoorsMat ID: 9996168TUT3 X 50kVA120/240vMat ID: 624120010TUT3DAS 6045.7052INSTALL 10-ELB10JJ09 EXISTING317912165813575 Vault 2 INSTALL 2-ELB10JJ10NEW3179271298184'8"X7'5"X5' Vaultw/2-3' Anti-skid DoorsMat ID: 9996162J-Box below gradew/3-4 pos busMat ID: 762590012 -JBOX3AS 6055.1030INSTALL 12-ELB10JV12 REMOVE3179351658045106 VaultTUT75kVA 120/240v2 X 75kVA277/480vV12A NEW317929129816HH 5106 Anti Skidw/3 DoorsMat ID: 9996168TUT3 X 75kVA277/480vMat ID: 62392503TUT3LRA 6045.7052INSTALL 3-ELB10JV13EXISTING317935165803575 VaultTUT75kVA 120/240v1 INSTALL 1-ELB10JPV05 EXISTING317949165799600A Cable SplicesMat ID: 7666050INSTALL 3-SPL10JV14 EXISTING3180131657805106 VaultTUT75kVA 120/240v50kVA 120/240v CABLE REMOVAL SCHEDULECABLENO.LOCATIONSCABLE(LF) ESTCABLE TYPE YEAR INSTFROM TOAGC567-68-69J08V11951/0 AL JKTADW818-19V12J09 251/0 AL JKTADW812 V12 V13 20 1/0 AL JKT53692-93-94 V12 V14 40 1/0 AL JKTTotal Feet 180 (1/0 AL JKT) ACTUAL________RemovedSITE SPECIFIC NOTES:IP05 EXPOSE AND INTERCEPT EXISTING 1-4" ACONDUIT AND EXTEND NORTH TO J10IP06 EXPOSE AND INTERCEPT EXISTING 1-6" CONDUIT AND EXTEND SOUTH TO PV04IP07 EXPOSE AND INTERCEPT EXISTING 1-4" CONDUIT AND EXTEND SOUTH TO J10SECONDARY HH/PEDESTAL TABLESitePedestalorHandholeNumber ofPositionsRequiredRemarksHH09HH14350AS 4HH10EXISTINGBREAK LINE ~770FT - PAGE 5BREAK LINE ~770FT - PAGE 5BREAK LINE ~110FT - PAGE 5SERVICE RELOCATIONS AND CONVERSIONSNAME AND ADDRESS Meter NumberOld Point ofDeliveryNew Point ofDeliveryService NotesFORMULA ONE - 100 RAINIER AVE S X149121638 V12 V11A NEW UG SVCBOONMA LLC - 104 RAINIER AVE S X149122529 V12 V11A NEW UG SVCWEST MOTEL - 110 RAINIER AVE SZ003973373V11 V11A NEW UG SVCHAROLDS - 124 RAINIER AVE S X149123362 V11 V11A NEW UG SVCRENTON VET - 128 RAINIER AVE S H077566292 V11 V11A NEW UG SVCKEY SHOP - 151 RAINIER AVE SX149123378V12 V12A NEW UG SVCInstalled at site:Grid Number:kVA Rating:TRANSFORMER INSTALLATION (TUT)Company ID#:Primary phase connected to:Tested Secondary VoltageMaterial ID#:Foreman to redline the following information50kVA 120/240v6241200317910-129830V11AInstalled at site:Grid Number:kVA Rating:TRANSFORMER INSTALLATION (TUT)Company ID#:Primary phase connected to:Tested Secondary VoltageMaterial ID#:Foreman to redline the following information75kVA 277/480v6239250317929-129816V12ARemoved vault that was • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• ••••••••••••••••• •••••••••••••••••• •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• •••••••••••••• •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••RAINIER AVE SS TOBIN ST317967165834112.5kVA120/208v31796816583375kVA120/240v3 x 75kVA120/208v317991165818150kVA120/208v100TX78466P01317968165841EXISTP02A317959129838NEWX84229 - 100TX84230 - SBIP08336.4 ACSR"68 STARBUCKS"J12317970129814NEWV16A317972129814NEW75kVA120/240vP02317968165831RELCCITY-PHASE 4ACITY-PHASE 4B"74 TOMMY'S CAFE"CITY ROWCITY ROWPV06A317963129815NEWV15A317968129814NEW3x75kVA120/208vJ12NEWJ13NEW2x50kVA 120/208v1x100kVA 120/240v317960129832317977129814END OF PHASE A SYSTEMDWY DWYDWYDWYDWY NEW UG SVC N.O.CITY ROWPV07317942165803EXISTJ14317942165802EXISTIP09317970165807PV06REMVJ11317970165831EXISTHH11EXIST"73 MCDONALD'S""77 CHEVRONV16317981165806REMVV15317983165806REMVPCR-13EM01SITE PLAN101115653 SCALE: 1" = 20'UTILITIESCONTACTPHONE#COUNTY1/4 SECU-MAP NO (POWER)OP MAPEmer Sect Gas Wk Ctr POWER WK CTRPLAT MAPJOINT FACILITIES ARRANGEMENTSDRAWN BYCHECKED BYAPPROVED BYFOREMAN #1FOREMAN #2MAPPINGINCIDENT MAOPGas Order Elect OrderSCALE PAGEENGR - POWERENGR - GASFUNCTIONPROJECT MGRPERMITREAL ESTATE/EASEMENT21REV#3DATE DESCRIPTIONBYCONTACT PHONE NO DATEOH CKT MAP CIRCUIT NOUG CKT MAPJASON AIREY 206-348-9637 6/26/19KHADER GOUESSE 253-254-2896 6/26/19N/A N/A N/AKEANG LIM 253-395-6916 N/AREQUIRED CITY OF RENTONRAINIER AVE PHASE 4UG RELOCATION131 RAININER AVE S RENTON, WA 98057N/A N/AN/A 101115653AS NOTED6/12KING N/A N/A CSPSKEPIS18 T23 R05E N/A N/A2350E069, 70, 72 2305E076PCR-13N/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/ASITE SPECIFIC NOTES:P02A-NEW 317959-129838 INSTALL NEW 45' CL 2 POLE AS STAKED (PD452) 6010.1000 INSTALL 3Ø DE EAST (DE2310) 6033.1040 INSTALL 200A AND 600A TERMS (TSU6D31) 6043.1022 INSTALL 200A SWITCH #X84229 FUSE AT 100T (3412700) INSTALL 600A SWITCH #X84230 SB INSTALL (2) 6" RISER ASSEMBLIES (RIS6CSS) 6042.1000CAP SPARE RISER 10' UP THE POLE INSTALL (2) 4" RISER ASSEMBLY (RIS4CSS) 6042.1000CAP SPARE RISER 10' UP THE POLE INSTALL (1) 3" RISER ASSEMBLY (RIS3CSS) 6042.1000 INSTALL (1) 7/16" PRIMARY DOWN GUY (GYD7SA) 6013.0100 INSTALL (1) 3/8" NEUTRAL DOWN GUY (GYD3SAN) 6013.0100 INSTALL 20" ANCHOR PLATE 10' WEST OF POLE (ANDP20) 6012.1000 TRANSFER 336.4 ACSR FROM P01 TRANSFER OH SEC TPX FROM P01 INSTALL GRID NUMBERSIP08 EXPOSE AND INTERCEPT EXISTING 1-4" AND EXTEND EAST TO J11IP09 EXPOSE AND INTERCEPT EXISTING 2-4" AND EXTEND SOUTH TO J13 EXPOSE AND INTERCEPT EXISTING 2-6" AND EXTEND SOUTH TO PV06AEM01 INSTALL 1 ELECTRONIC MARKER BALL AT NEW 1-4" CONDUITBREAK LINE ~250FT - PAGES 5 & 6Vault & Equipment TableSiteWorking SpaceGridNumberVault Size& CoverType & SizeEquipmentIn VaultPrimary BushingsTransformerID Numbers(Company ID)MATERIAL INFORMATIONASBUILT INFORMATIONForeman-CompleteLB DCJ11EXISTING317970165831575 Vault 3- INSTALL 3-ELB10JPV06 REMOVE317970165807504 VaultPV06A NEW3179631298155106 Shortw/3' Anit-skid DoorsMat ID: 9996167600A Cable SplicesMat ID: 7666050SVD5AS 6051.2000INSTALL 3-SPL750J12NEW3179701298144'8"X7'5"X5' Vaultw/2-3' Anti-skid DoorsMat ID: 9996162J-Box below gradew/3-4 pos busMat ID: 7625900102JBOX3AS 6055.1030INSTALL 10-ELB10JINSTALL 2 DC-7630600V15 REMOVE3179831658065106 VaultTUT3 X 175kVA120/2080vAbandon Existing MP VaultReturn PM XFMR to storesV15ANEW317968129814HH 5106 Anti Skidw/3 DoorsMat ID: 9996168TUT3 X 75kVA120/208vMat ID: 62312503TUT3LRA 6045.7052INSTALL 3-ELB10JV16 REMOVE317981165806504 VaultTUT75kVA 120/240vV16ANEW317972129814HH 48"X48"X38"MP XFMRMat ID: 766211075kVA 120/240vMat ID: 624715011MINU1SR 6045.1000INSTALL 1-ELB10JINSTALL 1 DC-7630600J13 NEW3179771298144'8"X7'5"X5' Vaultw/2-3' Anti-skid DoorsMat ID: 9996162J-Box below gradew/3-4 pos busMat ID: 762590066JBOX3AS 6055.1030INSTALL 6-ELB10JINSTALL 6 DC-7630600J14 EXISTING317942165802575 Vault 3 INSTALL 3-ELB10JPV07EXISTING3179421658035106 Vault 3INSTALL 3-SPL750 CABLE REMOVAL SCHEDULECABLENO.LOCATIONSCABLE(LF) ESTCABLE TYPE YEAR INSTFROM TO53820-21-22 P02 PV06 35 750 KCMIL53829-30-31 J11 V15 305 1/0 AL JKT53823-24-25 PV06 PV07 310750 KCMIL51406-07-08 PV07SW021180750 KCMILADW831-32-33 V15 V15 20 1/0 AL JKTADW834-C V15 V16 20 1/0 AL JKTTotal Feet 935 (1/0 AL JKT) ACTUAL________RemovedTotal Feet 1425 (750 KCMIL) ACTUAL________Removed POLE RETIREMENT TABLE TEMP TRANSFERS ST. LIGHT TRANSFERSSITE#POLE DATA POLETEL TV FIBER TRAN RMVD ID NUMBERGRID # HEIGHT CLASS YEAR TOPPED RMVDP02 317968-165831SERVICE RELOCATIONS AND CONVERSIONSNAME AND ADDRESSMeter NumberOld Point ofDeliveryNew Pointof DeliveryService NotesMCDONALD'S - 73 RAINIER AVE S P149157969V14 V14ANEW UG SVCInstalled at site:Grid Number:kVA Rating:TRANSFORMER INSTALLATION (TUT)Company ID#:Primary phase connected to:Tested Secondary VoltageMaterial ID#:Foreman to redline the following information75kVA 120/208v6231250V15A317968-129814Installed at site:Grid Number:kVA Rating:TRANSFORMER INSTALLATION (PM)Company ID#:Primary phase connected to:Tested Secondary VoltageMaterial ID#:Foreman to redline the following information75kVA 120/240v6247150V16A 317972-129814SECONDARY HH/PEDESTAL TABLESitePedestalorHandholeNumber ofPositionsRequiredRemarksHH11EXISTINGE-Marker installed to locate 1-4" (Fiber)during phase B • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •••••••••••••••••••••••••••••••••••••••••••••••• • • • • • • • • • ••• •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• ••••••••••••••••• ••••••••••••••••••••••••••• •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• •••••••••••••• ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• • • • • • • • • • • • • • • • • • • • • • • •31797012981431797212981475kVA120/240vCITY ROW3179631298153179681298143x75kVA120/208v317977129814N.O.CITY ROWJ02A317988129807NEWIP04PV02A317983165813NEWIP02RENTON AVE EXTMATCHLINE STA 32+50PAGE 7PV02317942165803REMVJ02317942165802REMVIP03IP01J01EXISTPV01EXISTRAINIER AVE S"73 MCDONALD'S"V01317971165778100kVA120/240vEXISTHAYE S PL S W • • • • • • • • ••••••••••••••••••••••• • • • • • • • • • • • • ••• •••••••••••••••• • • • ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• ••••••••••••••••••••••••••••••• ••••••••••••••••••••• ••••••••••••••••••••• •••••••••••••••••••• •••••••••••••••• •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• •••AIRPORT WAY SMATCHLINE STA 32+50PAGE 7MATCHLINE STA 34+00PAGE 7 & 8RAINIER AVE SHH0XNEWTRAFFICCABINET37.5kVA120/240vV0X317XXX129XXXNEWSITE PLAN - PHASE B101115653 SCALE: 1" = 20'UTILITIESCONTACTPHONE#COUNTY1/4 SECU-MAP NO (POWER)OP MAPEmer Sect Gas Wk Ctr POWER WK CTRPLAT MAPJOINT FACILITIES ARRANGEMENTSDRAWN BYCHECKED BYAPPROVED BYFOREMAN #1FOREMAN #2MAPPINGINCIDENT MAOPGas Order Elect OrderSCALE PAGEENGR - POWERENGR - GASFUNCTIONPROJECT MGRPERMITREAL ESTATE/EASEMENT21REV#3DATE DESCRIPTIONBYCONTACT PHONE NO DATEOH CKT MAP CIRCUIT NOUG CKT MAPJASON AIREY 206-348-9637 6/26/19KHADER GOUESSE 253-254-2896 6/26/19N/A N/A N/AKEANG LIM 253-395-6916 N/AREQUIRED CITY OF RENTONRAINIER AVE PHASE 4UG RELOCATION131 RAININER AVE S RENTON, WA 98057N/A N/AN/A 101115653AS NOTED7/12KING N/A N/A CSPSKEPIS18 T23 R05E N/A N/A2350E069, 70, 72 2305E076PCR-13N/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/ASITE SPECIFIC NOTES:IP01 EXPOSE AND INTERCEPT EXISTING 2-6" AND EXTEND NORTH TO PV01A EXPOSE AND INTERCEPT EXISTING 1-4" AND EXTEND NORTH TO FB03IP02 EXPOSE AND INTERCEPT EXISTING 2-6" AND EXTEND SOUTH TO PV01AIP03 EXPOSE AND INTERCEPT EXISTING 2-4" AND EXTEND WEST TO J02A EXPOSE AND INTERCEPT EXISTING 2-6" AND EXTEND NORTH TO PV02IP04 EXPOSE AND INTERCEPT EXISTING 1-2" AND EXTEND EAST TO J01AVault & Equipment TableSiteWorking SpaceGridNumberVault Size& CoverType & SizeEquipmentIn VaultPrimary BushingsTransformerID Numbers(Company ID)MATERIAL INFORMATIONASBUILT INFORMATIONForeman-CompleteLB DCPV02 REMOVE3179701658315106 VaultPV02A NEW3179601298325106 Shortw/3' Anit-skid DoorsMat ID: 9996167600A Cable SplicesMat ID: 7666050--SVD5ASINSTALL 3-SPL750J02REMOVE317970165807575 VaultJ02A NEW3179631298154'8"X7'5"X5' Vaultw/2-3' Anti-skid DoorsMat ID: 9996162J-Box below gradew/3-4 pos busMat ID: 762590075JBOX3ASINSTALL 7-ELB10JINSTALL 5 DC-7630600V01 EXISTING317970129814504 VaultTUT100kVA120/240vV0XNEW317XXX129XXX25kVA PM XFMRFOR FUTURE TRAFFIC CABINET CABLE REMOVAL SCHEDULECABLENO.LOCATIONSCABLE(LF) ESTCABLE TYPE YEAR INSTFROM TO51406-07-08 PV01SW021180750 KCMILADW824-CJ02 V01 4001/0 AL JKTADW838-39-40 J02 J03 450Total Feet 850 (1/0 AL JKT) ACTUAL________RemovedTotal Feet 1180 (750 KCMIL) ACTUAL________RemovedBREA K LI N E ~2 9 0 F TSECONDARY HH/PEDESTAL TABLESitePedestalorHandholeNumber ofPositionsRequiredRemarksHH0XHH14350AS 4 TRAFFIC CABINETIntercept existing 1-4"(Fiber) •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••31804516580131804016580825kVA120/240vRAINIER AVE SJ03REMV318036129808PV03NEW"271"CITY ROW J03ANEWEX FEEDER & 3Ø PRIMATCHLINE STA 37+75PAGE 8V02EXIST318033129808DWYDWYDWYDWYMATCHLINE STA 34+00PAGE 7 & 8HH0XNEW•••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••RAINIER AVE SNW 3RD PLSW01EXIST3 x 37.5kVA120/208v318084165793U0390318085165793318086165794318087165793NELSON PL NW25TAPSE FIBER VAULTAND PROPOSED CONDUITMATCHLINE STA 37+75PAGE 8RAINIER AVE SJ04EXISTIP0531808816579337.5kVA120/240vHH0XANEWTRAFFICCABINETV03EXISTFB03318086165795NEWSITE PLAN - PHASE B101115653 SCALE: 1" = 20'UTILITIESCONTACTPHONE#COUNTY1/4 SECU-MAP NO (POWER)OP MAPEmer Sect Gas Wk Ctr POWER WK CTRPLAT MAPJOINT FACILITIES ARRANGEMENTSDRAWN BYCHECKED BYAPPROVED BYFOREMAN #1FOREMAN #2MAPPINGINCIDENT MAOPGas Order Elect OrderSCALE PAGEENGR - POWERENGR - GASFUNCTIONPROJECT MGRPERMITREAL ESTATE/EASEMENT21REV#3DATE DESCRIPTIONBYCONTACT PHONE NO DATEOH CKT MAP CIRCUIT NOUG CKT MAPJASON AIREY 206-348-9637 6/26/19KHADER GOUESSE 253-254-2896 6/26/19N/A N/A N/AKEANG LIM 253-395-6916 N/AREQUIRED CITY OF RENTONRAINIER AVE PHASE 4UG RELOCATION131 RAININER AVE S RENTON, WA 98057N/A N/AN/A 101115653AS NOTED8/12KING N/A N/A CSPSKEPIS18 T23 R05E N/A N/A2350E069, 70, 72 2305E076PCR-13N/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/ASITE SPECIFIC NOTES:IP05 EXPOSE AND INTERCEPT EXISTING 2-4" AND 2-6" EXTEND WEST TO J04 AND SW01Vault & Equipment TableSiteWorking SpaceGridNumberVault Size& CoverType & SizeEquipmentIn VaultPrimary BushingsTransformerID Numbers(Company ID)MATERIAL INFORMATIONASBUILT INFORMATIONForeman-CompleteLB DCJ03 REMOVE317802165805504 Vault 3 - INSTALL 3-ELB10JJ03ANEW3178241658054'8"X7'5"X5' Vaultw/2-3' Anti-skid DoorsMat ID: 9996162J-Box below gradew/3-4 pos busMat ID: 762590093JBOX3ASINSTALL 9-ELB10JINSTALL 3 DC-7630600V02 EXISTING318040165808504 VaultTUT25kVA 120/240vV03 EXISTING318088165793Combo VaultTUT37.5kVA 120/240vPV03NEW3180361298085106 Shortw/3' Anit-skid DoorsMat ID: 9996167600A Cable SplicesMat ID: 7666050--SVD5ASINSTALL 3-SPL750FB03 NEW318086165795SEE DETAIL (PAGE 12)J04EXISTING318085165793575 VaultSVD5ASINSTALL 3-SPL750SW01 EXISTING3180841657935106 Vault PME09 INSTALL 3-TER750C CABLE REMOVAL SCHEDULECABLENO.LOCATIONSCABLE(LF) ESTCABLE TYPE YEAR INSTFROM TOADW841-42-43 J03 V02 1101/0 AL JKTADW844-85-86 J03 J04 420 1/0 AL JKTTotal Feet 420 (1/0 AL JKT) ACTUAL________RemovedSECONDARY HH/PEDESTAL TABLESitePedestalorHandholeNumber ofPositionsRequiredRemarksHH0XAHH14350AS 4 TRAFFIC CABINETFiber vault calloutHH callout SSW01EXISTPV02NEWPV03NEWPV01EXISTIP01SW SUNSET BLVDS 3RD STRAINIER AVE SS 2ND STNEW 2-6"NEW 2-6"JJ01EXISTJJ02NEWJJ04EXISTJJ05NEWJJ06NEWIP02V07NEWV02ANEWJV06EXISTV05EXISTIP03IP04V10NEWJJ07NEWIP01NEW 2-6"HH03AV03NEWMATCHLINESAME PAGEEXIST 1-4"EXIST 1-6"NEWHH02ANEWHH01ANEWNEW 1-3"HH04ANEWHH05ANEWNEW 1-3"NEW 1-4"NEW 2-4"NEW 2-4"NEW 1-4"NEW 2-4"HH07ANEWHH06ANEWNEW 1-3"NEW 1-4"NEW 1-3"NEW 2-4"NEW 1-4"NEW 1-4"EXIST 1-4"JNEW 1-4"NEW 1-4"EXIST 1-4"EXIST 1-4"NEW 1-2"NEW 1-4"NEW 1-3"FB01NEWFBFB02NEWFBNEW 1-4" FBNEW 2-6"RAINIER AVE SIP07J08HH08ANEWNEW 1-3"HH08EXISTNEW 1-3""TRAFFICSGNL"CUST OWN"TRAFFICSGNL"CUST OWNHH01BNEWNEW 1-4" FBPV05EXISTIP06HAYES PL SWEXIST 1-6"EXIST 1-6"NEW 2-6"JJ08EXISTV11ANEWV12ANEWJJ10NEWS TOBIN STAIRPORT WAYP02ANEWJJ11EXISTPV06ANEWJJIP09HH11EXISTNEW 2-6"NEW 2-6"RENTON AVE EXTV15ANEWJ12NEWV16ANEWJ13NEWMATCHLINESAME PAGENEW 1-4"JJ09EXISTIP05NEW 2-4"EXIST 1-4"V14EXISTIP07EXIST 1-4"NEW 1-4"NEW 1-4"NEW 1-4"NEW 2-4"NEW 1-4"NEW 2-4"NEW 1-2"NEW 2-4"PHASE 4BPHASE 4ANEW 1-3"NEW 1-3"PV07EXISTJJ14EXISTIP09EXIST 1-4"EXIST 1-4"NEW 2-4"HARDIE AVE NWHH09REPLNEW 2-4"IP05J07V13EXIST"BUS STOP""TRAFFIC SGNL"CUST OWNJV0XEXISTEXIST 1-4"JBOXEXISTIP08EXIST 2-6"NEW 1-4" FBCONDUIT DIAGRAM - PHASE A101115653 SCALE: NONEUTILITIESCONTACTPHONE#COUNTY1/4 SECU-MAP NO (POWER)OP MAPEmer Sect Gas Wk Ctr POWER WK CTRPLAT MAPJOINT FACILITIES ARRANGEMENTSDRAWN BYCHECKED BYAPPROVED BYFOREMAN #1FOREMAN #2MAPPINGINCIDENT MAOPGas Order Elect OrderSCALE PAGEENGR - POWERENGR - GASFUNCTIONPROJECT MGRPERMITREAL ESTATE/EASEMENT21REV#3DATE DESCRIPTIONBYCONTACT PHONE NO DATEOH CKT MAP CIRCUIT NOUG CKT MAPJASON AIREY 206-348-9637 6/26/19KHADER GOUESSE 253-254-2896 6/26/19N/A N/A N/AKEANG LIM 253-395-6916 N/AREQUIRED CITY OF RENTONRAINIER AVE PHASE 4UG RELOCATION131 RAININER AVE S RENTON, WA 98057N/A N/AN/A 101115653AS NOTED9/12KING N/A N/A CSPSKEPIS18 T23 R05E N/A N/A2350E069, 70, 72 2305E076PCR-13N/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/A Primary Cable & Conduit Table (Forman to Complete)LOCATION CONDUITFrom ToSize(in)QtyDesignLength(ft)ActualLength(ft)TYPE BENDSPULL(lbs)PULLRev(lbs)DesignLength(ft)ActualLength(ft)DB120 HDPE SCH 80 90°45°22° 11°PV02 IP01 6 2 315 X 2 1PV02 PV03 6 2 310 X 2 2PV03 IP06 6 2 650 X 2 3IP06 PV05 6 2 180 X 1 1P02A IP08 6 2 75 X 1 1PV06A IP09 6 2 280 X 4 1J02 IP01 4 1 125 X 2 1J02 IP01 4 1 125 X 2 1J02 IP02 4 1 130 X 2FB01 FB02 4 1 525 XFB02 FB03 4 1 1300 XJ02 J05 4 2 330 X 1 2J05 V02A 4 1 140 X 2 2J05 J06 4 2 195 X 2 2J06 IP03 4 1 5 XJ06 IP04 4 1 30 X 1J06 J07 4 2 290 X 2 2 2J07 V07 2 1 270 X 2 2 2J07 V03 2 1 210 X 1 2J07 V10 4 1 10 XJ07 J08 4 2 240 X 4J08 V11A 4 1 125 X 4J08 J10 4 2 220 X 5J10 V12A 4 1 15 XJ10 V13 4 1 15 XJ10 IP05 4 1 30 X 1J10 IP07 4 1 30 X 1P02A IP08 4 275X11J11 J12 4 2 260 X 4 2J12 V15A 4 1 10 XJ12 V16A 2 1 20 XJ12 J13 4 2 70 X 3 2J13 IP09 4 2 135 X 2 1SECONDARY CABLE & CONDUIT TABLELOCATIONCABLEAssumedLot CornerCONDUITVOLTAGEDROPVOLTAGEFLICKERASBUILT INFORMATIONSIZELENGTHDesign(ft)SIZELENGTHDesign(ft)BENDSForeman - CompleteFROM TO(1/0,4/0,350)to Meter(ft) (in)90° 45° 22° 11°(Percent) (Percent) Actual Amount Installed (Conduit & Cable)V02A HH01A 350 230 3 225 2 2 2 1V02A HH02A 350 155 3 150 2 2 2 1V02A HH03A 350 120 3 115 2 2 1V02A HH04A 350 10 3 5V03 HH08A 350 10 3 5V07 HH05A 350 245 3 240 2 2HH05A HH01B 350 40 3 240 2 4 2V07 HH06A 350 215 3 210 2 1 4 3V07 HH07A 350 255 3 2502143V10 HH08 350 10 3 5V11AHH09 350 110 3 1051P02AHH11350 185 3 18022Conduit fromFB02-FB03 shownFiber conduit ends atmarker SSW01EXISTPV01EXISTSW SUNSET BLVDS 3RD STS 2ND STEXIST FEEDERJJ04EXISTJJ05NEWJJ07NEWV03NEW750EIP366-AEIP367-BEIP368-CNEW 350 TPX1/0EIT803-AEIT804-BEIT805-C1/0EIT812-AEIT813-BEIT814-C1/0EIT809-AEIT810-BEIT811-CEIT827-A1/0750EIP366-AEIP367-BEIP368-C1/0EIT834-AEIT835-BEIT836-CV10NEWNEW 350 TPXJ1/0EIT828-BEIT828-C1/0EIT829-AEIT830-BEIT831-CNEW 350 TPX1/0EIT800-AEIT801-BEIT802-C1/0EIT832-AEIT833-BMATCHLINESAME PAGEHH07ANEWHH06ANEWNEW 350 TPXHH05ANEWNEW350 TPXRAINIER AVE SRAINIER AVE SPV02NEWJJ01EXISTJJ02NEW1/0EIT806-AEIT807-BEIT808-CPV03NEWJ06NEWV07NEW1/0EIT815-AEIT816-BEIT817-C750EIP366-AEIP367-BEIP368-CJJV06EXISTV05EXIST1/0EIT818-AEIT819-BEIT820-C1/0EIT821-AEIT822-BEIT823-CPV05J081/0EIT824-AEIT825-BEIT826-CV02ANEWHH03ANEWHH02ANEWHH01ANEWHH04ANEWHH01BNEWNEW 350 TPXHH08EXISTHH08ANEWNEW350 TPX3Ø3Ø3Ø3Ø3Ø1Ø1Ø3ØPV05EXISTHAYES PL SWFEEDERJJ08EXISTJJ10NEWS TOBIN STAIRPORT WAYJJRENTON AVE EXTNEWPV06ANEWJ12NEWV16AJ13NEW1/0EIT837-AEIT838-BEIT839-C1/0EIT840-AEIT841-BEIT842-C750EIP366-AEIP367-BEIP368-CNEW 350 TPX1/0EIT861-AEIT862-BEIT863-C1/0EIT858-AEIT859-BEIT860-C750EIP369-AEIP370-BEIP371-C750EIP369-AEIP370-BEIP371-CNEW 350 TPXV15ANEW1/0EIT870-A1/0EIT864-AEIT865-BEIT866-C1/0EIT871-AEIT872-BEIT873-C1/0EIT867-AEIT868-BEIT869-CN.O.PCR-13PHASE 4BPHASE 4APV07EXISTJJ14EXIST1/0EIT874-AEIT875-BEIT876-CMATCHLINESAME PAGE1/0EIT844-BEIT845-CV12ANEW1/0EIT852-AEIT853-BEIT854-C1/0EIT849-AEIT850-BEIT851-CV11ANEWHH09REPLV14EXISTHARDIE AVE NWHH10EXISTPV04J07JJ09EXISTV13EXIST1/0EIT843-AEX PRI1/0EIT846-AEIT847-BEIT848-C1ØP02ANEWJJ11JV0XEXISTJBOXEXISTEXISTCABLE ONE-LINE DIAGRAM - PHASE A101115653 SCALE: NONEUTILITIESCONTACTPHONE#COUNTY1/4 SECU-MAP NO (POWER)OP MAPEmer Sect Gas Wk Ctr POWER WK CTRPLAT MAPJOINT FACILITIES ARRANGEMENTSDRAWN BYCHECKED BYAPPROVED BYFOREMAN #1FOREMAN #2MAPPINGINCIDENT MAOPGas Order Elect OrderSCALE PAGEENGR - POWERENGR - GASFUNCTIONPROJECT MGRPERMITREAL ESTATE/EASEMENT21REV#3DATE DESCRIPTIONBYCONTACT PHONE NO DATEOH CKT MAP CIRCUIT NOUG CKT MAPJASON AIREY 206-348-9637 6/26/19KHADER GOUESSE 253-254-2896 6/26/19N/A N/A N/AKEANG LIM 253-395-6916 N/AREQUIRED CITY OF RENTONRAINIER AVE PHASE 4UG RELOCATION131 RAININER AVE S RENTON, WA 98057N/A N/AN/A 101115653AS NOTED10/12KING N/A N/A CSPSKEPIS18 T23 R05E N/A N/A2350E069, 70, 72 2305E076PCR-13N/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/APMH-09 SWITCH CONNECTION DIAGRAM - SW01SCALE: NONE2341AØCØBØPMH09U386ADM277ADM278ADM279150E150E150EAGC634AGC635AGC636AØCØBØADM261ADM260ADM259CØAØBØ313804-165805TO EX PV150E150E150ETO EX JBOXTO J02TO EX PVEIT802EIT801EIT800CØAØBØ Primary Cable Table (Foreman to Complete)LOCATION PRIMARY CABLE QTY OFLUBE (gal.)AS BUILTINFORMATIONFrom To Cable SizeDesignLength(ft)ActualLength(ft)CABLE NUMBERS MANUFACTURING INFORMATIONFOR FEEDER CABLE ONLYCheck applicable boxA B C ManufacturerCompoundYearTapeCN #4/0 NEUDesignAs BuiltActual Amount Installed(Conduit & Cable)PV01 PV02750 KCMIL580 EIP366 EIP367 EIP368PV02 PV03750 KCMIL315 EIP366 EIP367 EIP368PV03 PV05750 KCMIL700 EIP366 EIP367 EIP368P02A PV06A750 KCMIL240 EIP369 EIP370 EIP371PV06A PV07750 KCMIL290 EIP369 EIP370 EIP371SW01J021/0 AL JKT370 EIT800 EIT801 EIT802J01 J021/0 AL JKT175 EIT803 EIT804 EIT805J02 J041/0 AL JKT235 EIT806 EIT807 EIT808J02 J051/0 AL JKT335 EIT809 EIT810 EIT811J05 V02A1/0 AL JKT145 EIT812 EIT813 EIT814J05 J061/0 AL JKT200 EIT815 EIT816 EIT817J06 V05 1/0 AL JKT 175 EIT818 EIT819 EIT820J06 V06 1/0 AL JKT 165 EIT821 EIT822 EIT823J06 J07 1/0 AL JKT 295 EIT824 EIT825 EIT826J07 V06 1/0 AL JKT 275 EIT827 - -J07 V03 1/0 AL JKT 215 - EIT828 -J07 V10 1/0 AL JKT 15 EIT829 EIT830 EIT831V10 V10 1/0 AL JKT 15 EIT832 EIT833 -J07 J08 1/0 AL JKT 245 EIT834 EIT835 EIT836J08V11A1/0 AL JKT 130 EIT837 EIT838 EIT839J08 J10 1/0 AL JKT 225 EIT840 EIT841 EIT842J09 J10 1/0 AL JKT 240 - EIT844 EIT845J10 V12A 1/0 AL JKT 20 EIT846 EIT847 EIT848V12A V12A 1/0 AL JKT 15 EIT849 EIT850 EIT851J10 V13 1/0 AL JKT 20 EIT843J10 V14 1/0 AL JKT 750 EIT852 EIT853 EIT854P02A J11 1/0 AL JKT 60 EIT858 EIT859 EIT860J11 J12 1/0 AL JKT 305 EIT861 EIT862 EIT863J12 V15A 1/0 AL JKT 15 EIT864 EIT865 EIT866V14A V15A 1/0 AL JKT 15 EIT867 EIT868 EIT869J12 V16A 1/0 AL JKT 25 EIT870 - -J12 J13 1/0 AL JKT 75 EIT871 EIT872 EIT873N.O. AT J14J13 J14 1/0 AL JKT 155 EIT874 EIT875 EIT876SIDE VIEW18"23-1/4"32-3/4"2"Captive L-BoltLock Cover, 10 lbs24"ApproxApprox13"Customer'sserviceconductors4-3/4" X 4-3/4"KNOCKOUT IN 2 PLACESConductors enter frombeneath and shall befolded back with handholeSet handhole flushto final gradeCaptive L-BoltLock CoverSINGLE PHASE SECONDARY HANDHOLENot to scale 6050.2000SINGLE PHASE SECONDARY CONCRETE HANDHOLENot to scale6050.2020-1TOP VIEWSIDE VIEW2'-4"EXCAVATION: 5-1/3 CUBIC YARDS7'-0"6'-0"2"Install PVC bell endsand grout into wallHandhole820 lbsConduits and conductors shall enter fromends of handhole through knockouts providedTypical customer runservice conductors in ductSteel DoorSeal conduitwith foamCustomer-installed grounding wires ( the "4th" wire on the single-phase systems and the "5th" wire onthe three-phase systems) shall not be connected to PSE's ground or neutral bus. They shall beremoved by customer or cut off at the vault wall.6" Crushed rock TOP VIEWSIDE VIEW3'-4"EXCAVATION: 5-1/3 CUBIC YARDS7'-0"6'-0"2"THREE-PHASE SECONDARY CONCRETE HANDHOLENot to scale6050.2100-1Steel DoorHandhole1900 lbsTypical customer runservice conductors in ductSeal conduitwith foamConduits and conductors shall enter fromends of handhole through knockouts providedCustomer-installed grounding wires ( the "4th" wire on the single-phase systems and the "5th" wire onthe three-phase systems) shall not be connected to PSE's ground or neutral bus. They shall beremoved by customer or cut off at the vault wall.6" Crushed rock HH01A-HH02A-HH03A-HH04AHH06A-HH07A-HH08AHH05AHH01B-HH09PHASE B - HH0X-HH0XADetail for svc cabinetHHs SSW01EXISTNELSON PL NWRAINVER AVE SAIRPORT WAYEXISTPOLEPV01EXISTPV02ANEWPV03NEWV01EXISTJJIP04IP05JJ03ANEWJJ04EXISTEXIST 2-6"NEW 2-6"NEW 2-6"RENTON AVE EXTJ01EXISTJ02ANEWV02EXISTEXIST 1-6"EXIST 2-6"IP03JIP02IP03EXIST 2-6"NEW 2-6"EXIST 2-4"NEW 2-4"NEW 2-4"NEW 2-4"IP05EXIST 1-4"FB02NEWFBIP01EXIST 1-4" FBNEW 1-4" FBV0XNEWHH0XNEWHH0XANEWNEW 1-2"NEW 1-3"V03EXISTNEW 1-3"SSW01EXISTNELSON PL NWRAINVER AVE SAIRPORT WAYEXISTPOLEPV01EXISTPV02ANEWPV03NEWV01EXISTJJJJ03ANEWJJ04EXISTRENTON AVE EXTJ01EXISTJ02ANEWV02EXISTIP01J1/0AAA111-AAAA111-BAAA111-C750AAA111-AAAA111-BAAA111-C750AAA111-AAAA111-BAAA111-C750AAA111-AAAA111-BAAA111-C1/0AAA111-AAAA111-BAAA111-C1/0AAA111-AAAA111-BAAA111-C1/0AAA111-A1/0AAA111-AAAA111-BAAA111-CEXIST FEEDEREXIST 3ØV0XNEWHH0XNEW1/0AAA111-ANEW 350 TPXHH0XANEWV03EXISTNEW 350 TPXCONDUIT AND CABLE ONE-LINE DIAGRAM - PHASE B101115653 SCALE: NONEUTILITIESCONTACTPHONE#COUNTY1/4 SECU-MAP NO (POWER)OP MAPEmer Sect Gas Wk Ctr POWER WK CTRPLAT MAPJOINT FACILITIES ARRANGEMENTSDRAWN BYCHECKED BYAPPROVED BYFOREMAN #1FOREMAN #2MAPPINGINCIDENT MAOPGas Order Elect OrderSCALE PAGEENGR - POWERENGR - GASFUNCTIONPROJECT MGRPERMITREAL ESTATE/EASEMENT21REV#3DATE DESCRIPTIONBYCONTACT PHONE NO DATEOH CKT MAP CIRCUIT NOUG CKT MAPJASON AIREY 206-348-9637 6/26/19KHADER GOUESSE 253-254-2896 6/26/19N/A N/A N/AKEANG LIM 253-395-6916 N/AREQUIRED CITY OF RENTONRAINIER AVE PHASE 4UG RELOCATION131 RAININER AVE S RENTON, WA 98057N/A N/AN/A 101115653AS NOTED11/12KING N/A N/A CSPSKEPIS18 T23 R05E N/A N/A2350E069, 70, 72 2305E076PCR-13N/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AConduit fromFB02-FB03 shownCorrected the vaultnaming 101115653 UTILITIESCONTACTPHONE#COUNTY1/4 SECU-MAP NO (POWER)OP MAPEmer Sect Gas Wk Ctr POWER WK CTRPLAT MAPJOINT FACILITIES ARRANGEMENTSDRAWN BYCHECKED BYAPPROVED BYFOREMAN #1FOREMAN #2MAPPINGINCIDENT MAOPGas Order Elect OrderSCALE PAGEENGR - POWERENGR - GASFUNCTIONPROJECT MGRPERMITREAL ESTATE/EASEMENT21REV#3DATE DESCRIPTIONBYCONTACT PHONE NO DATEOH CKT MAP CIRCUIT NOUG CKT MAPJASON AIREY 206-348-9637 6/26/19KHADER GOUESSE 253-254-2896 6/26/19N/A N/A N/AKEANG LIM 253-395-6916 N/AREQUIRED CITY OF RENTONRAINIER AVE PHASE 4UG RELOCATION131 RAININER AVE S RENTON, WA 98057N/A N/AN/A 101115653AS NOTED12/12KING N/A N/A CSPSKEPIS18 T23 R05E N/A N/A2350E069, 70, 72 2305E076PCR-13N/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/AN/ATHREE PHASE J-BOX W/ADJUSTABLE LID AND EXCAVATION DETAIL4'-0"1'-0"5'-8"8"7'-0"Tubes for 1"adjustable bolts ( 4)Cover2,490 lbsTop Section1,835 lbsBase4,760 lbs4'-8"(2) 3' SquarePlate DoorsNOTE: For Installations in pavement or sidewalks with adjustable coverSIDE VIEWTOP VIEW9'-0"11'-0"2"6'-0"6"CrushedRock3-piece handhole, increase excavation Depth to 6'-6" and 24 cubic yards.4'-8" x 7' Handhole ( 575) w/adjustable CoverNOT TO SCALEEXCAVATION - 22 CUBIC YARDSMID # 7663206 OR 9996162TOP VIEWSIDEVIEWEXCAVATION:4-2/3 CUBIC YARDSRockCrushed6"3'-6"2"6'6'48"42"36"38"42"StrutsFRONTMINIPAD TRANSFORMERNOT TO SCALE MID # 7662010TOP VIEWExcavation - 10-1/3 cubic yardsSIDE VIEWRockCrushed6"4'-4"2"8'-0"4'-8"3'-6"4'-8"6"20"4'-8"5'-6"44"8'-0"No SecondaryPSE PrimaryConduitCustomer's service wire conduits mayenter at any corner other than the cornerwhere the primary cable enters the vault.THREE PHASE TRANSFORMER AND EXCAVATION DETAILNOT TO SCALEMID # 7663900Excavation - 52-1/3 cubic yardsSIDE VIEW8'-10"Crushed6"RockTOP VIEW10'16'8'-2"8"6'-2"Three 3' Sq GrateVent DoorsCover4,560 lbs8,430 lbsTopSection11,600 lbsBase5'-10" Min6'-4" Max11'-4" Min11'-10" MaxNOTE:The Top Cover shall be leveled and adjusted to Final Gradeusing the Adjustable Bolts. This Installation is for Pavement orSidewalks only.2"Final Grade(Pavement)Adjustable Cover(See NOTE Below)Adjustable Bolts (4)24" MinSeparationTelephone 2-4"Cable TV 2-4"Primary Power2-6" and 2-4"Gas6" MinSeparationNOTE: Install 12" shadingif the backfill contains rocksgreater than 10" dia.48"Max36"MinCover24" MinFinal GradeROADSIDEExcavated Dirt PileNOT TO SCALETRENCH EXCAVATION DETAIL12"48" Typical(Power, Gas, andCommunications)Over Power Conduits6" Min Sand Cover6"4"4"6"(When Present)(When Present)THREE PHASE TOTAL UNDERGROUND TRANSFORMERNot to scale6045.7052FIBER VAULT DETAILSCALE: NONE CLINK PID# 2378448COVER WITHADJUSTABLE FRAMENo. 38/25-TANo. 25-TVAULTAAPLAN VIEWSECTION AA END VIEWJ02-J05-J06-J07-J10-J12-J13VAULT AND EXCAVATION DETAILNOT TO SCALE6,000 lbs Max6,140 lbs MaxThree 3' Sq Std Plate Height Adjusting Bolts (4)4/0 Cuinstalled by manufacturerInternal vault ground11,600 lbs Maxor Anti-Skid Doors2"RockCrushed6"5'-6"10'-0"16'-0"Excavation - 32-1/2 cubic yardsSIDE VIEWTOP VIEWMID # 7906630 OR 9996167PV02-PV03-PV06AV02A V03V07-V16AV10-V15A2"RockCrushed6"8'-6"10'-0"16'-0"11'-4" Min11'-10" Max7'-6"8"8'-2"6'-4" Max5'-10" MinExcavation - 50-1/2 cubic yardsSIDE VIEWTOP VIEW11,000 lbs8,430 lbs6,600 lbsHeight adjustable boltsThree 3' sq. std. plate doors, orThree 3' sq. Anti-Skid doors.THREE PHASE TOTAL UNDERGROUND TRANSFORMERNot to scale6045.7052V11A-V12A-V14ACustomer SuppliedSecondary Cables4'-8"6'-0"7'-8"1'-0"8"7'-0"Two 3' Sq Std Plate Doors, orTwo 3' Sq Anti-Skid DoorsHeight AdjustingBolts (4)Cover2430 lbsBrick, shimand grout asnecessaryRiser1540 lbsBase6360 lbs(Lighting)(Power)Internal VaultGroundTHREE PHASE TOTAL UNDERGROUND TRANSFORMERNot to scale6045.7052-1RNBKBLPHASE B - J02A-J03APHASE B - PV02A-PV03PHASE B - V0XFB01-FB02-FB03Vault callout PSE GAS  BY:DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONInterdisciplinary DesignThis svc is 5/8" PEif found to be inconflict with stormcrossing. PSEGFR can stab fit tolower or raise ifexcavation isprovided.Tie into existing 6"gas main stub  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONInterdisciplinary DesignNeed to run newgas svcEnter JUTNeed to crossroad for Wendysgas svc.Need to run newgas svcNeed to cross roadfor Taco Time gassvc.Existing 2" STWmain to be retiredin place after theJUT gas line isinstalled andgassed up.  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONInterdisciplinary DesignIf gas goes in JUTthen I gotta tie thissvc back in withoutcrossing propertylines. Is this anoption? Need helpverifying propertylines.Tie into maingoing east on S2nd Sttest and tie thissvc back in.Existing 2" STWmain to be retiredin place after theJUT gas line isinstalled andgassed up.Existing 2" STWmain to be retiredin place after theJUT gas line isinstalled andgassed up.Existing 2" STWmain to be retiredin place after theJUT gas line isinstalled andgassed up.  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONInterdisciplinary DesignCross rainier andrunthese2businesses newgas svc'sTie into 6" Maincrosing Rainiertie into 6" mainhereextend new mainand run a new gassvc.end of new mainend gas in JUTleave this existing6" gas mainExisting 2" STWmain to be retiredin place after theJUT gas line isinstalled andgassed up.Existing 2" STWmain to be retiredin place after theJUT gas line isinstalled andgassed up.  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONInterdisciplinary Designthis svc can bestab fit ifexcavation isprovided. if foundto be in conflictleave this 6" mainhow it is.  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONInterdisciplinary Designverify if in conflict.If it is relocate asneeded.verify if in conflict.If it is relocate asneeded.  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONInterdisciplinary Designno gas on thispage  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONInterdisciplinary Designno gas on thispage  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONInterdisciplinary Designno conflicts withgas on this page   BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONInterdisciplinary Designjust gas svc'sneed to checkwater and stormprofiles. can berelocated ifneeded &LW\RI5HQWRQ &RQWUDFW3URYLVLRQVIRU 5DLQLHU$YH6&RUULGRU,PSURYHPHQWV±3KDVH BBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBB $33(1',;*±3URSHUW\2ZQHU&RPPLWPHQWV City of Renton Public Works License to Construct Project Name: Rainier Ave S Corridor Improvements Phase 4 (S 3rd St to NW 3rd Pl) Project Parcel No.: 12 and 13 – Barmar LLC Tax ID No.: 722950-0030 & 380600-0110 I, the undersigned property owner, do hereby grant to the City of Renton and its contractors and other parties acting on its behalf, permission to enter upon my property at 100 Rainier Ave S and modify: the property by changing front yard grade(s) to ensure a smooth transition to the new street, sidewalk and/or driveway improvements; the existing driveway(s) by changing the existing grade(s) to ensure a smooth transition to the new street improvements (see Exhibit A); the existing parking lot(s) by revising parking stall(s), driveway aisle(s), walkways, curbing and/or parking island configuration(s) and grade(s); the property by installing retaining wall(s); the existing landscape area(s) by changing grade(s) to ensure a smooth transition to the new street, sidewalk and/or driveway improvements; the property by planting tree(s), shrub(s) and/or groundcover; the property by: Installing new irrigation system(s); restoring existing irrigation system(s) to pre-construction operating condition to match new planting bed configuration(s); removing existing irrigation system encountered within work areas and capping at the limits of work (restoration of system by property owner); providing sleeve(s) under new pavement between existing irrigated area(s) and new planting areas (restoration of system by property owner); Other: Marking three temporary ADA stalls with placards on posts on the south side of the building to allow for handicap parking during construction and will be removed when construction is complete. the property by: relocating and/or removing and replacing existing fencing to new location and/or elevation; providing temporary fencing if necessary to isolate the work area; Other: Constructing an ADA compliant temporary ramp at the south entrance to create a handicap accessible entrance during construction and will be removed when construction is complete. the property by revising existing storm drainage system(s); Other: ____ _ Other: ____________________________________________________ Authentisign ID: 10D183F1-D5C4-EC11-997E-501AC586CB79 Page 2 of 2 Barmar LLC License to Construct Page 2 The City of Renton shall be responsible for repairing/restoring property disturbed during construction of said improvements; all to be accomplished at nocostto the property owner. All modifications, repairs and restorations will be completed within two years of the date of this agreement. Agreed to this WK day of $SULO, 202. City of Renton _________________________________ Transportation Systems Division- Design Property Owner: Barmar LLC -Mark Little ______________________________ Property Owner Signature Please print the following information: Barmar LLC - Mark Little ___________ 206-708-4379__________ Property Owner Name Property Owner Telephone 100 Rainier Ave S ___________ Renton, WA 98057____________ Property Owner (Property) Address 2609 S 133rd Street_________ _ SeaTac, WA 98168________ __ Property Owner (Mailing) Address ______________________________________________________________________________________ Transppppppppooooooooooorooooooooooooooooooooooooootation SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSysysyssssyssysysyssssyssysysssssysysssssysyssyssyssysssysysssssysyssysysysssyssssysssssssysssyssyssssssssssssyssssyssysssysyssssysysyysysssssyssyysssysyysyssssyyyssysyssyyyysysysyyysyyysssssyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyyytems Division _Mary Gray Mary Gray Authentisign ID: 10D183F1-D5C4-EC11-997E-501AC586CB79 &LW\RI5HQWRQ &RQWUDFW3URYLVLRQVIRU 5DLQLHU$YH6&RUULGRU,PSURYHPHQWV±3KDVH BBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBB $33(1',;+±13'(63HUPLW &LW\RI5HQWRQ &RQWUDFW3URYLVLRQVIRU 5DLQLHU$YH6&RUULGRU,PSURYHPHQWV±3KDVH BBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBB $33(1',;,±3URMHFW&URVV6HFWLRQV  BY:DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONTacoma WenatcheeKPG.comSeattle3131 Elliott Avenue, Suite 400Seattle, WA 98121 206.286.1640  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONTacoma WenatcheeKPG.comSeattle3131 Elliott Avenue, Suite 400Seattle, WA 98121 206.286.1640  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONTacoma WenatcheeKPG.comSeattle3131 Elliott Avenue, Suite 400Seattle, WA 98121 206.286.1640  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONTacoma WenatcheeKPG.comSeattle3131 Elliott Avenue, Suite 400Seattle, WA 98121 206.286.1640  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONTacoma WenatcheeKPG.comSeattle3131 Elliott Avenue, Suite 400Seattle, WA 98121 206.286.1640  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONTacoma WenatcheeKPG.comSeattle3131 Elliott Avenue, Suite 400Seattle, WA 98121 206.286.1640  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONTacoma WenatcheeKPG.comSeattle3131 Elliott Avenue, Suite 400Seattle, WA 98121 206.286.1640  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONTacoma WenatcheeKPG.comSeattle3131 Elliott Avenue, Suite 400Seattle, WA 98121 206.286.1640  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONTacoma WenatcheeKPG.comSeattle3131 Elliott Avenue, Suite 400Seattle, WA 98121 206.286.1640  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONTacoma WenatcheeKPG.comSeattle3131 Elliott Avenue, Suite 400Seattle, WA 98121 206.286.1640  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONTacoma WenatcheeKPG.comSeattle3131 Elliott Avenue, Suite 400Seattle, WA 98121 206.286.1640  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONTacoma WenatcheeKPG.comSeattle3131 Elliott Avenue, Suite 400Seattle, WA 98121 206.286.1640  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONTacoma WenatcheeKPG.comSeattle3131 Elliott Avenue, Suite 400Seattle, WA 98121 206.286.1640  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONTacoma WenatcheeKPG.comSeattle3131 Elliott Avenue, Suite 400Seattle, WA 98121 206.286.1640  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONTacoma WenatcheeKPG.comSeattle3131 Elliott Avenue, Suite 400Seattle, WA 98121 206.286.1640  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONTacoma WenatcheeKPG.comSeattle3131 Elliott Avenue, Suite 400Seattle, WA 98121 206.286.1640  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONTacoma WenatcheeKPG.comSeattle3131 Elliott Avenue, Suite 400Seattle, WA 98121 206.286.1640  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONTacoma WenatcheeKPG.comSeattle3131 Elliott Avenue, Suite 400Seattle, WA 98121 206.286.1640  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONTacoma WenatcheeKPG.comSeattle3131 Elliott Avenue, Suite 400Seattle, WA 98121 206.286.1640  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONTacoma WenatcheeKPG.comSeattle3131 Elliott Avenue, Suite 400Seattle, WA 98121 206.286.1640  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONTacoma WenatcheeKPG.comSeattle3131 Elliott Avenue, Suite 400Seattle, WA 98121 206.286.1640  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONTacoma WenatcheeKPG.comSeattle3131 Elliott Avenue, Suite 400Seattle, WA 98121 206.286.1640 &LW\RI5HQWRQ &RQWUDFW3URYLVLRQVIRU 5DLQLHU$YH6&RUULGRU,PSURYHPHQWV±3KDVH BBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBB $33(1',;-±8WLOLW\&RQIOLFW3RWKROH3ODQV  BY:DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONInterdisciplinary Design  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONInterdisciplinary Design  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONInterdisciplinary Design  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONInterdisciplinary Design  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONInterdisciplinary Design  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONInterdisciplinary Design  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONInterdisciplinary Design  BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONInterdisciplinary Design   BY: DATE:APPROVED FOR BIDOFPublic Works DepartmentCITY OF RENTONInterdisciplinary Design &LW\RI5HQWRQ &RQWUDFW3URYLVLRQVIRU 5DLQLHU$YH6&RUULGRU,PSURYHPHQWV±3KDVH BBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBB $33(1',;.±*URXQGZDWHU([KLELW Rainier Avenue South Phase 4Groundwater GraphicJUNE 1, 2022Boring Station Water Level (feet bgs) Water Elevation (feet)1 Date B-6 41+90, 56 feet R 8.5 ATD 47.5 4/16/2018 B-7 40+00, 40 feet L 10 ATD 43 4/16/2018 B-9 33+00, 90 feet L 13.5 ATD 26 4/17/2018 B-10 31+75, 124 feet L 11.85 ATD 25 4/17/2018 B-11 (MW-11) 32+31, 80 feet R 14.28 ATD 12.86 SWL 23 24 4/17/2018 4/20/2018 B-17 23+25, 30 feet R 11.52 ATD 34 4/20/2018 B-19 14+28, 98 feet L 11.77 ATD 23 4/20/2018 B-20 13+40, 60 feet R 8.0 ATD 23 4/20/2018 IT-2 17+62, 30 feet R 8.5 27.5 7/26/2019 IT-7 37+65, 41 feet R 6.8 40.3 7/25/2019 IT-9 14+40, 31 feet R 7.3 23.8 7/26/2019 NoteS 3rd St and RainierAve S Signal PoleDepth = 25'S 2nd St and RainierAve S Signal PoleDepth = 10'SW Victoria St andRainier Ave S SignalPole Depth = 8'NW 3rd PL andRainier Ave S SignalPole Depth = 10'10' depth9' depth11' depth11' depth8' depth8' depth8' depth16' depth11' depth8' depth8' depth8' depth8' depth10' depth10' depth8' depth12' depth10' depth13' depth13' depth9' depth12' depth10' depthS 3rd St and RainierAve S Signal PoleDepth = 28'S 3rd St and RainierAve S Signal PoleDepth = 28'S 2nd St and RainierAve S Signal PoleDepth = 15'S 2nd St and RainierAve S Signal PoleDepth = 25'SW Victoria St andRainier Ave S SignalPole Depth = 8'Airport Way andRainier Ave S SignalPole Depth = 28'Airport Way andRainier Ave S SignalPole Depth = 20'Airport Way andRainier Ave S SignalPole Depth = 28'Airport Way andRainier Ave S SignalPole Depth = 28'NW 3rd PL andRainier Ave S SignalPole Depth = 11'Boring B208' BGS(Approximatelocation)Boring B1911.77' BGS(Approximatelocation)Boring B18(Assumed no ground water)(Approximate location)Boring B1(Assumed no ground water)(Approximate location)Boring B1711.5' BGS(Approximate location)Boring B15(Assumed no ground water)(Approximate location)Boring B14(Assumed no ground water)(Approximate location)Boring B13(Assumed no ground water)(Approximate location)Boring B16(Assumed no ground water)(Approximate location)Boring B2(Assumed no ground water)(Approximate location)Boring B1011.85' BGS(Approximate location)Boring B913.5' BGS(Approximate location)Boring B12(Assumed no ground water)(Approximate location)Boring B3(Assumed no ground water)(Approximate location)Boring B710.0' BGS(Approximate location)Boring B4(Assumed no ground water)(Approximate location)Boring B1114.28' BGS(Approximate location)Boring B68.5' BGS(Approximate location)