Loading...
HomeMy WebLinkAboutzR-4085SetLO 00 O "It O 1 W W a Z W LL SITE DATA SITE DISTURBANCE DISTURBEDAREA 47 898 SF SITE COVERAGE PHASE I SITE AREA S.F. = 36,127 BUILDING FOOTPRINT S.F. : BUILDINGA 2,384.00 BUILDING B 2,406.00 BUILDING C 2,378.00 TOTAL 7,168.00 EXISTING IMPERVIOUS S.F = 0.00 NEW IMPERVIOUS S.F = 11 878.00 TOTAL COVERAGE ENTIRE SITE S.F = 53% TOTAL % OF LOT COVERAGE FOR BUILDINGSAND STRUCTURES = 20% BUILDING SQUARE FOOTAGE BUILDING A: LEVEL 1= 2384 LEVEL 2= 1905 LEVEL 3= 2150 BUILDING B: LEVEL I= 2406 LEVEL 2= 1915 LEVEL 3= 2170 BUILDING C: LEVEL 1= 2378 LEVEL 2= 1905 LEVEL 3= 2150 PARKING REQUIREMNTS ZONING: CV URBAN DESIGN DISTRICT "D" TOTAL UNITS: 12 MIN. PARKING REQUIRED PER UNIT: 1 MAX. PARKING ALLOWED PER UNIT: 1.75 MINIMUM REQUIRED PARKING SPACES: 12 MAXIMUM ALLOWED PARKING SPACES: 21 PROVIDED PARKING SPACES: IN GARAGE/STRUCTURE: 12 SURFACE: 9 TOTAL: 21 STANDARD SURFACE STALLS PARRALLEL : 8 9'x23' STANDARD SURFACE STALLS 90 d r : 1 9'x18' ADA: 0 PARKING LOT LANDSCAPING TOTAL NUMBER OF SURFACE PARKING SPACES 9 * INTERNAL LANDSCAPING NOT REQUIRED PER RMC 4-4-070.17.6.13 * PERMITER LANDSCAPING NOT REQUIRED PER RMC 4-4-070.H.6. NO STREET FRONTAGE ADJACENT TO LOT. WILLOWCREST TOWNHOMES -CIVIL CONSTRUCTION PERMIT SET VICINITY MAP PROJECT TEAM OWNER: RENTON HOUSING AUTHORITY 2900 NE 10TH STREET RENTON, WA 98056 PH: 425.226.1850 DEVELOPER: HOMESTEAD 412 MAYNARD AVENUE SOUTH #201 SEATTLE, WA 98104 PH. 206.588.0253 KATHLEEN HOSFELD, EXECUTIVE DIRECTOR KATHLEEN@HOM ESTEADCLT.ORG ERIC PRAVITZ, DIRECTOR OF REAL ESTATE DEVELOPMENT ERIC@HOMESTEADCLT.ORG ARCHITECT - THIRD PLACE DESIGN CO-OPERATIVE 304 ALASKAN WAY SOUTH, SUITE 301 SEATTLE, WASHINGTON 98104 PH. 206.331.3795 POPPI HANDY, MANAGING DIRECTOR POPPI@THIRDPLACEDESIGNCOOP.COM SUZANNE DAVIS, PROJECT MANAGER SUZANNE@THIRDPLACEDESIGNCOOP .COM LANDSCAPE ARCHITECT - THIRD PLACE DESIGN CO-OPERATIVE 304 ALASKAN WAY SOUTH, SUITE 301 SEATTLE, WASHINGTON 98104 PH. 206.331.3795 BRENT CHASTAIN, DIRECTOR OF LANDSCAPE ARCHITECTURE BRENT@THIRDPLACEDESIGNCOOP .COM CIVIL ENGINEERS: COTERRA ENGINEERING 321 3RD AVE SOUTH, SUITE 406 SEATTLE, WA 98104 PH: 206.596.7115 PETER APOSTOL, PRINCIPAL PETER@COTERRAENGINEERING .COM MAX BERDE, PROJECT MANAGER MAX@COTERRAENGINEERING .COM SURVEYOR LANKTREE LAND SURVEYING, INC. 25510 74TH AVE SOUTH KENT, WASHINGTON 98032 PH: 253.653.6423 TREVOR LANKTREE, PLS TLANKTREE@LANKTREELAND .COM third place design co-operative where architecture meets community No. CITY CORRECTIONS REVISION NW 114, SE 9, TWP. 23N, RGE 5E, W.M. LOCATION MAP d 0 0 PROJECT INFORMATION SITE ADDRESS RHA/HOMESTEAD SITE: 1132 EDMONDS AVENUE NE, RENTON WA ADJACENT RHA SITE: GLENNWOOD TOWNHOMES (EXISTING) 1141 GLENNWOOD AVE NE, RENTON WA 1147 GLENNWOOD AVE NE, RENTON WA PARCEL NUMBER 092305-9080 LEGAL DESCRIPTION PARCEL 092305-9080 (FIRSTAMERICAN TITLE, FILE NO. NCS-842759-WA1 , DATED MARCH 23, 2017) THE SOUTH HALF OF THE WEST HALF OF THE NORTHWEST QUARTER OF THE NORTHWEST QUARTER OF THE NORTHWEST QUARTER OF SECTION 9, TOWNSHIP 23 NORTH, RANGE 5 EAST, WILLAMETTE MERIDIAN, IN KING COUNTY WASHINGTON. EXCEPT THE SOUTH 75 FEET THEREOF; EXCEPT THE WEST 30 FEET THEREOF FOR EDMONDS AVENUE NORTHEAST. DESCRIPTION OF WORK PHASE 1 - SITE DEVELOPMENT OF THE HOMESTEAD PORTION OF THE EDMONDS SITE FOR 12 SINGLE-FAMILY AFFORDABLE TOWNHOMES. DEVELOPMENT WILL INCLUDE AN ACCESS DRIVE WITH A HAMMERHEAD TURN -AROUND, SURFACE PARKING, PEDESTRIAN WALKWAYS, OUTDOOR COMMON AREAS, AND ASSOCIATED STORM DRAINAGE, UTILITY, AND LANDSCAPE IMPROVEMENTS. PHASE 2 (FUTURE) - SITE DEVELOPMENT OF THE RHA PORTION OF THE EDMONDS SITE TO INCLUDE MULTI -FAMILY DEVELOPMENT AND CONNECTION TO WILLOWCREST ACCESS ROAD ZONING CENTER VILLAGE (CV) URBAN DESIGN DISTRICT "D" CONSTRUCTION TYPE TYPE V-B UTILITY PROVIDERS ELECTRICAL: PSE WATER: CITY OF RENTON SEWER: CITY OF RENTON PERMITS REQUIRED FINAL PUD AND BINDING SITE PLAN (COMPLETE: LUA19-000061 , BSP, PUD) CIVIL CONSTRUCTION PERMIT NPDES PERMIT #WAR308557 BUILDING PERMIT MECHANICAVELECTRICAVPLUMBING AND FIRE POST PERMIT SUBMITTALS KC 1 11.08.19 1 1 SURVEYED: DESIGNED: DRAWN: KC CHECKED: BY I DATE I APPR r APPROVED: SCALE: N.T.S. ONE INCH ATFULLSCALE IF NOTONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 19BB HORIZONTAL: NAD 1911311991 DATUM SHEET INDEX PDF PAGE # SHEET 1 T0.00 2 C 1.00 3 C1.1 4 T0.01 5 T0.02 6 T0.03 7 T0.04 8 SURVEY 1 OF 2 9 SURVEY 2 OF 2 10 L1.01 11 C2.0 12 C3.0 13 C4.0 14 C4.1 15 C4.2 16 C4.3 17 C5.0 18 C5.1 19 C5.2 20 C5.3 21 C5.4 22 C5.5 23 C5.6 24 C5.7 25 C5.8 26 C5.9 27 L1.02 28 L1.03 29 L1.10 30 L2.01 31 L2.02 32 L3.01 33 L3.02 34 TR1.01 35 TR1.02 REGIONAL FIRE AUTHORITY APPROVED cthomas 01/06/2020 CITY OF RENTON Planning/Building/Public Works Dept. U TITLE COVER SHEET (NOT PREPARED BY ENGINEER OF RECORD) COVER SHEET. CIVIL NOTES COVER SHEET. CIVIL NOTES COVER SHEET. LAND USE CONDITIONS OF APPROVAL (NOT PREPARED BY ENGINEER OF RECORD) COVER SHEET. ERC CONDITIONS OF APPROVAL (NOT PREPARED BY ENGINEER OF RECORD) COVER SHEET. GEOTECHNICAL RECOMMENDATIONS (NOT PREPARED BY ENGINEER OF RECORD) COVER SHEET. GEOTECHNICAL RECOMMENDATIONS (NOT PREPARED BY ENGINEER OF RECORD SURVEY: HORIZONTAL CONTROL PLAN (NOT PREPARED BY ENGINEER OF RECORD) SURVEY: EXISTING CON DITIONS/TOPOGRAPHY PLAN (NOT PREPARED BY ENGINEER OF RECORD) SITE PLAN (NOT PREPARED BY ENGINEER OF RECORD) TESC PLAN PAVING AND GRADING PLAN STORM DRAINAGE PLAN COMPOSITE UTILITY PLAN SANITARY SEWER PROFILE WATER MAIN PROFILE CITY OF RENTON CIVIL DETAILS CITY OF RENTON CIVIL DETAILS CITY OF RENTON CIVIL DETAILS CITY OF RENTON CIVIL DETAILS CITY OF RENTON CIVIL DETAILS CITY OF RENTON CIVIL DETAILS CIVIL DETAILS CIVIL DETAILS CIVIL DETAILS CIVIL DETAILS LANDSCAPE: OPEN SPACE PLAN (NOT PREPARED BY ENGINEER OF RECORD) LANDSCAPE: PAVING PLAN (NOT PREPARED BY ENGINEER OF RECORD) LANDSCAPE: CONSTRUCTION DETAILS (NOT PREPARED BY ENGINEER OF RECORD) LANDSCAPE: IRRIGATION PLAN AND SCHEDULE (NOT PREPARED BY ENGINEER OF RECORD) LANDSCAPE: IRRIGATION DETAILS (NOT PREPARED BY ENGINEER OF RECORD) LANDSCAPE: PLANTING PLAN (NOT PREPARED BY ENGINEER OF RECORD) LANDSCAPE: PLANTING SCHEDULE AND DETAILS (NOT PREPARED BY ENGINEER OF RECORD) LANDSCAPE: TREE RETENTION PLAN (NOT PREPARED BY ENGINEER OF RECORD) LANDSCAPE: TREE RETENTION DETAIL (NOT PREPARED BY ENGINEER OF RECORD) vJ W R-408501 2 O IN COMPLIANCE WITH CITY OF RENTON STANDARDS 2 r z DEVELOPMENT ENGINEERING WASTEWATER UTILITY 4 �' Nathan Janders 01 /03/2020 Ann Fowler 01 /03/2020 0 4""P SURFACE WATER UTILITY ,, ,� WATER UTILITY � .� (n 'farah 01 /03/2020 W agafour 01/03/2020 WILLOWCREST TOWNHOMES DATE: EDMONDS AVE NE, RENTON, WA FIELD29.19 PAGE: COVER SHEET DRAWING NO: T-0.00 SHEET: OF: Lj Z J LL GENERAL NOTES 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE 2018 STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION PREPARED BY WSDOT AND THE AMERICAN PUBLIC WORKS ASSOCIATION (APWA), AS AMENDED BY THE CITY OF RENTON PUBLIC WORKS DEPARTMENT. 2. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY, A PRECONSTRUCTION MEETING MUST BE HELD BETWEEN THE CITY OF RENTON, THE APPLICANT, AND THE APPLICANT'S CONSTRUCTION REPRESENTATIVE. 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 4. IT SHALL BE THE APPLICANTS/CONTRACTORS RESPONSIBILITY TO OBTAIN ALL CONSTRUCTION EASEMENTS NECESSARY BEFORE INITIATING OFF -SITE WORK WITHIN THE ROAD RIGHTS OF WAY. 5. VERTICAL DATUM: CITY OF RENTON, 1988 NAVD. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE SAFEGUARDS, SAFETY DEVICES, PROTECTIVE EQUIPMENT, FLAGGERS, AND ANY OTHER NEEDED ACTIONS TO PROTECT LIFE, HEALTH, AND SAFETY OF THE PUBLIC, AND TO PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK COVERED BY THE CONTRACTOR. ANY WORK WITHIN THE TRAVELED RIGHT OF WAY THAT MAY INTERRUPT NORMAL TRAFFIC FLOW SHALL REQUIRE AT LEAST ONE FLAGGER FOR EACH LANE OF TRAFFIC AFFECTED. ALL SECTIONS OF THE WSDOT STANDARD SPECIFICATIONS 1-07.23-TRAFFIC CONTROL, SHALL APPLY. 7. ALL UTILITIES SHALL BE ADJUSTED TO FINAL GRADE. UTILITY SERVICE NOTES 1. COORDINATE BLDG. SYSTEM CONNECTION LOCATIONS AND INVERT ELEVATIONS WITH PLUMBING CONTRACTOR. VERIFY THAT THERE ARE NO CONFLICTS WITH PROPOSED SYSTEMS AND OTHER UTILITIES. 2. COORDINATE INSTALLATION OF NEW WATER UTILITIES WITH CITY OF RENTON. 3. DESIGN BUILD FIRE SPRINKLER CONTRACTOR SHALL VERIFY SIZE OF FIRE METER, LINE SIZE, AND FDC LINE SIZES PRIOR TO CONSTRUCTION. 4. STATE OF WASHINGTON LEVEL III FIRE PROTECTION SPRINKLER CONTRACTOR SHALL DESIGN AND PREPARE THE UNDERGROUND SUBMITTAL DRAWINGS PER THE STATE OF WASHINGTON WAC 212-80-043(9). 5. A STATE OF WASHINGTON LEVEL U UNDERGROUND CONTRACTOR SHALL PERFORM THE INSTALLATION OF THE UNDERGROUND FIRE SERVICE PIPING PER THE STATE OF WASHINGTON WAC 212-80-043(2). CITY OF RENTON EROSION CONTROL NOTES SEE DETAIL 5, SHEET C5.0 FOR CITY OF RENTON EROSION AND SEDIMENT CONTROL STANDARD PLAN NOTES. CITY OF RENTON SURFACE WATER NOTES SEE DETAILS 3 AND 7, SHEET C5.5 FOR CITY OF RENTON SURFACE WATER STANDARD PLAN NOTES. SHEET INDEX SHEET NUMBER SHEEP NAME C1.0 CIVIL COVER AND NOTES C1.1 NOTES C2.0 TESC PLAN C3.0 PAVING AND GRADING PLAN C4.0 STORM DRAINAGE PLAN C4.1 COMPOSITE UTILITY PLAN C4.2 SANITARY SEWER PROFILE C4.3 WATER MAIN PROFILE C5.0-05.5 CITY OF RENTON CIVIL DETAILS C5.6-05.9 CIVIL DETAILS cPw*oterra ENGINEERING PLLC 321 3rd Ave South, Suite 406 Seattle, Washington 98104 ph 206.596.7115 coterraengineering.com WILLOWCREST TOWNHOMES 35163 GISTER�'�l SIONAL' RENTON, WASHINGTON CONSTRUCTION SEQUENCE 1. PRE -CONSTRUCTION MEETING. 2. POST SIGN WITH NAME AND PHONE NUMBER OF ESC SUPERVISOR (MAY BE CONSOLIDATED WITH THE REQUIRED NOTICE OF CONSTRUCTION SIGN). 3. FLAG OR FENCE CLEARING/CONSTRUCTION LIMITS. 4. INSTALL CATCH BASIN PROTECTION IF REQUIRED. 5. GRADE AND INSTALL CONSTRUCTION ENTRANCE(S). 6. INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH BARRIER, ETC.). 7. GRADE AND STABILIZE CONSTRUCTION ROADS. 8. CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DIKES, PIPE SLOPE DRAINS, ETC.) SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. 9. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH APPENDIX D OF THE SURFACE WATER DESIGN MANUAL AND MANUFACTURER'S RECOMMENDATIONS. 10. RELOCATE EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE CONDITIONS CHANGE THE EROSION AND SEDIMENT CONTROL IS ALWAYS IN ACCORDANCE WITH THE CITY'S EROSION AND SEDIMENT CONTROL STANDARDS. 11. COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH, COMPOST, PLASTIC SHEETING OR EQUIVALENT. 12. STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS. 13. SEED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS. 14. UPON COMPLETION OF THE PROJECT, ALL DISTURBED AREAS MUST BE STABILIZED AND BMP5 REMOVED IF APPROPRIATE. CITY OF RENTON SANITARY SEWER NOTES 1. ALL WORK AND WORK MATERIAL SHALL BE IN CONFORMANCE WITH THE STANDARDS AND SPECIFICATIONS OF THE CITY OF RENTON PLANNING/BUILDING/PUBLIC WORKS DEPARTMENT AND THE LATEST EDITION OF THE WSDOT/APWA STANDARDS AND SPECIFICATIONS, AS APPROVED AND MODIFIED BY THE CITY OF RENTON IN THE RENTON STANDARD PLANS & SPECIFICATIONS. A SET OF APPROVED PLANS SHALL BE KEPT ON SITE AT ALL TIMES DURING CONSTRUCTION. 2. THE HOURS OF WORK IN THE STREET RIGHT OF WAY SHALL BE PER CITY SPECIFICATIONS ON WEEKDAYS UNLESS OTHERWISE APPROVED IN WRITING BY THE PLANNING/BUILDING/PUBLIC WORKS DEPARTMENT. AN APPROVED TRAFFIC CONTROL PLAN MUST BE OBTAINED PRIOR TO BEGINNING ANY WORK WITHIN PUBLIC RIGHT OF WAY. 3. ALL LOCATIONS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE AND IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THE TRUE AND CORRECT LOCATION SO AS TO AVOID DAMAGE OR DISTURBANCE. 4. A PRE -CONSTRUCTION CONFERENCE AND A 24 HOUR NOTICE SHALL BE REQUIRED PRIOR TO STARTING NEW CONSTRUCTION. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO SECURE ALL NECESSARY PERMITS PRIOR TO STARTING CONSTRUCTION. (INSPECTION WILL BE ACCOMPLISHED BY A REPRESENTATIVE OF THE CITY OF RENTON.) IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE PUBLIC WORKS INSPECTOR 24 HOURS IN ADVANCE OF BACKFILLING ALL CONSTRUCTION. 5. CONTRACTOR IS SOLELY RESPONSIBLE FOR THE MEANS, METHODS AND SEQUENCES OF CONSTRUCTION AND FOR THE SAFETY OF WORKERS AND OTHERS ON THE CONSTRUCTION SITE. 6. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN STREET USE AND ANY OTHER RELATED PERMITS PRIOR TO ANY CONSTRUCTION. 7. PLANS APPROVED BY THE CITY OF RENTON, PUBLIC WORKS DEPARTMENT SHALL TAKE PRECEDENCE OVER ALL OTHER PLANS. 8. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 9. THE CONTRACTOR SHALL PROVIDE THE CITY OF RENTON WITH AN AS -BUILT DRAWING OF THE SANITARY SEWER SYSTEM, WHICH HAS BEEN STAMPED AND SIGNED BY A LICENSED PROFESSIONAL ENGINEER OR LICENSED PROFESSIONAL SURVEYOR. 10. BACKFILL SHALL BE PLACED EQUALLY ON BOTH SIDES OF THE PIPE IN LAYERS WITH A LOOSE AVERAGE DEPTH OF 6 INCHES, MAXIMUM DEPTH OF 8 INCHES, THOROUGHLY TAMPING EACH LAYER TO 95 PERCENT OF MAXIMUM DENSITY. THESE COMPACTED LAYERS MUST EXTEND FOR ONE PIPE DIAMETER ON EACH SIDE OF THE PIPE OR TO THE SIDE OF THE TRENCH. MATERIALS TO COMPLETE THE FILL OVER PIPE SHALL BE THE SAME AS DESCRIBED. 11. OPEN CUT ROAD CROSSINGS FOR UTILITY TRENCHES ON EXISTING TRAVELED ROADWAY SHALL BE BACKFILLED WITH CRUSHED ROCK AND MECHANICALLY COMPACTED UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS INSPECTOR. CUTS INTO THE EXISTING ASPHALT SHALL BE NEATLINE CUT WITH SAW IN A CONTINUOUS LINE. A TEMPORARY MIX PATCH MUST BE PLACED IMMEDIATELY AFTER BACKFILL AND COMPACTION. A PERMANENT HOT MIX PATCH SHALL BE PLACED WITHIN 10 DAYS AND SHALL BE PER CITY OF RENTON CURRENT STANDARDS. 12. DATUM FOR VERTICAL CONTROL SHALL BE NORTH AMERICAN VERTICAL DATUM 1988 METERS, AND FOR HORIZONTAL CONTROL SHALL BE NORTH AMERICAN DATUM 1983/1991 METERS UNLESS OTHERWISE APPROVED BY THE CITY OF RENTON PUBLIC WORKS DEPARTMENT. REFERENCE BENCHMARK AND ELEVATIONS ARE NOTED ON THE PLANS. 13. ALL DISTURBED AREAS SHALL BE SEEDED AND MULCHED OR OTHERWISE STABILIZED TO THE SATISFACTION OF THE DEPARTMENT FOR THE PREVENTION OF ON -SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. 14. ALL PIPE AND APPURTENANCES SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION IN ACCORDANCE WITH THE STANDARDS AND SPECIFICATIONS OF THE CITY OF RENTON PLANNING/BUILDING/PUBLIC WORKS DEPARTMENT AND THE LATEST EDITION OF THE WSDOT/APWA STANDARDS AND SPECIFICATIONS, AS APPROVED AND MODIFIED BY THE CITY OF RENTON IN THE RENTON STANDARD PLANS & SPECIFICATIONS. THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL, AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL, TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE, UNYIELDING BASE. PIPE BEDDING SHALL BE PEA GRAVEL 6 INCHES ABOVE AND BELOW THE PIPE. 15. SANITARY SEWER PIPE SHALL BE POLYVINYL CHLORIDE (PVC) RUBBER GASKETED ASTM D 3034, SDR 35, OR DUCTILE IRON CLASS 50, UNLESS OTHERWISE APPROVED BY THE WASTEWATER UTILITY. 16. IN UNIMPROVED AREAS, MANHOLE TO EXTEND MINIMUM 6 INCHES AND MAXIMUM 12 INCHES ABOVE FINISHED GRADE OR MUST HAVE MINIMUM 2' DIAMETER CONCRETE RING POURED AT GRADE. IN PAVED AREA, COVER MUST SLOPE IN ALL DIRECTIONS TO MATCH PAVING. CIVIL CONSTRUCTION PERMIT RESUBMITTAL INTAKE CIVIL CONSTRUCTION PERMIT RESUBMITTAL INTAKE CIVIL CONSTRUCTION PERMIT RESUBMI7AL INTAKE CIVIL CONSTRUCTION PERMIT RESUBMITTAL SCREEN CIVIL CONSTRUCTION PERMIT SUBMITTAL NO. I REVISION 1 /2/20 SURVEYED: 12 19 19 DESIGNED: 11/14/19 MB 11/8/19 DRAWN. MB 8/ 1 / 19 CHECKED: PA BY DATE APPR APPROVED: SCALE: 1 "=20' ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY I I --------------- z w PROJECT SITE VICINITY MAP SCALE 1 " = 200' SURVEY INFORMATION NW 1/4, SEC. 9, TWP. 23N, RGE. 5E, W.M. i N HORIZONTAL DATUM = NAD83(91) DATUM PER CITY OF RENTON VERTICAL DATUM = NAVD88 PER CITY OF RENTON HORIZONTAL CONTROL: CITY OF RENTON CONTROL POINT DESIGNATION 0057: N 56830.9472 E 398127.6287 CITY OF RENTON CONTROL POINT DESIGNATION 0398: N 56022.4097 E 398113.614 BASIS OF BEARINGS NAD83(2011) DATUM WAS ESTABLISHED BY HOLDING CITY OF RENTON CONTROL POINT DESIGNATION 398, BEING A 3/8" COPPER PLUG, WAS HELD FOR POSITION AND A LINE BETWEEN SAID POINT 398 AND CITY OF RENTON CONTROL POINT DESIGNATION NO. 57, BEING A 3" BRASS DISC, WAS HELD FOR ROTATION. BEARING BETWEEN THESE MONUMENTS WAS TAKEN AS N00°59'35"E. VERTICAL CONTROL: VERTICAL DATUM FOR THIS SURVEY IS ESTABLISHED PER THE PUBLISHED ELEVATION OF CITY OF RENTON POINT DESIGNATION 398, BEING A 3/8" COPPER PLUG, . ELEVATION WAS HELD AT 285.45" CHECK BETWEEN PROJECT BENCHMARK AND CITY OF RENTON POINT DESIGNATION 57, RESULTED IN A VERTICAL CLOSURE OF +0.00' OF PUBLISHED. SITE ADDRESS AND ASSESSOR'S PARCEL NUMBER 1141 GLENNWOOD AVENUE NE, RENTON WA, 722780-130 1147 GLENNWOOD AVENUE NE, RENTON WA, 722780-13855 CONTACTS 1132 EDMONDS AVENUE NE, RENTON WA, 092305-9080 OWNER DEVELOPER SEE SURVEY FOR MORE INFORMATION. RENTON HOUSING AUTHORITY HOMESTEAD COMMUNITY LAND TRUST 2900 NE 10TH ST. RENTON, WA 98056 TEL: (425) 226-1850 ABBREVIATIONS BC: BOTTOM OF CURB BW: BACK OF WALK TC: TOP OF CURB EX: EXISTING DI: DUCTILE IRON SD: STORM DRAIN SS: SANITARY SEWER W: WATER VERTICAL: NAVD 1988 HORIZONTAL NAD 1983/1991 DATU M CITY OF RENTON Planning/Building/Public Works Dept. CIVIL ENGINEER COTERRA ENGINEERING PLLC 321 3RD AVE SOUTH, SUITE 406 SEATTLE, WA 98104 CONTACT: PETER APOSTOL, PE TEL: (206) 596-7115 SURVEYOR LANKTREE LAND SURVEYING, INC. 25510 74TH AVE SOUTH KENT, WA 98032 CONTACT: TREVOR LANKTREE, PLS TEL: (253) 653-6423 421 MAYNARD AVE SOUTH, #201 SEATTLE, WA 98104 CONTACT: ERIC PRAVITZ TEL: (206) 817-9551 ARCHITECT THIRD PLACE DESIGN CO-OPERATIVE 304 ALASKAN WAY S, SUITE 301 SEATTLE, WA 98104 CONTACT: SUZANNE DAVIS TEL: (206) 331-3795 LANDSCAPE THIRD PLACE DESIGN CO-OPERATIVE 304 ALASKAN WAY S, SUITE 301 SEATTLE, WA 98104 CONTACT: BRENT CHASTAIN TEL: (206) 331-3795 J Q G m rr� v! G W z O U D rr v! z O U J_ R-408502 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Nathan Janders 01 /03/2020 WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA COVER AND NOTES 7/29/19 PAGE: DRAWING NO: C1.0 SHEET: 2 OF: 2 L T a J N T C) O O T 0- W 2 O z O W W >U O J J LO 00 O i i 0 W w a z w LL 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 LAND USE CONDITIONS OF APPROVAL DECISION The proposed preliminary and final' PUD and BSP as depicted in Ex. 3 (PUD) and Ex. 5 (BSP) and described in Finding of Fact No. 3 meets all applicable criteria quoted in this decision for the reasons identified in associated conclusions of law and for that reason is APPROVED subject to the following conditions of approval below. The PUD modifications identified in Finding of Fact No. 3 are also approved. 1. The Applicant shall submit a final detailed landscape plan with the civil construction permit application that provides a curb or other barrier approved by the Current Planning Project Manager between the woonerf and abutting landscaping. The final plan shall also contain the submittal requirement items listed in RMC 4-8-120D.12: Landscaping Plan, Detailed. The plan shall be reviewed and approved by the Current Planning Project Manager prior to permit issuance. 2. The Applicant shall submit a revised tree retention plan with the civil construction permit application that provides the required tree protection fencing, mulching, and monitoring schedule to be performed by a certified arborist. The revised tree retention plan shall be reviewed and approved by the Current Planning Project Manager prior to permit issuance. 3. The Applicant shall provide language in the Homeowners Association Conditions, Covenants, and Restrictions (CC&Rs) that homeowners are required to use the garages for vehicle parking as the primary use and only any surplus of space that is not needed for the vehicle may be used for storage. The CC&Rs shall be submitted to the Current Planning Project Manager for review and approval prior to recording the documents with King County. The documents shall be recorded prior to Temporary Certificate of Occupancy for the first building. 4. The Applicant shall submit a revised site plan with the civil construction permit application that replaces the compact vehicle parking space with a full size 9'x20' 90- degree parking space. The revised site plan shall be reviewed and approved by the Current Planning Project Manager prior to permit issuance. 11 ' See Conclusion of Law No. 24 for terms specifically applicable to final PUD. PUD and BSP - 26 approved and recorded Binding Site Plan, unless altered. The final Binding Site Plan shall be reviewed and approved by the Current Planning Project Manager prior to recording. 20. The Applicant shall dedicate the required right-of-way along the subject property's Edmonds Ave NE frontage to construct the minimum half street improvement with the Phase 1 Willowcrest Townhomes development. Dedication shall be shown on the final Binding Site Plan document with a dedication statement and graphic representation. The final Binding Site Plan shall be reviewed and approved by the Current Planning Project Manager prior to recording. 21. In lieu of submitting construction plans for frontage improvements along Edmonds Ave NE and constructing the Edmonds Ave NE frontage improvements, utilities and site access driveway prior to Temporary Certificate of Occupancy of the Phase 1 Willowcrest Townhomes development, the Applicant shall record a covenant on Lot 1 of the Binding Site Plan and provide a statement on the Binding Site Plan document that the development of Lot 1 shall include the submittal of construction plans and construction of required frontage improvements and utilities along Edmonds Ave NE. Recording of the covenant shall occur prior to Temporary Certificate of Occupancy for the first building in Phase 1 Willowcrest Townhomes. The covenant and final Binding Site Plan shall be reviewed and approved by the Current Planning Project Manager prior to recording. 22. The Applicant shall submit a materials board with the building permit application for review and approval by the Current Planning Project Manager prior to building permit approval to confirm that siding materials are non -reflective to reduce the potential for light and glare. 23. All common area and open space shall be landscaped in accordance with the landscaping plan submitted by the Applicants and approved by the City; provided, that common open space containing natural features worthy of preservation may be left unimproved. Prior to the issuance of any occupancy permit, the developer shall furnish a security device to the City in an amount equal to the provisions of RMC 4-9-060. Landscaping shall be planted within one year of the date of final approval of the planned urban development, and maintained for a period of two (2) years thereafter prior to the release of the security device. A security device for providing maintenance of landscaping may be waived if a landscaping maintenance contract with a reputable landscaping firm licensed to do business in the City of Renton is executed and kept active for a two (2) year period. A copy of such contract shall be kept on file with the Development Services Division. 24. Landscaping shall be maintained pursuant to requirements of RMC 4-4-070. 25. Prior to the issuance of any occupancy permits, all common facilities, including but not limited to utilities, storm drainage, streets, recreation facilities, etc., shall be completed by the developer or, if deferred by the Planning/Building/Public Works Administrator or his/her designee, assured through a security device to the City equal to the provisions of RMC 4-9-060. 26. All common facilities not dedicated to the City shall be permanently maintained by the planned urban development owner, if there is only one owner, or by the property owners' association, or the agent(s) thereof. In the event that such facilities are not maintained in a PUD and BSP - 29 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 5. The Applicant shall submit details of a minimum of six (6) designated bicycle parking spaces on the revised site plan or floor plans with the building permit application. The designated parking spaces shall be reviewed and approved by the Current Planning Project Manager prior to permit issuance. 6. The Applicant shall submit a revised utility plan with the civil construction permit application and identify all surface mounted utility equipment. Surface mounted equipment should not be located within the common open space amenity areas. The screening of the equipment shall be shown on the detailed landscape plan submitted with the civil construction permit application for review and approval by the Current Planning Project Manager prior to permit issuance. 7. The Applicant shall submit a request for a minor modification of the Renton Sunset Terrace Redevelopment Master Site Plan (LUA14-001475) to include the Willowcrest Townhomes and Binding Site Plan into the master plan and update the allocated units remaining for the Edmonds Site. The minor modification application shall be submitted and decision issued prior to the Applicant recording the Binding Site Plan with the King County Recorder's Office. 8. The Applicant shall submit a paving plan with the civil construction permit that identifies paving material for the access driveway that provides changes in material, color, and pattern to indicate multi -modal use. The paving plan shall be reviewed and approved by the Current Planning Project Manager prior to permit issuance. 9. The Applicant shall submit a final landscape plan that provides landscaping and other aesthetically attractive barriers to discourage vehicle parking along the woonerf. Techniques such as trees in grates, large above -ground planters, and bollard lighting along areas of the woonerf that do not hinder emergency vehicle access would be acceptable. The final landscape plan shall be reviewed and approved by the Current Planning Project Manager prior to permit issuance. 10. The Applicant shall submit a detailed landscape plan with the civil construction permit that identifies no net loss of internal parking lot landscaping would occur with the realignment of access drive through the Glennwood Townhomes site. The detailed landscape plan shall be reviewed and approved by the Current Planning Project Manager prior to permit issuance. 11. The Applicant shall submit a final landscape plan with the civil construction permit that provides demarcation surrounding each private yard consisting of landscaping, fencing, wall, rockery, or some other delineation method approved by the Current Planning Project Manager. The final landscape plan shall be reviewed and approved by the Current Planning Project Manager prior to permit issuance. 12. The Applicant shall provide a reciprocal easement for the Willowcrest Townhomes residents to utilize the existing open space amenity area on the Glennwood Townhomes site identified on the architectural site plan (Exhibit 26) and for the Glennwood Townhomes residents to utilize the abutting open space on the Willowcrest Townhomes PUD and BSP - 27 responsible manner, as determined by the City, the City shall have the right to provide for the maintenance thereof and bill the owner or property owners' association accordingly. Such bill, if unpaid, shall become a lien against each individual property. 27. The Applicant shall submit a common open space plan with the civil construction permit application that identifies a minimum of 3,719 square feet of open space or 10-percent of the Willowcrest Townhome site land area and an additional 600 square feet or 50 square feet per dwelling unit of open space located in a concentrated space. The common open space plan shall be reviewed and approved by the Current Planning Project Manager prior to permit issuance. DATED this 17th day of May, 2019. Pht A.Otbrechts City of Renton Hearing Examiner Appeal Right and Valuation Notices RMC 4-8-080(G) classifies the application(s) subject to this decision as Type III applications subject to closed record appeal to the City of Renton City Council. Appeals of the hearing examiner's decision must be filed within fourteen (14) calendar days from the date of the decision. A request for reconsideration to the hearing examiner may also be filed within this 14- day appeal period. Affected property owners may request a change in valuation for property tax purposes notwithstanding any program of revaluation. PUD and BSP - 30 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 site. The easement shall be referenced on the final Binding Site Plan and irrevocable for the life of the Willowcrest project. The easement shall be reviewed and approved by the Current Planning Project Manager prior to recording and shall be recorded prior to or concurrently with the final Binding Site Plan. 13. The Applicant shall submit roof plans with the building permit application that provide a variety of roofing colors and verify the material is fire retardant. The roof plans shall be reviewed and approved by the Current Planning Project Manager prior to permit issuance. 14. The Applicant shall submit revised architectural elevations with the building permit application that provides the 3.5-inch minimum trim surrounding all windows and doors on the first story. The revised plans shall be reviewed and approved by the Current Planning Project Manager prior to permit issuance. 15. The Applicant shall submit revised architectural elevations with the building permit application and provide either painted metal corner clips or corner boards on the buildings siding exterior. The revised elevations shall be reviewed and approved by the Current Planning Project Manager prior to permit issuance. 16. The Applicant shall submit revised architectural elevations with the building permit application that clearly identify the required column details of a chamfer, band, or similar detail or provide another detailing standard option as approved by the Current Planning Project Manager. The revised elevations shall be reviewed and approved by the Current Planning Project Manager prior to permit issuance. 17. The Applicant shall submit a revised geotechnical report with the civil construction permit application for the areas impacted by utility installation along the southern boundary of Lot 1 and determine whether these areas would be considered sensitive and/or protected slopes or Landslide Hazard Areas. Should these geologically hazardous areas be identified and confirmed, the Applicant shall submit the appropriate critical areas exemption or modification request for construction of new utilities per RMC 4-3- 050C.3.e or RMC 4-3-050J.1 and identify appropriate mitigation for the encroachment in the updated report. The updated geotechnical report shall be reviewed and approved by the Current Planning Project Manager prior to permit issuance. The critical areas exemption or modification, if needed, shall be submitted and issued prior to permit issuance. 18. The Applicant shall prepare and record an irrevocable access easement for the benefit of the Willowcrest Townhome owners along the modified driveway through the Glennwood Townhomes development. Recording of the access easement shall occur prior to or concurrently with the Binding Site Plan, noted on the Binding Site Plan document, and shall be reviewed and approved by the Current Planning Project Manager prior to recording. 19. The Applicant shall submit a final Binding Site Plan document that clearly states that future development on Lot 1 of the Binding Site Plan shall be in conformance with the PUD and BSP - 28 R-408503 IN COMPLIANCE WITH CITY OF RENTON STANDARDS F MENT ENGINEERING anders 01 /03/2020 thirdplace design • co-operative where architecture meets community J\ CITY CORRECTIONS KC 11.08.19 SURVEYED: SCALE: N.T.S.N,T,S, ONTAL:NAVD1988 HORIZONTAL: DATUM CITY OF RENTON Planning/Building/Public Works Dept. DMONDWILLOWCREST TOWNHON EDMONDS AVE NE, RENTON WA COVER SHEET: LAND USE CONDITIONS OF APPROVAL 7.29.19 DESIGNED: PAGE:BOOK: DRAWN: KC ONE INCH DRAWING N0: T-O'O 1 CHECKED: ATFULLSCALE IF NOTONE INCH SCALE ACCORDINGLY NO. REVISION BY DATE APPR APPROVED: SHEET: OF: CC) CM T It O 0) T C) N T O O O i T i C) CM T It O TO V , T T Co 0 0 0 0 1 6 T J C) N T- o 0 0 1 6 T ►� L, LGEOTECHNICAL RECOMMENDATIONS C) 411 O 1 0 LLI CONCLUSIONS AND RECOMMENDATIONS Based on the results of our field exploration program, laboratory testing, and engineering analysis, we U) conclude that development of the proposed development can be accomplished as planned. A summary of w primary geotechnical considerations for the site development and design of the proposed development is C provided in the subsequent sections. OSummary z ■ The planned townhomes site is classified as Site Class C, in accordance with the 2015 International Building Code (IBC). Odense ■ The planned townhomes may be supported on conventional spread footings bearing on dense to very undisturbed glacial till or on structural fill placed over these soils. Footings bearing on dense to very dense undisturbed glacial till may be designed using an allowable soil bearing value of 6,000 pounds per square foot (psf). Footings bearing on structural fill placed over undisturbed dense v� to very dense glacial till may be designed using an allowable bearing value of 3,000 psf. All existing fill, LLI highly weathered glacial till or otherwise unsuitable soils should be removed from below foundations priorto constructing foundations or placing structural fill. The allowable bearingvalue may be increased U by one-third for short duration loads such as wind or seismic events. ■ Lateral foundation loads may be resisted by resistance on the sides of the footings and by passive Ofriction on the base of the footings. For footings supported and surrounded by either dense native soils J or compacted structural fill, a coefficient of friction of 0.35 and a passive resistance of 350 pounds per J cubic foot (pcf) may be used. ■ A subgrade modulus of 100 pounds per cubic inch (pci) may be used for design of the slabs -on -grade for the townhomes. Concrete slabs -on -grade should be supported on a 4-inch-thick capillary break layer CY) overlain by a vapor retarder (in conditioned spaces or enclosed rooms, such as mechanical or storage 0 space). 6i ■ The pavement section extending to the west and north from the southeast corner of the project site may be supported on existingfill soils provided thatthe upper 2 feet of the fill is placed and compacted as structural fill. A proof roll test can also be conducted to reduce excavation costs if native soils are encountered within the upper 2 feet and to check that the soils can perform adequately under planned loads. If any soft spots are observed, the upper 2 feet of subgrade soils should be removed and replaced with at least 2 feet of structural fill compacted to at least 95 percent of the maximum dry density (MDD) per ASTM International (ASTM) D 1557. Suitable on -site soils may be used as structural GEoENGINEERS� November 15, 2018 Page 3 File No. 23656-001-00 Prior to placing the gravel layer, the subgrade should be proofrolled as described previously in the "Earthwork" section of this report. If necessary, the building slab subgrades should be recompacted to a firm and unyielding condition. We recommend that concrete slabs -on -grade be constructed on a gravel layer to provide uniform support and drainage and to act as a capillary break. The gravel layer below slabs -on -grade should consist of at least 4 inches of clean crushed gravel with a maximum particle size of 1 inch and negligible sand or silt in accordance with Washington State Department of Transportation (WSDOT) Standard Specification 9-03.1(4)C American Association of State Highway and Transportation Officials (AASHTO) Grading No. 67. If prevention of moisture migration through the slab is essential, a vapor retarder such as heavy plastic sheeting should be installed between the slab and the gravel layer. It may also be prudent to apply a sealer to the slab to further retard the migration of moisture through the floor. We recommend that the plastic sheet be placed over the capillary break layer. Pavement Recommendations Recommendations for typical pavements (asphalt and concrete) are provided in the following sections. The City of Renton may have standard pavement sections that could apply to the site, therefore the project civil engineer should review the City's standards, if applicable. Subgrade Preparation We recommend the subgrade soils in new pavement areas be prepared and evaluated as described in the "Earthwork" section of this report. All new pavement and hardscape areas should be supported on subgrade soils that have been proof rolled or probed as described in the "Clearing and Site Preparation" section of this report. If the exposed subgrade soils are loose or soft, it may be necessary to excavate localized areas and replace them with structural fill or gravel base course. Pavement subgrade conditions should be observed during construction and prior to placing the subbase materials in order to evaluate the presence of zones of unsuitable subgrade soils and the need for overexcavation and replacement of these zones. New Hot Mix Asphalt Pavement In light -duty pavement areas (e.g., automobile parking), we recommend a pavement section consisting of at least a 21/2 -inch thickness of 1/2-inch hot -mix asphalt (HMA) per WSDOT Sections 5-04 and 9-03, over a 4-inch thickness of densely compacted crushed surfacing base course (CSBC) per WSDOT Section 9-03.9(3). In heavy-duty pavement areas (such as the driveway), we recommend a pavement section consisting of at least a 3-inch thickness of 1/2-inch HMA over a 6-inch thickness of densely compacted CSBC. The base course should be compacted to at least 95 percent of the MDD obtained using ASTM D 1557. We recommend that proof rolling of the subgrade and compacted base course be observed by a representative from ourfirm priorto paving. Soft or yielding zones observed during proof rolling may require overexcavation and replacement with compacted structural fill. The pavement sections recommended above are based on our experience. Thicker asphalt sections may be needed in accordance with the City of Renton or based on the actual traffic data, truck loads, and intended use. All paved and landscaped areas should be graded so that surface drainage is directed to appropriate catch basins. GEOENGINEERS� w i a z w LL November 15, 2018 Page 7 File No. 23656-001-00 fill under the planned road and associated hardscape provided that earthwork is accomplished during dry weather conditions in the summer months. Earthquake Engineering We evaluated the site for seismic hazards including liquefaction, lateral spreading, fault rupture and earthquake -induced landsliding. Our evaluation indicates that the site does not have liquefiable soils present and, therefore, also has no risk of liquefaction -induced lateral spreading. In addition, the site has a low risk of fault rupture and earthquake -induced landsliding. 2015 IBC Seismic Design Information For the planned townhomes, we recommend the IBC 2015 parameters for average field standard penetration resistance, site class, short period spectral response acceleration (Ss), 1-second period spectral response acceleration (Si), and seismic coefficients FA and Fv presented in Table 1. TABLE 1. 2015 IBC SEISMIC PARAMETERS 203.5 IBC Parameter Recommended Value Average Field Standard Penetration Resistance >50 Site Class C Short Period Spectral Response Acceleration, Ss (percent g) 143.2 1-Second Period Spectral Response Acceleration, Si. (percent g) 53.8 Seismic Coefficient, FA 1.000 Seismic Coefficient, Fv 1.300 Liquefaction Potential Liquefaction is a phenomenon where soils experience a rapid loss of internal strength as a consequence of strong ground shaking. Ground settlement, lateral spreading and/or sand boils may result from soil liquefaction. Structures supported on liquefied soils could suffer foundation settlement or lateral movement that could be severely damaging to the structures. Conditions favorable to liquefaction occur in loose to medium dense, clean to moderately silty sand, which is below the groundwater level. Based on our evaluation of the subsurface conditions observed in the explorations, it is our opinion that potentially liquefiable soils are not present at the project site. Ground Rupture Ground rupture from lateral spreading is associated with liquefaction. Lateral spreading involves lateral displacements of large volumes of liquefied soil, and can occur on near -level ground as blocks of surface soils displace relative to adjacent blocks. In our opinion, ground rupture resulting from lateral spreading at the site is unlikely because potentially liquefiable soils are not present at the site as discussed above. Because of the thickness of the Quaternary sediments below the site, which are commonly more than 1,000 feet thick, the potential for surface fault rupture is considered low. GEOENGINEERS� November 15, 2018 Page 4 File No. 23656-001-00 Portland Cement Concrete Pavement Portland cement concrete (PCC) sections may be considered for areas where concentrated heavy loads may occur. We recommend that these pavements consist of at least 6 inches of PCC over 6 inches of CSBC. A thicker concrete section may be needed based on the actual load data for use of the area. If the concrete pavement will have doweled joints, we recommend that the concrete thickness be increased by an amount equal to the diameter of the dowels. The base course should be compacted to at least 95 percent of the MDD. We recommend PCC pavements incorporate construction joints and/or crack control joints spaced at maximum distances of 12 feet apart, center -to -center, in both the longitudinal and transverse directions. Crack control joints may be created by placing an insert or groove into the fresh concrete surface during finishing, or by saw cutting the concrete after it has initially set up. We recommend the depth of the crack control joints be approximately one fourth the thickness of the concrete; or about 11/2 inches deep for the recommended concrete thickness of 6 inches. We also recommend the crack control joints be sealed with an appropriate sealant to help restrict water infiltration into the joints. Asphalt -Treated Base If pavements are constructed during the wet seasons, consideration may be given to covering the areas to be paved with asphalt -treated base (ATB) for protection. Light -duty pavement areas should be surfaced with 3 inches of ATB, and heavy-duty pavement areas should be surfaced with 6 inches of ATB. Thicker ATB sections may be needed based on construction equipment loads. Prior to placement of the final pavement sections, we recommend the ATB surface be evaluated and areas of ATB pavement failure be removed and the subgrade repaired. If ATB is used and is serviceable when final pavements are constructed, the CSBC can be eliminated, and the design PCC or asphalt concrete pavement thickness can be placed directly over the ATB. Earthwork Based on the subsurface soil conditions encountered in the explorations, we expect that the soils at the site may be excavated using conventional heavy-duty construction equipment. Very dense glacial till was encountered at relatively shallow depths at the planned building locations; therefore, glacial till soils within deeper portions of excavations may require a large excavator to accomplish the excavations. Cobbles were observed in most of the test pits and glacial till deposits in the area commonly contain boulders that may be encountered during excavation. Accordingly, the contractor should be prepared to deal with boulders, if encountered. The glacial till contains sufficient fines (material passing the U.S. standard No. 200 sieve) to be highly moisture -sensitive and susceptible to disturbance, especially when wet. Ideally, earthwork should be undertaken during extended periods of dry weather when the surficial soils will be less susceptible to disturbance and provide better support for construction equipment. Dry weather construction will help reduce earthwork costs and increase the potential for using the native soils as structural fill. Trafficability on the site is not expected to be difficult during dry weather conditions. However, the fill and native soils will be susceptible to disturbance from construction equipment during wet weather conditions and pumping and rutting of the exposed soils under equipment loads may occur. GWENGINEERS� November 15, 2018 Page 8 File No. 23656-001-00 Landslides Because site topography is relatively flat and dense to very dense glacial till deposits occur at shallow depths, it is our opinion that landsliding as a result of strong ground shaking is unlikely at the site. Foundations We recommend that the buildings be supported on shallow spread footings founded on the dense to very dense native glacial till soil encountered in the explorations, or on properly compacted structural fill extending down to medium dense to dense glacial till. The following recommendations for the buildings are based on the subsurface conditions observed in the explorations and the site survey. Foundation Design For shallow foundation support, we recommend widths of at least 18 and 24 inches, respectively, for continuous wall and isolated column footings supporting the proposed townhomes. The design frost depth in the Puget Sound area is 12 inches, therefore, we recommend that the footings be founded at least 18 inches below lowest adjacent finished grade. Unsuitable soils consisting of fill, topsoil, and/or highly weathered glacial soils will vary across the site and must be removed from below planned footings. Based on our explorations, up to 31/2 feet of fill and/or looser weathered native soils exist under the proposed north building unit (GEI-TP-1 and GEI-TP-2), approximately 3 feet under the central building unit (GEI-TP-3 and GEI-TP-4) and 21/2 feet under the south building unit (GEI-TP-5 and GEI-TP-6). Therefore, depending on the foundation locations and depths, overexcavation under the footings may be necessary. For foundations supported on medium dense native glacial till or structural fill extending down to medium dense to dense native glacial till, we recommend footings be designed using a maximum allowable bearing pressure of 3,000 psf. A maximum allowable bearing pressure of 6,000 psf may be used in design where foundations are bearing on dense to very dense relatively unweathered glacial till or on controlled density fill (CDF) extending down to the dense to very dense native till. All existing fill and looser native soils should be removed from below planned footings. These allowable bearing pressures apply to the total dead and long-term live loads and may be increased up to one-third for short-term live loads such as wind or seismic forces. The overexcavated areas should be backfilled with: (1) CDF having a design strength of at least 200 pounds per square inch (psi) where 6,000 psf bearing pressures are used or, (2) imported gravel borrow where 3,000 psf is used. Where structural fill is placed below footings, the fill should extend beyond the edges of the foundations by the depth of the overexcavation, while the CDF should extend beyond the edges of the foundations by half the depth of the excavation. Foundation Settlement We estimate that the post -construction settlement of footings founded on the very dense glacial till or structural fill extending to the medium dense to very dense till, as recommended above, will be between 1/2 and 1 inch. Differential settlement between comparably loaded column footings or along a 25-foot section of continuous wall footing should be less than 1/2 inch. We expect most of the footing settlements will occur as loads are applied. Loose or disturbed soils not removed from footing excavations prior to placing concrete will result in additional settlement. GEoENGINEERS November 15, 2018 Page 5 File No. 23656-001-00 Clearing and Site Preparation Areas to be developed or graded should be cleared of surface and subsurface deleterious matter including any debris, shrubs, trees and associated stumps and roots. Graded areas should be stripped of organic soils. The organic soils can be stockpiled and used later for landscaping purposes or may be spread over disturbed areas following completion of grading. If spread out, the organic strippings should be in a layer less than 1-footthick, should not be placed on slopes greater than 3HAV (horizontal to vertical) and should be track -rolled to a uniformly compacted condition. Materials that cannot be used for landscaping or protection of disturbed areas should be removed from the project site. Undocumented fill may be present in various areas of the site and will be required to be removed under building foundations and within the upper two feet of pavement, hardscape and slab subgrade levels. Where existing fill and looser native soils are removed, they may be reused and recompacted as structural fill, if conditions allow. If medium dense to dense native soils are encountered below slab subgrade, additional excavation is not required. If old fill is encountered below slab subgrade, the fill should be evaluated and possibly removed up to 2 feet below slab subgrade or until medium dense to dense native soils are encountered (less than 2 feet below slab subgrade). Excavations for slab subgrade preparation likely do not need to extend more than 2 feet below slab subgrade. The upper two feet below pavement subgrade should also be removed and replaced as structural fill; however, if existing fill soils are suitable and adequately compacted based on evaluations after the pavement is removed, the contractor can perform a proof roll on the exposed surface at or below slab subgrade level, and if approved by the geotechnical engineer, the fill may be left in place. Subgrade Preparation Prior to placing new fills, pavement base course materials or gravel below on -grade floor slabs, subgrade areas should be proof rolled to locate any soft or pumping soils. Prior to proof rolling, all unsuitable soils should be removed from below the building footprints. Proof rolling can be completed using a piece of heavy tire -mounted equipment such as a loaded dump truck. During wet weather, the exposed subgrade areas should be probed to determine the extent of soft soils. If soft or pumping soils are observed, they should be removed and replaced with compacted structural fill. If deep pockets of soft or pumping soils are encountered outside the building areas, it may be possible to limit the depth of overexcavation by placing a non -woven geotextile fabric such as TenCate Mirafi 50OX (or equivalent) on the overexcavated subgrade prior to placing structural fill. The geotextile will provide additional support by bridging over the soft material and will help reduce fines contamination into the structural fill. After completing the proof rolling, the subgrade areas should be recompacted to a firm and unyielding condition, if possible. The degree of compaction that can be achieved will depend on when the construction is performed. If the work is performed during dry weather conditions, we recommend that all subgrade areas be recompacted to at least 95 percent of the MDD in accordance with the ASTM D 1557 test procedure (modified Proctor). If the work is performed during wet weather conditions, it may not be possible to recompact the subgrade to 95 percent of the MDD. In this case, we recommend that the subgrade be compacted to the extent possible without causing undue heaving or pumping of the subgrade soils. GEOENGINEERS� November 15, 2018 Page 9 File No. 23656-001-00 Lateral Resistance Lateral loads can be resisted by passive resistance on the sides of the footings and by friction on the base of the footings. Passive resistance should be evaluated using an equivalent fluid density of 350 pcf where footings are poured neat against native soil or are surrounded by structural fill compacted to at least 95 percent of MDD, as recommended. Resistance to passive pressure should be calculated from the bottom of adjacent floor slabs and paving or below a depth of 1 foot where the adjacent area is unpaved, as appropriate. Frictional resistance can be evaluated using 0.35 for the coefficient of base friction against footings. The above values incorporate a factor of safety of about 1.5. If soils adjacent to footings are disturbed during construction, the disturbed soils must be recompacted, otherwise the lateral passive resistance value must be reduced. Construction Considerations Immediately prior to placing concrete, all debris and loose soils that accumulated in the footing excavations during forming and steel placement must be removed. Debris or loose soils not removed from the footing excavations will result in increased settlement. If wet weather construction is planned, we recommend that all footing subgrades be protected using a lean concrete mud mat or 3 inches of compacted crushed base course. The mud mat or base course should be placed the same day that the footing subgrade is excavated and approved for foundation support. We recommend that all completed footing excavations be observed by a representative of our firm prior to placing mud mat, reinforcing steel, and structural concrete. Our representative will confirm that the bearing surface has been prepared in a manner consistent with our recommendations and that the subsurface conditions are as expected. Footing Drains We recommend that perimeter footing drains be installed around each building. The perimeter drains should be installed at the base of the exterior footings. The perimeter drains should be provided with cleanouts and should consist of at least 4-inch-diameter perforated pipe placed on a 3-inch bed of drainage material, and surrounded by 6 inches of drainage material enclosed in a non -woven geotextile fabric such as TenCate Mirafi 140N (or approved equivalent) to prevent fine soil from migrating into the drain material. We recommend against using flexible tubing for footing drainpipes. The perimeter drains should be sloped to drain by gravity, if practicable, to a suitable discharge point, preferably a storm drain. We recommend that the cleanouts be covered, and be placed in flush -mounted utility boxes. Water collected in roof downspout lines must not be routed to the footing drain lines. Slab -on -Grade Floors We expect that the lower level concrete slab -on -grade can be supported on the medium dense to very dense native soil encountered in our explorations or on properly compacted structural fill. A subgrade modulus of 100 pci may be used for design of the slabs -on -grade at the site. We recommend that an appropriate capillary break and vapor retarder be installed below concrete slabs to reduce the risk of moisture migration through the floor slab. This is especially important since zones of groundwater seepage may be present at the planned floor slab level in more permeable layers above the dense native glacial till or in looser soils on top of the dense glacial till. GEOENGINEERS� November 15, 2018 Page 6 File No. 23656-001-00 R-408505 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Nathan Janders 01 /03/2020 thirdplace design • co-operative where architecture meets community J\ CITY CORRECTIONS KC 11.08.19 SURVEYED: SCALE: N.T.S.N,T,S, ONTAL:NAVD1968 HORIZONTAL: DATUM CITY OF RENTON Planning/Building/Public Works Dept. DMOND CREST E R NHON EDMONDS AVE NE, RENTON WA COVER SHEET: GEOTECHNICAL RECOMMENDATIONS 7.29.19 DESIGNED: PAGE:BOOK: °��" KC ONE INCH DRAWING N0: T—O'O� CHECKED: ATFULLSCALE IF NOTONE INCH SCALE ACCORDINGLY NO. REVISION BY DATE APPR APPROVED: SHEET OF: co co T 411 O T U T C) O 0 6 T Q J co T 0 O O 1 0) T i LO co 0 1 O 1 0 LLI 6 W i a Z W LL GEOTECHNICAL RECOMMENDATIONS (CONTINUED) Subgrade disturbance or deterioration could occur if the subgrade is wet and cannot be dried. If the subgrade deteriorates during proof rolling or compaction, it may become necessary to modify the proof rolling, compaction criteria, or methods. Structural Fill All fill, whether existing on -site glacial till soil or imported soil, that will support building foundations and floor slabs, pavement and hardscape areas, or be placed in utility trenches should generally meet the criteria for structural fill presented below. The suitability of soil for use as structural fill depends on its gradation and moisture content. Materials Materials used on the project site, under buildings, pavement, hardscape areas, and to backfill utility trenches are classified as structural fill for the purpose of this report. Structural fill material quality varies depending upon its use as described below: 1. Structural fill placed below all building elements (except footing designed for greater than 3,000 psf bearing pressure) and during wet weather conditions should consist of imported Gravel Borrow, as described in Section 9-03.14(1) of the 2018 WSDOT Standard Specifications, with the additional restriction that the fines content be limited to no more than 5 percent. On -site soils may be used as structural fil provided it is placed during the summer months, is properly moisture conditioned to within 2 percent of the optimum moisture content, and can be compacted to at least 95 percent of the MDD. 2. CDF having a design strength of at least 200 psi should be used under all foundations designed for greater than 3,000 psf bearing pressure. 3. Structural fill placed to construct embankment and parking areas and to backfill utility trenches may consist of on -site fill and glacial till provided that the soils are moisture conditioned for the required compaction. On -site till soils may be suitable for use as structural fill during dry weather conditions in areas needing 95 percent compaction. If structural fill is placed during wet weather, the structural fill should consist of imported gravel borrow. 4. Structural fill placed as CSBC below pavements should conform to Section 9-03.9(3) of the 2018 WSDOT Standard Specifications. 5. Structural fill placed as capillary break below slabs should consist of 1-inch minus clean crushed gravel with negligible sand or silt in conformance with Section 9-03.1(4)C, grading No. 67 of the 2018 WSDOT Standard Specifications. Reuse of On -site Native Soils The existing fill and till soils contain a high percentage of fines and will be sensitive to changes in moisture content and difficult to handle and compact during wet weather. The existing fill (free of organic debris) and till deposits are expected to be suitable for structural fill in areas requiring compaction to at least 95 percent of MDD (per ASTM D 1557), provided the work is accomplished during the normally dry season (June through September) and that the soil can be properly moisture conditioned to within 2 percent of the optimum moisture content. Imported structural fill consisting of sand and gravel (WSDOT gravel borrow) should be planned under all building foundation elements, especially if construction occurs during wet weather. GEoENGINEERS� November 15, 2018 Page 10 File No. 23656-001-00 of the excavation is not affected. We recommend that this distance be at least 5 feet from the top of the cut for temporary cuts made at 1HAV or flatter, and no closer than a distance equal to one-half the height of the slope for cuts made steeper than 1H:IV. Water that enters the excavation must be collected and routed away from prepared subgrade areas. We expect that this may be accomplished by installing a system of drainage ditches and sumps along the toe of the cut slopes. Some sloughing and raveling of the cut slopes should be expected. Temporary covering, such as heavy plastic sheeting with appropriate ballast, should be used to protect these slopes during periods of wet weather. Surface water runoff from above cut slopes should be prevented from flowing over the slope face by using berms, drainage ditches, swales or other appropriate methods. If temporary cut slopes experience excessive sloughing or raveling during construction, it may become necessary to modify the cut slopes to maintain safe working conditions. Slopes experiencing problems can be flattened, regraded to add intermediate slope benches, or additional dewatering can be provided if the poor slope performance is related to groundwater seepage. Drainage Considerations We anticipate shallow groundwater seepage may enter excavations for utilities depending on the time of year construction takes place, especially in the winter months. However, we expect that this seepage water can be handled by digging interceptor trenches in the excavations and pumping from sumps. The seepage water, if not intercepted and removed from the excavations, will make it difficult to place and compact structural fill and may destabilize cut slopes. All paved and landscaped areas should be graded so that surface drainage is directed away from the buildings to appropriate catch basins. Water collected in roof downspout lines must not be routed to the footing drain lines. Collected downspout water should be routed to appropriate discharge points in separate pipe systems. Infiltration Considerations Sieve analyses were performed on selected soil samples collected from the test pits that were completed as part of this study. The soil samples typically consisted of native weathered or relatively unweathered glacial till. The design infiltration value described below is based on the results of the grain size analyses, the United States Department of Agriculture (USDA) Textural Triangle, and the Washington State Department of Ecology Storm Water Management Manual (2005). The grain size analyses are presented in Appendix B. Based on our analysis, it is our opinion that the on -site native glacial till soils have a very low infiltration capacity. The majority of the soils across the site contain significant fines, which limits the infiltration capacity. The results of the sieve analyses indicated that the fines content (material passing the U.S. No. 200 sieve) typically ranges from 30 to 35 percent. Due to the density, high fines content, and relative impermeability of the glacial till, infiltration should be assumed to be very low when designing infiltration systems. We recommend a preliminary infiltration rate of not more than 0.2 inches per hour be used for design of the infiltration facilities. Depending on the depth of proposed infiltration facilities, the infiltration rate will vary; however, we recommend site specific pilot infiltration testing be performed to determine the design infiltration rate if specific infiltration facilities are being considered. GEOENGINEERS� November 15, 2018 Page 14 File No. 23656-001-00 The use of existing on -site fill and till soils as structural fill during wet weather should be planned only for areas requiring compaction to 90 percent of MDD, as long as the soils are properly protected from wet weather, not placed during periods of precipitation, and that they can be dried if needed to achieve proper compaction. The contractor should plan to cover and maintain all fill stockpiles with plastic sheeting if it will be used as structural fill. The reuse of on -site soils is highly dependent on the skill of the contractor and schedule, and we will work with the design team and contractor to maximize the reuse of on -site till soils during the wet and dry seasons. Fill Placement and Compaction Criteria Structural fill should be mechanically compacted to a firm, non -yielding condition. Structural fill should be placed in loose lifts not exceeding 12 inches in thickness when using heavy compaction equipment and not more than 6 inches when using hand -operated compaction equipment. The actual thickness will be dependent on the structural fill material used and the type and size of compaction equipment. Each lift should be moisture conditioned to within about 2 percent of the optimum moisture content to achieve proper compaction to the specified density before placing subsequent lifts. Compaction of all structural fill at the site should be in accordance with the ASTM D 1557 (modified Proctor) test method. Structural fill should be compacted to the following criteria: 1. Structural fill placed below floor slabs and foundations should be compacted to 95 percent of the MDD. 2. Structural fill in new pavement and hardscape areas, including utility trench backfill, should be compacted to at least 90 percent of the MDD, except that the upper 2 feet of fill below final subgrade should be compacted to at least 95 percent of the MDD, see Figure 3, Compaction Criteria for Trench Backfill. 3. Structural fill placed as CSBC below pavements should be compacted to 95 percent of the MDD. 4. Non-structural fill, such as fill placed in landscape areas, should be compacted to at least 90 percent of the MDD. Weather Considerations Disturbance of near -surface soils should be expected if earthwork is completed during periods of wet weather. During dry weather, the soils will: (1) be less susceptible to disturbance, (2) provide better support for construction equipment, and (3) be more likely to meet the required compaction criteria. The wet weather season generally begins in October and continues through May in western Washington; however, periods of wet weather may occur during any month of the year. For earthwork activities during wet weather, we recommend that the following steps be taken: ■ The ground surface in and around the work area should be sloped so that surface water is directed away from the work area. The ground surface should be graded so that areas of ponded water do not develop. Measures should be taken by the contractor to prevent surface water from collecting in excavations and trenches. Measures should be implemented to remove surface water from the work area. ■ Earthwork activities should not take place during periods of moderate to heavy precipitation. ■ Slopes with exposed soils should be covered with plastic sheeting. ■ The contractor should take necessary measures to prevent on -site soils and soils to be used as fill from becoming wet or unstable. These measures may include the use of plastic sheeting, sumps with pumps, and grading. The site soils should not be left uncompacted and exposed to moisture. Sealing the surficial soils by rolling with a smooth -drum roller prior to periods of precipitation will help reduce the extent that these soils become wet or unstable. ■ The contractor should cover all soil stockpiles that will be used as structural fill with plastic sheeting. ■ Construction traffic should be restricted to specific areas of the site, preferably areas that are surfaced with the existing asphalt or working pad materials not susceptible to wet weather disturbance. ■ Construction activities should be scheduled so that the length of time that soils are left exposed to moisture is reduced to the extent practical. Routing of equipment on the existing fill and native till subgrade soils during the wet weather months will be difficult and the subgrade will likely become highly disturbed and rutted. In addition, a significant amount of mud can be produced by routing equipment directly on the glacial soils in wet weather. Therefore, to protect the subgrade soils and to provide an adequate wet weather working surface for the contractor's equipment and labor, we recommend that the contractor protect exposed subgrade soils with sand and gravel, crushed gravel, or ATB. Permanent Cut and Fill Slopes We recommend that permanent cut or fill slopes be constructed at inclinations of 2HAV or flatter, and be blended into existing slopes with smooth transitions. To achieve uniform compaction, we recommend that fill slopes be overbuilt slightly and subsequently cut back to expose well compacted fill. It is our experience that permanent cut slopes made in dense to very dense glacial till are difficult to establish vegetation on and difficult to place and maintain topsoil on. Therefore, 3H:1V or flatter permanent cut slopes should be considered for landscape purposes if site conditions allow for their use. To reduce erosion, newly constructed slopes should be planted or hydroseeded shortly after completion of grading. Until the vegetation is established, some sloughing and raveling of the slopes should be expected. This may necessitate localized repairs and reseeding. Temporary covering, such as clear heavy plastic sheeting, jute fabric, or erosion control blankets (such as American Excelsior Curlex 1 or North American Green SC150) could be used to protect the slopes during periods of rainfall. Utility Trenches Trench excavation, pipe bedding, and trench backfilling should be completed using the general procedures described in the 2018 WSDOT Standard Specifications or other suitable procedures specified by the project civil engineer. The native glacial deposits and fill soils encountered at the site are generally of low corrosivity based on our experience in the Puget Sound area. Utility trench backfill should consist of structural fill and should be placed in loose lifts not exceeding 12 inches in thickness when using heavy compaction equipment and not more than 6 inches when using hand -operated compaction equipment such that adequate compaction can be achieved throughout the lift. Each lift must be compacted prior to placing the subsequent lift. The backfill should be compacted in accordance with the criteria discussed above. Figure 3 illustrates recommended trench compaction criteria under pavement and non-structural areas. GWENGINEERS� November 15, 2018 Page 11 GEOENGINEERS File No. 23656-001-00 third place design co-operative where architecture meets community J\ CITYCORRECTIONS KC 11.08.19 rDU RVEYED: +__ SIGNED: NO. REVISION DRAWN: CHECKED: BY DATE APPR APPROVED: SCALE: N.T.S. KC ONE INCH ATFULLSCALE IF NOTONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUM November 15, 2018 Page 12 File No. 23656-001-00 CITY OF RENTON Planning/Building/Public Works Dept. Sedimentation and Erosion Control In our opinion, the erosion potential of the on -site soils is low to moderate. Construction activities including stripping and grading will expose soils to the erosional effects of wind and water. The amount and potential impacts of erosion are partly related to the time of year that construction actually occurs. Wet weather construction will increase the amount and extent of erosion and potential sedimentation. Erosion and sedimentation control measures may be implemented by using a combination of interceptor swales, straw bale barriers, silt fences and straw mulch for temporary erosion protection of exposed soils. All disturbed areas should be finish graded and seeded as soon as practicable to reduce the risk of erosion. Erosion and sedimentation control measures should be installed and maintained in accordance with the requirements of the City of Renton. Excavations We anticipate that excavations are limited and will be primarily associated with footing excavations and underground utilities. These cuts can likely be made as temporary open cut slopes depending on site constraints. The stability of open cut slopes is a function of soil type, groundwater seepage, slope inclination, slope height and nearby surface loads. The use of inadequately designed open cuts could impact the stability of adjacent work areas, existing utilities, and endanger personnel. The contractor performing the work has the primary responsibility for protection of workmen and adjacent improvements. In our opinion, the contractor will be in the best position to observe subsurface conditions continuously throughout the construction process and to respond to variable soil and groundwater conditions. Therefore, the contractor should have the primary responsibility for deciding whether or not to use open cut slopes for much of the excavations rather than some form of temporary excavation support, and for establishing the safe inclination of the cut slope. Acceptable slope inclinations for utilities and ancillary excavations should be determined during construction. Because of the diversity of construction techniques and available shoring systems, the design of temporary shoring is most appropriately left up to the contractor proposing to complete the installation. Temporary cut slopes and shoring must comply with the provisions of Title 296 WAC, Part N, "Excavation, Trenching and Shoring." The excavations for the buildings and utilities will be completed primarily in loose to medium dense fill and dense to very dense glacial till deposits. The following sections summarize the general excavation recommendations. Temporary Cut Slopes For planning purposes, temporary unsupported cut slopes more than 4 feet high may be inclined at 1H:1V maximum steepness within the dense to very dense glacial till (below a depth of about 3 feet) and 11/2H:IV maximum steepness in the overlying fill (upper 3 feet). If significant seepage is present on the cut face then the cut slopes may have to be flattened. However, temporary cuts should be discussed with the geotechnical engineer during final design development to evaluate suitable cut slope inclinations for the various portions of the excavation. The contractor should scale slopes cut at 1HAV to remove loose materials and cobbles. The above guidelines assume that surface loads such as traffic, construction equipment, stockpiles or building supplies will be kept away from the top of the cut slopes a sufficient distance so that the stability GEOENGINEERS November 15, 2018 Page 13 File No. 23656-001-00 R-408506 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVEL:J�l ENT ENGINEERING Nathannders 01 /03/2020 WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA COVER SHEET: GEOTECHNICAL RECOMMENDATIONS DATE: 7.29.19 FIELDBOOK: PAGE: DRAWING NO: T-0.04 SHEET: OF: co co T O O T U T co C) O O 1 6 T Q J co N T 0 O O 1 T ALTA/N SPS co 0 0 0 0 �J� NE 12TH STREET `,/ CITY OF RENTON CONTROL #57 SITE FOUND MONUMENT IN CASE j BLND 3" BRASS DISC W/"X" AND A 5 s0A NE 900 PUNCH MARK ON A CONCRETE POST .19 318.04' DOWN 0.5' 8i W INTERSECTION OF NE 12TH STREET & EDMONDS AVENUE NE ELEVATION=326.43' kAJ 405 �U) I to M M� m IM z LEGAL DESCRIPTION: PARCEL 722780-1375 (STATUTORY WARRANTY DEED REC. NO. 20040730001485) LOT 9, BLOCK 42, CORRECTED PLAT OF RENTON HIGHLANDS NO. 2, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 57 OF PLATS, PAGE 92, RECORDS OF KING COUNTY, WASHINGTON. PARCEL 722780-1380 (STATUTORY WARRANTY DEED REC. NO. 20091216000370) LOT 10, BLOCK 42, CORRECTED PLAT OF RENTON HIGHLANDS NO. 2, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 57, OF PLATS, PAGE(S) 92 THROUGH 98, INCLUSIVE, IN KING COUNTY, WASHINGTON. PARCEL 092305-9080 (FIRST AMERICAN TITLE, FILE NO. NCS-842759-WA1, DATED MARCH 23, 2017) THE SOUTH HALF OF THE WEST HALF OF THE NORTHWEST QUARTER OF THE NORTHWEST QUARTER OF THE NORTHWEST QUARTER OF SECTION 9, TOWNSHIP 23 NORTH, RANGE 5 EAST, WILLAMETTE MERIDIAN, IN KING COUNTY WASHINGTON. EXCEPT THE SOUTH 75 FEET THEREOF; 10colgas 01a11110IM11290ME11:1a:1181 oPllifil;�i1►m0R81:ir1lF.&IN SPECIAL EXCEPTIONS: (PARCEL 092305-9080) (FIRST AMERICAN TITLE, FILE NO. NCS-842759-WA1, DATED MARCH 23, 2017) ITEM 1) LIEN OF THE REAL ESTATE EXCISE SALES TAX AND SURCHARGE UPON ANY SALE OF SAID PREMISES, IF UNPAID. AS OF THE DATE HEREIN, THE EXCISE TAX RATE FOR THE CITY OF RENTON IS AT 1.78%. LEVY/AREA CODE: 2100 FOR ALL TRANSACTIONS RECORDED ON OR AFTER JULY 1, 2005: A FEE OF $10.00 WILL BE CHARGED ON ALL EXEMPT TRANSACTIONS; A FEE OF $5.00 WILL BE CHARGED ON ALL TAXABLE TRANSACTIONS IN ADDITION TO THE EXCISE TAX DUE. (NON SURVEY RELATED ITEM) ITEM 2) LIABILITY, IF ANY, FOR PRO-RATA PORTION OF REAL PROPERTY TAXES WHICH ARE CARRIED ON THE KING COUNTY TAX ROLLS, AS TAX ACCOUNT NO. 092305-9080-03, ARE EXEMPT. WE NOTE SPECIAL CHARGES FOR THE YEAR 2017 IN THE AMOUNT OF $11.25, OF WHICH $0.00 HAS BEEN PAID. BALANCE DUE: $11.25. (NON SURVEY RELATED ITEM) ITEM 3) POTENTIAL CHARGES, FOR THE KING COUNTY SEWAGE TREATMENT CAPACITY CHARGE, AS AUTHORIZED UNDER RCW 35.58 AND KING COUNTY CODE 28.84.050. SAID CHARGES COULD APPLY FOR ANY PROPERTY THAT CONNECTED TO THE KING COUNTY SEWER SERVICE AREA ON OR AFTER FEBRUARY 1, 1990. NOTE: PROPERTIES LOCATED IN SNOHOMISH COUNTY AND PIERCE COUNTY MAY BE SUBJECT TO THE KING COUNTY SEWAGE TREATMENT CAPACITY CHARGES. TO VERIFY CHARGES CONTACT: (206) 296-1450 OR CAPCHARGEESCROW@KINGCOUNTY.GOV. (NON SURVEY RELATED ITEM) ITEM 4) RESERVATIONS AND EXCEPTIONS, INCLUDING THE TERMS AND CONDITIONS THEREOF: RESERVING: MINERALS RESERVED BY: NORTHERN PACIFIC RAILROAD COMPANY RECORDED: JUNE 21, 1905 RECORDING INFORMATION: 342731 (MINERAL RIGHTS RESERVATION OVER SAID PARCEL AND OTHER PROPERTY) ITEM 5) RIGHT TO MAKE NECESSARY SLOPES FOR CUTS OR FILLS UPON SAID PREMISES FOR EDMONDS AVENUE NORTHEAST AS GRANTED BY DEED RECORDED JULY 5, 1972 UNDER RECORDING NO. 7207050453. (SLOPE, SIDEWALK AND ROCKERY EASEMENT OVER THE WEST 5' OF SAID PARCEL) ITEM 6) RESTRICTIONS, CONDITIONS, DEDICATIONS, NOTES, EASEMENTS AND PROVISIONS, IF ANY, AS CONTAINED AND/OR DELINEATED ON THE FACE OF THE SURVEY RECORDED UNDER RECORDING NO. 20041011900001, IN KING COUNTY, WASHINGTON. (EXISTING CONDITIONS ARE SHOWN HEREON) ITEM 7) RESTRICTIONS, CONDITIONS, DEDICATIONS, NOTES, EASEMENTS AND PROVISIONS, IF ANY, AS CONTAINED AND/OR DELINEATED ON THE FACE OF THE SURVEY RECORDED UNDER RECORDING NO. 20101007900007, IN KING COUNTY, WASHINGTON. (EXISTING CONDITIONS ARE SHOWN HEREON) ITEMS 8-11) TITLE COMPANY CONCERNS. (NON SURVEY RELATED ITEMS) PURPOSE OF THIS SURVEY THE PURPOSE OF THIS SURVEY IS TO SHOW EXISTING CONDITIONS FOR DEVELOPMENT AND/OR DESIGN BASIS OF BEARINGS NAD83(91) DATUM PER CITY OF RENTON BASIS OF BEARINGS NAD83(2011) DATUM WAS ESTABLISHED BY HOLDING CITY OF RENTON CONTROL POINT DESIGNATION 398, BEING A 3/8" COPPER PLUG, WAS HELD FOR POSITION AND A LINE BETWEEN SAID POINT 398 AND CITY OF RENTON CONTROL POINT DESIGNATION NO. 57, BEING A 3" BRASS DISC, WAS HELD FOR ROTATION. BEARING BETWEEN THESE MONUMENTS WAS TAKEN AS N00°59'35"E. VERTICAL DATUM IS NAVD88 PER CITY OF RENTON PUBLISHED BENCHMARK VERTICAL DATUM FOR THIS SURVEY IS ESTABLISHED PER THE PUBLISHED ELEVATION OF CITY OF RENTON POINT DESIGNATION 398, BEING A 3/8" COPPER PLUG, . ELEVATION WAS HELD AT 285.45" CHECK BETWEEN PROJECT BENCHMARK AND CITY OF RENTON POINT DESIGNATION 57, RESULTED IN A VERTICAL CLOSURE OF +0.00' OF PUBLISHED. LOCAL SITE/PROJECT BENCHMARKS AS SHOWN ON THIS SURVEY SITE ADDRESS AND ASSESSOR'S PARCEL NUMBER 1141 GLENNWOOD AVENUE NE, RENTON WA, 722780-1380 1147 GLENNWOOD AVENUE NE, RENTON WA, 722780-1375 XXXX EDMONDS AVENUE NE, RENTON WA, 092305-9080 FLOOD INFORMATION PARCEL IS LOCATED IN ZONE "X" - AREAS DETERMINED TO BE OUTSIDE 500-YEAR FLOODPLAIN. PER FEMA PANEL NUMBER 53033CO668 F, DATED 5/16/1995. PARCEL AREA 722780-1380 13,739f SQ. FT. OR 0.315t ACRES 722780-1375 13,560f SQ. FT. OR 0.311 f ACRES 092305-9080 74,236f SQ. FT. OR 1.704t ACRES REFERENCE SURVEYS R1) RECORD OF SURVEY, REC. NO. 20041011900001. R2) RECORD OF SURVEY, REC. NO. 20101007900007. P1) CORRECTED PLAT OF RENTON HIGHLANDS NO. 2, VOL. 57, PGS. 92-98 INCL. REFERENCE GIS DATA G1) GIS MAP PROVIDED OR DOWNLOADED ON 9/18/2018 FROM PUGET SOUND ENERGY. G2) GIS MAP PROVIDED OR DOWNLOADED ON 3/28/2019 FROM CITY OF RENTON GIS. REFERENCE PLANS P2) PLANS FOR DESIGN, SHEET REF: C5, PROJECT: GLENWOOD TOWNHOMES, FROM SPRINGLINE DESIGN LLC, DATED 11/29/2011. P3) COTERRA ENGINEERING CAD DRAWING GLENWOOD-XBASE, PROVIDED OR DOWNLOADED ON 3/29/2019 FROM CLIENT. NOTES 1. ALL DISTANCES SHOWN ON THIS SURVEY ARE IN US SURVEY FOOT. 2. UTILITIES ARE SHOWN PER SURFACE OBSERVATIONS, UTILITY PAINT MARKINGS PER PRIVATE UTILITY LOCATOR ENLISTED AS PART OF THIS SURVEY AND PERFORMED BY APPLIED PROFESSIONAL SERVICES INC. AND OTHER REFERENCE INFORMATION. QUOTED ACCURACY OF UTILITIES SHOWN PER UTILITY LOCATE PAINT MARKINGS ARE 1.5'f HORIZONTALLY. VERTICAL UTILITY INFORMATION IS SHOWN TO THE SIGNIFICANT FIGURE AT WHICH THEY WERE MEASURED, BUT INHERENT ERROR EXISTS IN RESTRICTION OF ACCESS TO UNDERGROUND UTILITIES. UTILITIES SHOWN PER REFERENCE INFORMATION ARE PER BEST FIT AND INTERPOLATION AND SHOULD BE VERIFIED PRIOR TO CONSTRUCTION. FOR EXACT UTILITY DEPTH AND LOCATION INFORMATION, IT IS RECOMMENDED THAT POTHOLING BE PERFORMED. LOCATOR NOTE: NO CONDUCTIBLE UTILITIES ON EAST SIDE OF EDMONDS AVENUE. (9/19/18) 3. FIELD SURVEY WAS COMPLETED IN SEPTEMBER 2018 AND ALL MONUMENTS SHOWN AS FOUND WERE VISITED AT THIS TIME OR AS NOTED. 4. THIS SURVEY IS A RETRACEMENT OF THE DEEDED DESCRIPTION STATED ABOVE AND DOES NOT PURPORT TO SHOW ANY UNRECORDED OWNERSHIP RIGHTS. 5. LEGAL DESCRIPTION AND SPECIAL EXCEPTIONS FOR TAX PARCEL NUMBER PARCEL 092305-9080 IS PER FIRST AMERICAN TITLE REPORT FILE NO. NCS-842759-WA1, DATED MARCH 23, 2017. NO TITLE REPORT WAS PROVIDED FOR TAX PARCEL 722780-1375 OR TAX PARCEL 722780-1380. 6. THERE ARE A TOTAL OF 16 PARKING SPACES ON SITE, 12 REGULAR, 2 UNMARKED, 2 HANDICAP. PROCEDURE / NARRATIVE: A FIELD TRAVERSE USING A FOCUS 30 ROBOTIC TOTAL STATION AND DATA COLLECTOR SUPPLEMENTED WITH FIELD NOTES AND PRECISION SP80 NETWORK RTK CPS ROVER, WAS PERFORMED, ESTABLISHING THE ANGULAR, DISTANCE, AND VERTICAL RELATIONSHIPS BETWEEN THE MONUMENTS, PROPERTY LINES AND IMPROVEMENTS. THE RESULTING DATA MEETS OR EXCEEDS THE STANDARDS FOR LAND BOUNDARY SURVEYS AS SET FORTH IN WAC 332-130-090. S88'56'54"E 318.87' A I.1 i 30.0' t�0 In O MI I N 5.0' 319.70' LAND TITLE SURVEY _ _ N88'58'07"W 2544.34'(M) 2544.28'(R1) 318.04' -i ,1 636.09' .i .1 MI I 001 S88'56'54"E 31 .87' 1 tO N N 174.62' 144.25=i N to I to 0 z re o GLENNWOOD AVENUE NE Tl S88'55'42"E 639.41' I I 00 N rri to co w 0 to co N 0 Lo co .1^ I — _ 642_73' Lo N w MI 0 z I I to to N M I low M 25.0' 175.39' 1 I I co w CD N b m z I 1. S88'55'42"E 639.41' -� I ITY O - CF RENTON CONTROL- #398 1298.76' FOUND MONUMENT IN CASE 3/8" COPPER PLUG AND PUNCH MARK ON A 4"X4" CONCRETE POST DOWN 0.4' CENTERLINE OF EDMONDS AVENUE NE IN FRONT OF HOUSE NUMBER 801 ELEVATION= 285.084' CD co co co _ 642.73' _ -�• N S88'53'18"E12570.93' Lo N 0 z z I I M 06 N P2 I 1272.17' N1/4 COR. FOUND MONUMENT IN CASE ELEV.=400.30' I - 1285.46' I 01 E s 0 100 200 400 SCALE: 1"=200' W cnC3 Q W o� W Z ~p W 0) Z U O N M ct-1 Ld i.ry N \ W � N Z WLi Z J Z O'Ui M Q C � w p zz o 0o W ¢¢ �o :2: z Q:� Q:�`.o 00 �Q zz r J J � co(D » Z o W Q Q � O Z Z W J � Z � Z W W W O w� » W o cn cn m a Y Y Y L a >- u U Lu Z 0 ` I ' "" 11-- L V D 0 Z Lu T z � ZO Q J ~ Z W W ~ z LL 0 ~ Lo Lu jr LU W H Q 0 0 H T Z c) H V } H Z cmZ U Z = v V H LL 0 z J Y IIL 4w P 0 LL 0) D Er T F- O N 0 Z Q cl) qe O J WD 00 Z W Q m Q W O0 � J H 0 Z 0 >. a a a n W '' vJ N~^ T le CW L O a .� o 0 0 0 0 p t4 II N p > I I xi CD (n (n \ x m o 0) (D I c Y p 3 p p a) co a +� NO U Q 0 0 o CV CD� 1298 76' m CALCULATED PER (R1) 00 2636.60' S88'48'35"E j, 5234.12'(C)(R1) _ - Q V N V � z 000_ W j " Y I— = z w OC/) N W w C6 W> I �o > � � Z WEr Ln �•� `o Q rL�j LL _cl) Ln Z 0 O x cal � L� � CALCULATED PER (R1) TO: RENTON HOUSING AUTHORITY AND FIRST AMERICAN TITLE INSURANCE COMPANY: THIS IS TO CERTIFY THAT THIS MAP OR PLAT AND THE SURVEY ON WHICH IT IS BASED WERE MADE IN ACCORDANCE WITH THE 2016 MINIMUM STANDARD DETAIL REQUIREMENTS FOR ALTA/NSPS LAND TITLE SURVEYS, JOINTLY ESTABLISHED AND ADOPTED BY ALTA AND NSPS, AND INCLUDES ITEMS 2, 3, 4, 5, 7B1, 7C, 8, 9, 11, AND 13, OF TABLE A THEREOF. THE FIELD WORK WAS COMPLETED ON SEPTEMBER 27, 2018 AND MARCH 18, 2019. DATE OF PLAT OR MAP: APRIL 4, 2019 R-408507 T co O O O rn T J co CV T O O 0 O T CL JEFP4Y S. KIESWETTER P.L.S. WASHINGTON REGISTRATION NO. 41282 11 /06/2019 DATE co NI 41f 82 0 �� E J/� F� i TD�� S�� Z C'7 t ° Nq ( L A�0 -0 M cn 0 SIG ED i i /l1 9r COR #57 FOUND MONUMENT IN CASE 3" BRASS DISC W/"X" AND A ALTA/NSPS LAND TITLE SURVEY N PUNCH MARK ON A CONCRETE POST DOWN 0.5' 1 SSMH-48" a INTERSECTION OF NE 12TH STREET & EDMONDS AVENUE NE ti" I IM=324.89' IE 8" CNC N=316.04' ow z M z � V Z IE 8" CNC S=315.94' 1 V l d 1-4 rn w 0 I�J�y l�l dry, laV Cn o = SDMH-48" RIM=318.85' o a N \ / in IE 18" CNC N=315.25' N M 0 Z 3 �w IE 18" CNC IE 8" CNC S=315.25' E=315.40' � d w Lu w ¢ o (� �m CB 0g5 RIM 318.39' IE 8' CNC W=316.49' a s o L o o ° � w J T H a Z / w Z Q w o � � W H IL LEGEND (NOTE: NOT ALL SYMBOLS MAY APPEAR ON THE MAP) SURVEY MONUMENT (AS NOTED) SECTION CORNER (AS NOTED) SET REBAR/CAP (LS#45789 OR #41282) 0 FOUND REBAR/CAP (AS NOTED) El SET 2"X2" HUB/TACK LINE STAKE A WATERLINE MAG/WASHER OR LEAD/TACK (AS NOTED) (G2) 1 T BENCHMARK LUMINAIRE (LUM.) EEC YARD LIGHT ORNAMENTAL LIGHT CB o TRAFFIC SIGNAL LIGHTS RIM=310.58' PEDESTRIAN SIGNAL IE 8" CNC E=308.581 p POWER METER -0- POWER POLE IN JUNCTION BOX (AS NOTED) WAS ® TELEPHONE MANHOLE ❑ CATCH BASIN (CB) O❑ STORM MANHOLE (SDMH) �S SANITARY SEWER MANHOLE (SSMH) 0 CLEANOUT (AS NOTED) GAS METER (GM) GAS VALVE (GV) WATER VALVE (WV) d9 FAUCET JQM FIRE HYDRANT(FH) / CONNECTION(FDC) ® WATER MANHOLE ® WATER METER (WM) BLOW -OFF / AIRVAC WELL LUMINAIRE �I SIGN & JBOX D IRRIGATION L DIRECTIONAL ARROW C� HANDICAP -------BARBED WIRE FENCE -,-,-,-CHAIN LINK FENCE - - - - WOOD FENCE --�-�- HOGWIRE FENCE -***-SILT FENCE -o-o-o- METAL/IRON FENCE TELEPHONE GUARD RAIL/CABLE FENCE RISER \ - w - w - WATER LINE STREET- - c - c - GAS LINE SIGf SEAM .a STEAM LINE +' T(xx) TELEPHONE LINE (OH) OR (UG) WATERLINE G2 P(xx) POWER LINE (OH) OR (UG) "''..�Re -SD-STORM LINE ss-SEWER LINE TELEPHONE�- C�Q ROCKERY VAULT Cll:]0 KEYSTONE WALL- 95 } DECIDUOUS TREE POWER ° CONIFEROUS TREE VAULT TREE DRIPLINE CONCRETE GRAVEL/SAND (AS NOTED) ASPHALT �9i0 LL /BUILDING LINE ABBREVIATIONS \ (R#) REFERENCE SURVEYS 19�'ti (OH) OVERHEAD (LIG) UNDERGROUND (TYP) TYPICAL (C) CALCULATED (M) MEASURED (GIS) GEOGRAPHICAL INFORMATION SYSTEMS �- \ (REF) PER REFERENCE INFORMATION/ I \ 6'H WOA FENCE TO NORTH,6 6'H V YL FENCE TO SOUT PIE 3,A1j" 121N X2 8;N \ WATERLINE �62) / 6'H VINYL FENCE ,1 ,019"FIRE - YDRANT .00 SIGNAL- JBOX TELEPHONE RISER SIGNAL JBOX WM II 0 10 20 40 0 0� a = Z 0 N W ~ W H Q Lu vamam I� \ ^_ Z Z "< LL Q Lu �_ SI N/ i I SCALE: 1"=20' g� ZI Q. LL �� U- V) Q. I � - god 0 0 N �� LLLj zz wo a cn (/7 W N Z Z \ Z = = NI N LL J J� O T ^ r col �m� 0-0-�o U) , cM V H J _jI » w o e U' J W rn J j (n (n Of a Z CV Z oo I z ^I Y Y Y L N o N M (n (n (n d �J W LL 0 \ of THE NORTH LINE OF THE S1/2 OF APIN 092305-9061 M Q `� V d �.�"�, o I _ THE W1/2 OF THE NW1/4 OF THE 7R1 C & L LTD PTSHP ROOF ELEV. POWER POLE YY Y Q (� NW1/4 OF THE NW1/4 OF SEC 9, EXISTING BUILDING � _ Y U- Z o I TWP 23N, RNG 5E, W.M. +"I",=371.84' PARTIAL FOOTPRINT 3� / �'? 0 3j2 \ 3,19 AS W LUMINAIRE ' &TRANSFORMER J 0 m $ 8' 'S4»� \ \ 1Y ' 3,0 GATE r r `'7 ROCKERY P(OH) T Y 30 0' i6 _3 \ \ +p - I 5, I CALCULATED PR (R2) m m m m Q Z 0?6 I rn '4; \ 19 0.8' �q / I 3".0. '50.7�0"� ----'S0.'. _'i`�'3•--_-_ 33" 3p3A3 3A� 5I.'. \ I+ 3�' 1 \ \ \ \ »C �TT�I�I l%�J� n01 1�" \ - (O I 2 In +0 • • \"TTTr W,LG NDOW T\ - - - - - S8856'54"E 318.87' cd a v N ° am 9 M too WELL P.) 0.8' - M 174.62' o o m NO A 0 1 C "ORN E\L 0 OTTO�\G\\ \ \UN�,„!�f R & C "' A % �+ SIGN' ��-� \� _ V �32a a9 no %�� o Oin in to � 5 \ � � SSM Lb #4361 43 8 \ � ° m s \ V A OT A/ 00", \ �� ' \� u \ +'4T »\�T0 n2 N NORT L o I r� N FZ-s '� 323\ ITT lI Oc �8"CO ONWOOD ! 0�7\4 1. OF COR "CED �31 vv\ 322 \//�\/\ ✓ \ \x/ ; +00 M+3 1 Noo \\ Eo \ C APN 722780-1:370 2 H tip A `CT,-� IYOOD Mpg A�8� 3�g�1�,0�6GZ-Oi O \ 0 ag,o� 9 �',�IFOUND �� �A ��F�F��I��r I o d . \ \ ) 0 \ o � \\ 1 I + \ \ ly IIIi REBAR & CAP \N - r I co \( Tc 0 M LS #43612, 43618 _ 3"306 +,,r� 4 u� ,,�� \. SDMH Pq 1 3 36' \ o "9 q \ ) l' �"' S, ,q6. I r BRIM= 06. \ I \ \ \ I toc �rT2°0"W 1.32' \ N a + +'q6' 'r�` y�>6 I59, O � �o \ 3`6�e \ / \ \ \ \ 01 �CORNE mm�""" M '� vi �6 +.yao e1 ° W a e I IE 6y� CNIC W= 4. �' \ \\�\ + tiI /� \ J I \ �' x ii ,° ,,/1 �.� -a is N 3 3\ �f, \ I \ �i +' I \� \ \ \ I \\ /GATEx )ARK BENeH x ''�ryy ii �F.-347.48' ° 3 0 COTTGI� 4\� 1.0'SARM6IFOOM POWER ,�` 0 6'lUl '�Lc� \ i i�- A \ t�9 7 69 I (���� - - 6 R rl W L y_�,i 1,t VAULT ,�,�69 S ,4J"do i •sg6s5 Q c\ � I / x 6x2 to no I SD H PE o 6'h \ V 7 3 " 0 C' 0 � \09 \ , /+'A HE PU M Tii o (�C i x 1 ti x i 1 ; 3 r. C I w ��RI =307. yo +3ti'' yin Bin 3 6A�VWOC7 +��+�� \76"�APLE �� + ° o ' FD / a i ' c IE 8" bw �j�- 4.22' _ A \ _ L T ,1 OCR t no »CC NWO �z, b 'L 7 x2 /r rii ° a "'� \ e� W M 30Y" Up "� "` A \ p e,� I. i W 3ti O' T A'W 0 a 77 A \ \ + x 19 x o '. RO KEO TO IN OD + s,A`1x �> 0 2 'EA L FIRE IE 6" CNC=3I04.97' ^� 1\ \ N + _ a I POWER F \ 18" CNC I=04.22'1, ,ti° A no l "C\TT IV ��COD m ; �o l M "� �` \\ METERS + ' �" I w Z r \ \ ' \ \ , M I I / � k°�s rir rr s VALVE s I:. A h 2'C TONW r A c M 4 ''� 349.E " irr 1 2 a 9s �'�TON I \ \ 93 \ I I \ ` \ % =Ciir e �( 1 w ,Fv 6 co AS cP t5` �}, �l 1.• \ 79 f' g 3 I.' \ os F.F.=347.49 Q / 1 \ > SSMH-48" ,Jp i ; . "' '� ��,� 'a'�\ ��\' \\ \ �, �,.�/ ``� ' \ ( :se?5 A3 � �9 \ S So'�y r-, _ =305.48'il / , \ "' .1 etil / \� 0 \ �� \� \ I I , \ �� sip- 1 J 1s9 3 I.9 I a _ a :9 s' +3a`\ , 7fAr OC g n n o �y3a9 I"66/"\ °" w CNC N 291.18' I I / \ M I / \ 3 \ \ I I TH EAST LINE OFl THE W1/2 x \ N rON ��\ 11 \ (�R17Y � ,b % Ati w 8 ,CNC S=297. I Jps I\ 1 N / 3 s OT OftiI OC 1 OF THE NW1 4 OF THE O I '�' \ 9 NW1 4 OF THE NW1 4 OF SEC 9 `� + ,9 �" -�' g ,> y05 `' �"°� I�:: o s ,10`1 \ I / / 6 ROOF ELEV.=380.81' I r,:"' .. W GAS ti ; O "C 0 TON 0 + 1 , xI rn>9 II II I I / I \ I + TWP 23N, RN 5E, W.M. I I + / a1 rr HT:=33.9' % ® h I I.:.,.: y¢ L J ALVE sb"° yRL3,y'ti \o- „OO lW 1 Al >� PLAYGROUND '"01 1• R3�' l A :. + 1 r 3p N \ \ 1 }� 34` 7. 6 I 3A. •:..: ' 7.:.: LDING Iw w II II "F/F °» F +� ST RM ( )( '` a 1. '' 7P.......... �rq 1{I I 3� r3,�,� � � \ � \,\ I \ 336 I °1 P2 P3 J \ � / 3i0, �• i FOOTPRINT 2EXISTING I 842f J I(3p + I \ \\� \ \ O 6 V �, I \ + I x ti• �,9�, �� \I .yA6.d 6. �,/ I..:...::.. ,.':z F..: L I I 4 +31 3ti . i 9 "10 I I q1 + J J �. p6 >94 I!: :. ' "q- I 1 // \ Q � � .� M1 ., r�fi ,.ti.�/ a T, V_ r . � <: ,� 6"GONG. 1 ,� l 3°� \ I 1,6 \� \ spA'9� 9�C�J ' A ,.� 6ry WALLS (TYP.) i J �` LJ Q �w/� Z Z 1 �_ W I 1 -0w � LLI I\.Tp.T `OI \a. .•yA6•. / -10 ' WI W CB TY 1 \ �J \✓ .. Q w / 1 V \ \ \ \ +,,1 RIM=339.4 M ��tiy, 5,° 9 a Ae c 13 / I \ \ \ ` \ \ 1sL / 5 = ^ o n I \ '`..r' / 04 cn a a \ AV I \ \ \ \ +�" + I \ \ \ / 1 s 1 + 3 ROOF ELEV. 380.82' W / I V M o \ � \ r- IE 8' PVC E=336.98' 3'9' .61 g ", + >� - I � (%� T a \ - 0 1 s Z J 6 �" `'' \ \ \ IE 8' PVC S=336.98') `' FLA POIF, 1, \ a� HT: 33.6' o J I ...` / w ho � saz` � � , 3Ati�ti� \ :�^• �s `�6�=Cl[�1G�iir ra ,1 +s'� _ R riiN ' to nC y1 + x +'� 3� o I Q A P 3ti6 r, ALGEK II `6' + ,o p H C SIGN a ° �°' a` :• I C.,:..5; / ' I C % M \ J �1 \ \ 1\ / \ \ s tog 14 / ati ti9 TORM \ a"� ILL, \ ,961 �3 \ \ l AP u )5-9080 \ /\ ( 30.0 \ �\ I I \ \ / \ ,e �1 MAIL BOXE yl M W W; 301 3 \�\ +� \ � Ralf Oly, l l� 1J51 G A U7H 0 1 rY M 9� \ Ary 0.i v ,,c \+ ,' ap 3 3AA 3"As6 n 1 4'N I W/QOVER e. a I I IO o LOPE, SIDEWALK & N M �j 5yLAR �A ti r 9 15 3 Q LL W ri �1 w ROCKERY EASEM T e0" I _I Cl N N N N 1 coN N M "' I no \ \ I '`� 6 N 35� m\\\\ 4 y I , 5 \ I�I / �'� m REC. N0. 7207050453 +� n M M .o �g� \ \ I \ I "1 d a / 2 i.-. rn M I r_ rr, `� ,o I I I +'��' \ \\ \ ' x / M ^� a. ram. �, ' I,. �' 31° I I 1 o O yp 0 3y666 / 3 00 W�'/J `6y3 I T- 6g9 73 1✓APLE 3�� - 3 a 6x.3 Eft cluster +3 x F.F.=345.82' T 1 m \ \ I \ o ,a,ls\(,...:+..�\ a O II \\\\ ,0• \ \\\ A. I I I \ \ Vl '.d.' M 59 I a 2 'L 3 9 +a9g 'L tl> qg 34 'Sp5 A° v° I f ; `.yyf'. 6, (n o > I II A N 722761�- ] , �- ,b � � W�• N LL ��� / ,9. + ) r I I \ ROOF ELEV.=379.24' \ �`� ?��s Y �� �,1 +' .yl I \ + / \ \ + � RENT0j , USING A 7 h7 17Y M 6H- �OD e�1 9 �W _ I \ :. I \ `� NCE �6. , HT:=33.6' I I 1 �� \ u� \\ % +'4L6• -Solt S1 I I' I 3 j 1q1' O 9A \ � I _ \ ,6 I\ I C 1 \I\? II II Vl 6 \\\ \\\ ,1, \ \���\\\ ��6 / +3� \ I I 3.Sp,:'i \ \ I O �I� �'6. "5�9 \° N i�I: `.'.'��'1�9ry x CD (n in ( se 30. \3 I + B TYPE 1 �� \ 66 6. I EXISTING BUILDING P -� x m 3 II o I \\\ 1 \ 6�" \\ \ I \ \ _ 3" a / 96 5 FOOTPRINT 2,296t L' T( 599 I o I 3 \ \ \ RI =338.99' c� ,AS. _ ; •_., 2, w I A \ 3, I I \ \ o z a \ z - - �\ SSMki 48 �... 3q6 -o -° -° o \ / / l \ 129 "C�T-ON ✓OC! 1 \ \ IE 4 P�(C=336.59' Y �` a 66 \ I LAD ER 0 W ;':.:.` : ' T.:POWER POLE c Y > LL \ IEI8 P C SE 336.51' ¢ 3 >6 �� a RIM 345. 4' :.....:... '. _ . 3 0 N a ,3 ti �./ W/LUMINAIRE w IE 6" PV S 336.54' o� ": ' IE 0" P C N �.6 '_�9y.-° TRANSFORMER s a ° ? 29 �� 3 ° 0 U In g o'F.'7 3, 3y6oa I �� . '_.. (P2) 4' 4' FILT RRA VAULT �° � � ;". �- � N/ I ��'' _ w IIE 10" P C S�334.5.y.`.: ROOF ELEV. 379.08' �W/� G COTINU X GRACE�tHT:=34.0' .� �^ p, 0 5ti W w w- N 339.7� �.......: ' xl SSCO - ...:. O N 336.30 so �5' a°63 POWERS `//�'_ 4 > '\ L ALR R \ 9) V .e. M RS 1 �:�: 00 90 + �6� 1; 2 ALD R 93 +�6» IE: (OU 333.47 I - - s - - - �- - S E\S0.5p.:..:..`� �a O o 1 \ , I STO M (P2)(P3) � CB TY 1 RIM 338.E' CB 1 IE 8 A PVC N-3 .'I'$' / . < ° S'Flh 1+3� \ \ \ l / \ STO M (P2) P3) N RIM=340 r2' 65 WE 3 29s I ��\ 0 2 \ \ / \ 18» P -E 333.43' W /,,� 5r :.:..:. \� I \ )CO) 7 i 'HL� N ,- 1 J� IE 8" PVC W=336.32' ti FH ,, ..d 6\ �� h :. :: `� I Z O �0' L� 8% PVC 333.53' x ° �� w n� V 10inx2 _ I IE 8" PVC 336.32' �3 a . ,1.FDC - I 3�0° p3 z \ \ E E h'�E R -I I E a a A. I \ 3 �..: r/ o C� \ RiLA TAL \� I , / SIP ET �j \ IE 8" DI SW=� 36.37' LANE N �� CD � cr,e?r , \0 o AL ER 8'�'LDh �'C ,nth OUTL3 s 2" WA R B W OFF I w- f, +� 03 IRRIGATION = Z Y w ? S MH 1�PE \� G L A,11 +'` N N� w- -/=w_ ,1° "' w.. "y.1 .� ,. \ ow \ 9g 2sa DMH TYPE 1 \ \\\\\\� "` I /� I SSE BLY�% P2(P3) \ I - w _ �'1 "' I �A I "VALVE (TYP.) Z w 3 M3. 8 E 4'4L c '�6 oRE LANE N �6 w'" w _ ++sA"' 3O N >93.22'FO N REBA CAP 0 Ao w M 55O IE 18" CNC N-289. 8' - 4 ", \ \ 5 1 / 3. 13 w - w 3"�b tis �+ s"' I CNO = E 6 C W-29 .22 ,, \ N n 3�' "\ \ M + + SSM#4361 < 4 6J8� ,6> 956 .2'N -� - w �' ,A^ �� I a cfl ELL 6 E 2$0. $' 1 I 12 I ", N 3v° 1 \ \' ' �' ' + -7� LG I „\\ \ FIRE LAWE NO P w _ a ILLJ 8" CMP SE=290. 8' , \ o 0000 t E \ \ \ �"' �1 \/ /0.2'S ARK l j6 53 a w °A'. I w O_ + S74' 16'0 W 6' 1 6 W a' ���� �_ N 3 0 M O CB Tl P 1 A� W w Q IE 1 " CNO S=288. 2s \ �� \ \ / ' \ \ \ �\� / \ \ 9" I L....'.. I M M M "' S ALD ,� " � � Z z g 3 N OPL R d �o �° i I I \\ /� ,4`H CHAIN LINK FENCE / �e �� O M ,�\ I o Iy9 83'55'49"W 127.36' _ 3 9 �"°. i �2.....: �� % \ z9 / + 12' PAR ;� RIM=338.22' '"' I / ^�+ I Z. a Q w cn 3a' n `. o o' L7cR 1� o O'A� �A 3P LAR o 8" DI N=336.42' a W o _ 05 r 6,� 60b 3 CARP n °� , ` f - - - 1l API1 722780 13 � oar a I �"' I16 Cn = n 3 PL; A a" 5 >r. a .� a �....: u / 55 2"W ° °. ° 13 f.... N �VISSER iiL� w"'". 3 �'\P /yrii7ii 1 + :I o I� LCi Z \\\ ' \��� I\ I I I+3ti^ (v1 +3ti6. f EXISTING \ a. / Y i7117%177�ii \ 9t3 +!p! '`: I a Z Z W �i J iiiJJJ r V .: < N Q N \�� \3Aa +3 + GARAGE / FO ND REBAR &CAP EXISTING HOUSE 3'"' I .'` I z \\\ 4'9 S \ > M LS 43612, 43618 PARTIAL FOOTPRINT Q APN 092oJ-9161 PARTIAL °, \ \ /\ (� ,° # 3 IQ I�� O X 311 THE NORTH LINE OF THE SOUTH 75' FOOTPRINT '`��/ �'' 3'� ON SOUTH LINE I �r2"a� _ 1 310 OF THE S1/2 OF THE W1/2 OF THE HSI H INVESTMENTS / ��� 1.1'W OF CORNER + J J N \ \A 293 \ \\ 30g I �o\ 308 NW1/4 OF THE NW1/4 OF THE NW1/4 cn N .i c3 f ..':�:: .. •'''.I wl306 TELEPHONE / �\� ��� 0) OF SEC 9, TWP 23N, RNG 5E, W.M. \ cl \� W(REF) W(REF W(R ,5 _ ANHOLE \ 05 3 \ 1 -I} I AsoAILBO 3 -MPH, '`o J-�\ STREESIGN \ J 96 \ } N i l b � � 3'A"63 + +��.:: �9 R-408508 � 00, �q3g I I +'Sn' (� JI I a _ m� oil" N z z8s S. K/ei(� W A $y �� 288- -287- 0 2J'cT'rTOr CV M Fs� �F01282�p J E S88'55'42"E 319.70' - - I /0 / S T E� C3 z o SSMH-48" RIM=282.93' I - - - - 1 - - - _S88'55'42"E 144.31' I 1 N� L ANC 0 M N IE 8" CNC s=272.28' - - -� ' S G ED 11 /06/2019 Ln 00 O 0 LU C/) W 75 O z O Cn LU C) O J w a W w I CD LOm� w U) O r\ W M Z I Z ,1: 0- O Q 00 Of M N a- N r` ,-- c7nonq,nn°F CALCULATED PR (R2) I I POWER POLE W/LUMINAIRE & TRANSFORMER P(OH) a I a I WM I a I I POWER POLE W/LUMINAIRE & TRANSFORMEI II 1 IRRIGATION VALVE (TYP.) R-408509 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Aoftk Nathan Janders 01 /03/2020 U1 J a m U) W 0— z O U Cl) z O C) U CURRENT PLANNING Matt Herrera 01 /06/2020 third plac Aesign 1 CITY CORRECTIONS 1 BC 11.7.19 SURVEYED: SCALE: LANKTREE 111=20' HORVERTICAL IZONTAL: :NADD11988 983/11991 WILLOWCREST TOWNHOMES DATE: 06/17/19 co-operative DESIGNED: ? • CITY OF EDMONDS AVE NE, RENTON, WA PAGEFIELDBOOK: R E N TO N PAGE DRAWN: where architecture meets community BC' ONEINCH DATUM NAMF DRAWING NO: CHECKED: LE Planning/Building/Public Works De t L 1 .01 304 Alaskan Way S., Suite 301 BC/PH AT FULL SCAp IF NOT ONE INCH Seattle, WA 98104 NO. REVISION BY DATE APPR APPROVED: SCALE ACCORDINGLY SITE PLAN SHEET: OF: 10 35 T O T W1 L_J H H H cfl N T 0 0 0 rn Cl) W 75 O 2 z O Cn W C) O J 7e] cow*ote r r a ENGINEERING PLLC 321 3rd Ave South, Suite 406 Seattle, Washington 98104 ph 206.596.7115 coterraengineering.com 35163 GISTER��l SIGNAL' CIVIL CONSTRUCTION PERMIT RESUBMI17AL INTAKE 1/2/20 SURVEYED: _ SCALE: VERTICAL: NAVD 1988 CIVIL CONSTRUCTION PERMIT RESUBMI17AL INTAKE 12 19 19 DESIGNED: MB 1 "=20' HORIZONTAL NAD 1983/1991 CIVIL CONSTRUCTION PERMIT RESUBMITTAL INTAKE 11/14/19 CIVIL CONSTRUCTION PERMIT RESUBMITTAL SCREEN 11/8/19 DRAWN: MB CIVIL CONSTRUCTION PERMIT SUBMITTAL 8/1/19 CHECKED: ONE INCH DATUM PA AT FULL SCALE IF NOT ONE INCH NO. REVISION BY DATE A P P R APPROVED: SCALE ACCORDINGLY O EX. CURB REMOVAL CATCH BASIN PROTECTION C5. SAWCUT LINE REMOVE TREE/STRUCTURE CONSTRUCTION/CLEARING LIMIT x x x x x x x EX. UTILITY LINE REMOVAL EX. ASPHALT REMOVAL � x x x x x x xx EX. SD LINE REMOVAL O O x x x x x x xx EX. SS LINE REMOVAL X X X X O 2 X X '/ EX. CEM. CONC. REMOVAL 0 - FILTER FABRIC FENCE C5. O T - - - - TREE PROTECTION Q NOTES J 1. SEE SHEET C1 FOR GENERAL NOTES, EROSION AND SEDIMENTATION CONTROL NOTES AND CONSTRUCTION SEQUENCE. 2. REMOVE EXISTING SITE STRUCTURES. REFER TO ARCH DWGS FOR ADDITIONAL INFORMATION. 3. COORDINATE ELECTRICAL DEMO WITH SCL. PROVIDE TEMPORARY POWER AS REQUIRED. J 4. THE CONTRACTOR SHALL IDENTIFY THE CONSTRUCTION EROSION AND SEDIMENTATION CONTROL LEAD (CESCL) FOR THE PROJECT. LQ 5. ALL DISTURBED LANDSCAPED AREAS SHALL BE AMENDED WITH SOIL IN ACCORDANCE WITH CITY OF RENTON REQUIREMENTS. r THIS SHALL CONSIST OF A MINIMUM OF 6" OF COMPOST AMENDED TOPSOIL AND TILLED TO 12" MINIMUM DEPTH. 6. PRESERVE AND PROTECT ALL UTILITIES AND SURFACE IMPROVEMENTS NOT INDICATED FOR REMOVAL. SAWCUT ALL SURFACING AND IMPROVEMENTS TO BE REMOVED AT LIMITS OF REMOVAL. m co 7. ALL LOCATIONS OF EXISTING UTILITIES SHOWN HEREON HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE r RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE O RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND FURTHER v! O DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS O PLAN. C— O 8. COORDINATE EXTENTS OF PAVING DEMOLITION WITH PROPOSED PAVING, UTILITY, AND GRADING PLANS. STAGE DEMOLITION TO G T PROVIDE ADEQUATE HARD SURFACE WORK PAD AND LAYOUT AREAS OR PROVIDE TEMPORARY PAVING OR GRAVEL SURFACING AS NECESSARY. n W 9. COORDINATE ALL UTILITY DEMOLITION WITH CONSTRUCTION OF NEW SYSTEMS AND PROVIDE TEMPORARY BYPASS AND PUMPING I SYSTEMS AS REQUIRED BY CONTRACTORS OPERATIONS. 10. THE CONTRACTOR SHALL PROVIDE SUMPS, PUMPS, AND STORMWATER TREATMENT SYSTEMS AND CONSTRUCT INTERCEPTOR z SWALES NECESSARY FOR DEWATERING. NUMBER AND LOCATION OF SYSTEMS TO BE AS REQUIRED BY CONTRACTOR'S 0 OPERATIONS AND SEQUENCING. — 11. THE EROSION CONTROL MEASURES SHOWN ON THE DRAWINGS ARE CONSIDERED A MINIMUM AND ADDITIONAL MEASURES U WILL BE REQUIRED TO PROTECT ADJACENT PROPERTIES, INCLUDING THE ROW, THE DOWNSTREAM SYSTEM AND RECEIVING WATERS. 12. THE CONTRACTOR SHALL SECURE ALL NECESSARY PERMITS FOR WORK WITHIN THE RIGHT-OF-WAY. v! CONSTRUCTION SEQUENCE z 1. CONSTRUCT STABILIZED CONSTRUCTION ENTRANCE AS REQUIRED. ADJUST AND MAINTAIN AS NECESSARY TO ACCOMMODATE 0 CONSTRUCTION CONDITIONS. U 2. INSTALL AND/OR MAINTAIN FILTER FABRIC FENCING AND TREE PROTECTION FENCING. REMOVE OR RELOCATE FILTER FABRIC J FENCING AS REQUIRED FOR BUILDING CONSTRUCTION. \ 3. PROVIDE SEDIMENDATION TANKS AS NECESSARY FOR SITE DEWATERING AND PROVIDE TREATMENT FACILITIES TO MEET AGENCY PERMITTING REQUIREMENTS. OBTAIN REQUIRED PERMITS FOR DISPOSAL. v 4. DEMO EXISTING IMPROVEMENTS AND CLEAR AREAS NECESSARY TO ACCOMODATE NEW CONSTRUCTION. PROTECT ANY CLEARING DEBRIS STOCKPILED ON THE SITE WITH PLASTIC COVERING OR APPROVED COVER. 5. EXCAVATE AND GRADE AREAS NECESSARY FOR CONSTRUCTION OF NEW IMPROVEMENTS. PROTECT ANY EXCAVATION SPOILS STOCKPILED ON THE SITE WITH PLASTIC COVERING. PROPERLY DISPOSE OF ANY SOILS NOT TO BE REUSED OR IF THERE IS NOT ADEQUATE AREAS ON -SITE FOR STOCKPILING DURING CONSTRUCTION. 6. CONSTRUCT UTILITIES AND NEW IMPROVEMENTS AND UPGRADE TESC FACILITIES AS NEEDED. 7. IMMEDIATELY STABILIZE EXPOSED BACKFILLED AREAS WITH MULCH OR PERMANENT RESTORATION PLANTING. 8. UPON COMPLETION OF CONSTRUCTING IMPROVEMENTS INSTALL PERMANENT PLANTING AND REMOVE EROSION CONTROL BMPS. 9. PROVIDE COMPOST AMENDENDMENTS TO SOIL IN ACCORDANCE WITH CITY OF RENTON REQUIREMENTS PRIOR TO RESTORATION. (D CITY OF IWO RENTON Planning/Building/Public Works Dept. R-408510 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Nathan Janders 01 /03/2020"It'n WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA TESC PLAN 7/29/19 PAGE: DRAWING N0: C2.0 11 U) W 75 O Z O W IIr >U O J .J HOOD FE TO N( VINYL FE TO S( 6'H VI FE cPw*ote r r a ENGINEERING PLLC 321 3rd Ave South, Suite 406 Seattle, Washington 98104 ph 206.596.7115 coterraengineering.com M sr� T N O 0 rn 1 20 0 20 T U SCALE: 1' = 20' DATUM NAVD 88 APN 092305-9061 TRI C & L LTD PTSHP ROOF ELEv. LEGEND =371.84' EXISTING BUILDING - PARTIAL FOOTPRINT r� 5 ° GATE rr rir rir rii r�rr� ROCKERY CONCRETE CURB WHEELSTOP s88'56' 4"E 7' // /--------- ---- - *� 334.00 PROPOSED F.G. ELEVATION I / WE7L NDOW - TW 4 2 u &W 339 174.62' 334 ADA SYMBOL I / rw 34 PROPOSED F.G. CONTOUR C5. BW 31 S L 618 o T C00 O / BW 333 / 338.90 1. COR `0 TW 342 - SAWCUT LINE 3 C) o ADA LOADING BW 339 / ^� \ 338 0 338.4038.30 - _ SLOPE DIRECTION C5 C) APN 722780 1370 8 C) 33 90 9 PERRINE G� RETAINING WALL C5.7 3 REBAR CAP M LS 4 1� 33 .10 I I 338 74 2'3 CORNER TREE PROTECTION Q 1 ri �r S8 °55'49E 145 6 33 . `3`36 GAT PARK BENCH rr r rr ASPHALT CONC. 2 \ 335 0 \ 3 (TYP.) _ SEE NOTE 5 J _ 6 R - PAVEMENT C5.7 I _riE ALL_ \ \ / rrr riirrrrrmiiirrrrmniii 336. 0 TW 341 HEATPUMP R25\ j 336.90� kvBW339335.90k r ° CEM CONIC WALK C5.7 \ t/ Fc s wrr �� \ ° oriiiiriiiriiii� 336.00 6 5' 2 3 .40 CEM CONIC PAVEMENT C5.7 8.3% MAX. I 80- 375 o I 33647 336 3�� 7 LI o 1 33 RENTON I A ORITY 3 33 .4 THE 1 F o POROUS ASPHALT 22.83 2 .17- �340 � ° ���- �'•••'•'�•• - 2.0 45.0 ' N89' 58 31.1 ° `^' o HE NW /R 5 B.MAx. g o '%� `.::'= '-:;• PAVEMENT C5.7 c,� PLAYGROUND 6.47 _ - 00 .52 TW 33 �� � - 0 • a Q:t335. 4 W 33 w 33 .92 �\ NOTES N � m 35. TW 33 � 338.30 5 " .' �\v a °a ° � T 338 7 riii , � W 335. 339 339.92 N �� 1. AN AUTOCAD FILE WILL BE PROVIDED TO THE CONTRACTOR FOR LAYOUT. O .40 u \ 3380 3 5 I� 339 33 . 7 - ° A \v G 342. 2 rr O / pK TW 340 �, 5% AX. 2. COORDINATE WORK WITH ARCHITECTURAL AND LANDSCAPE ARCHITECTURAL DRAWINGS. TW 33 2 BW 337.5 W 4201 .98 3 3.2 0 I I BW 335. °,� se--_ EX) a` 3 3. SEE ARCHITECTURAL SITE PLAN FOR ADDITIONAL SITE INFO. nG T Q - (E 4. SEE SHEET C1 FOR GENERAL NOTES. L.L ^� 14.00 %% 5 34 (EX) 10 P ° � _ AP 0 ^� I�:.`�.: Gj 5. SEE SHEET L1.3, LANDSCAPE PAVING PLAN, FOR ASPHALT PAVEMENT TEXTURE DETAILS. W RE TO HO IIN I THO ITY A�/ w LOT L1I E1S� R25 i � 342.15 d 3 .80 75 (TYP) ° ° 342 GRADING NOTES / 336.50 I o z 33.90 3 .50 I I I I O 333.90 3 4.90e 17 6.8 : r::: t ?.: ''' '= ND A A PA 1. ALL EARTHWORK AND SUBGRADE PREPARATION SHALL BE PERFORMED IN ACCORDANCE WITH O I III C43CJ .;_';.�.:- ' •�•:' .` FTHE OR THIQSUIPREMENTS RO ECT. AND RECOMMENDATIONS OF THE GEOTECHNICAL REPORT PREPARED 335. o I 20 FI r , I ACCESS TYP) 336.9 I Y a ��� �. 2. FINISH GRADE INDICATED IS FINAL SURFACE ELEVATION FOLLOWING PLACEMENT OF ALL SPHALT FZT21�8Z7 .'>. ''.- " "'"' 3t SURFACING MATERIALS. I 333.65 3 4.50I P MWO gouSI6 H NC E o \ 3. GRADE ALL AREAS TO PROVIDE DRAINAGE AWAY FROM THE BUILDING. FINE GRADE AREAS L� 2: MAX P) \ \ \ \ �� 3 3.60 '4 I :![. I Q I (E) 343.28 TO DIRECT DRAINAGE TO DRAINAGE STRUCTURES. �ti /V6g• 33 50 If E 4. WALKWAYS SHALL HAVE MAXIMUM LONGITUDINAL SLOPE OF 5% AND MAXIMUM CROSS SLOPE .,,.�NCR�TE (�1RB (TYP � Z U - I \ OF 2%. 4 15 WIDE0,V O " CESS CURB 3391I I E 1 1 I / II I 5. IMPORTED FILL MATERIAL SHALL BE OBTAINED FROM A WASHINGTON DEPARTMENT OF TRANSPORTATION APPROVED SOURCE. SUBMIT CERTIFICATE 14 DAYS PRIOR TO U .. 334.90 4' 4 Fi�� RRA VMJL I 1 MATCF� EX RADE (TY 335.90 W TINU X AG7 EROOF ECONSTRUCTION. 34.40 E:5 6� I 9S MI \ ^ - I \ w 3 7.90 , �I::. :: :^.: °p ° F:F EARTHWORK (AGENCY REVIEW ONLY) U 6 CS C GRAVEL 2 \ \ w �9 \ ... MAINTE ANCE DRIVE 332.5 38 Y O °a APPROX QUANTITIES: FILL 1800 CY .50 8.0o FILL VARIES 0-5 FT HIGH / I \ \3S' �� 1 E LANE NO P, " z ' CONTRACTOR SHALL PROVIDE LOCATION OF ORIGINAL OF ALL FILL SOIL AND LOCATION OF SOIL Y \ \ .50� N fdO- S v ALA 8, , - �j0 _ REMOVED FROM THE SITE (SEE NOTE 5 GRADING NOTE) \ \ FO N g C FIRE LANE NO ARKING - -� w w - w 1 / S #4 4 8 .1\ �. FIRE w- w I \\i�2 l / 4 0 1.26' ENO PARKIN l ) :.$ o 3 3 / �3 OF 0 NER SITE AREAS AGENCY REVIEW ONLY \IN LINK FENCE •o � N83°55'49"w 127 36' rrr 4CARPO PHASE 1 (EASTERN HOMESTEAD TOWNHOME DEVELOPMENT) - 31,187 SF CD - Y' APN 722780-1385 328.00 - - - x - - X X - X VISSER 11 SEE UTILITY PLANS FOR ADDITIONAL PROPOSED UTILITY EASEMENTS. EXIrrr 'i P�rrrri �rr� STING �i GARAGE FOUND REBAR &CAP � EXISTING H (%) APN 092305-9161 PARTIAL SSM LS #4LINE 43618 PARTIAL F00 FOOTPRINT IFON SOUTH LINE 1_LI dSIEH INVESTMENTS -408511 CIVIL CONSTRUCTION PERMIT RESUBMITTAL INTAKE 1/2/20 SURVEYED: CIVIL CONSTRUCTION PERMIT RESUBMITTAL INTAKE 12 19 19 DESIGNED: MB CIVIL CONSTRUCTION PERMIT RESUBMITTAL INTAKE 11/14/19 CIVIL CONSTRUCTION PERMIT RESUBMITTAL SCREEN 11/8/19 DRAWN' MB CIVIL CONSTRUCTION PERMIT SUBMITTAL 8/1/19 CHECKED: PA NO. REVISION BY DATE APPR I APPROVED: 1.1'W OF CORNER of 0 I SCALE: 1"=20' HORIZONTAL: VERTICAL: NAVD CITY O E NAD 1983/1B3/1991 RENTON ONE INCH DATU M AT FULL SCALE Planning/Building/Public Works Dept. IF NOT ONE INCH SCALE ACCORDINGLY 2 IN COMPLIANCE WITH CITY OF RENTON STANDARDS 10 2 DEVELOPMENT ENGINEERING z Nathan Janders 01 /03/2020 O W WILLOWCREST TOWNHOMES DATE:7/29/19 U E D M O N D S AVE NE, RENTON, WA FIELDBOOK: PAGE: O DRAWING N� � . O PAVING AND GRADING PLAN `- SHEET: OF: 12 35 ° _z I} WATERLINE - w! (G2)° ° I 0 of o 4 ay„ CB RIM=310.58' A m / I IE 8" CN� I I ! Q E=308.58 m S W M v II ! m �I ! N r N ° c> I I ° I m 4 3 rDM m I ! 'WRIM CNIC W= IA N m � I 4 LU&I RE-t, m 3 -Ezi Sell H TYPE JBIOX w RI =307. 4.2 k IE 16' W18' CNC CIQC I 04.9 3q$04.2 0 IE .8" W TELEPHONE RISER STREET 4 SIGN ERLINE -W(REF - G2 -W(REF) W E) 1 c TELEPHON a I 1kv., 16'�i ------ - W POWERiF VAULT 4 W I � SSMw-4�" =3 5. n N= W 8, S-247. /CD CD I I 25 LF 12" I fa '33 LF 8 S .0% -ENCE IORTH ECONSTR CT ! ROCI ENCE ;OUT Qa Y T c 2� 9E WAT�RVE II 2) CI 48" TYPE 2 C LI[ CONNECT T SD 10 293 IE 288.3t EX 18" ERIF I I2 3E LUMI AIRE « IE & BOX � I 1 �v VINYL ENCE ° FIRE HYDRANT w(R SIGNAL JBOX TELEPHONE RISER SIGNAL ° JBOX i 0q%i16. mi Of U THE NORTH LINE OF THE S1/2 OF APN 092305-9061 THE W1/2 OF THE NW1/4 OF THE TRI C & L LTD PTSHP NW1/4 OF THE NW1/4 OF SEC 9, TWP 23N, RNG 5E, W.M. REFER TO SHEET C4.1 FOR COMPOSITE UTILITY INFORMATION. \ RIM 33� IE 32E 4LF SD®: PHASE 1 D ELOPM 5 STORMWATER DETEN' SYS IE 26.80 8 IE 3 2.97 36" " IE 32 RE mitt, 01I1w Qn [►�I:III 5.6 I 9 LF 8' SD @ .0% 21 F 6" D ®1. 2% 1 BIOP D C5.9 IE 32 .88 8" IN 1 29 320. 8 LF 8" D 8" 0 T ®3.7 28 F 6" S @ 1.22 38 LF 8" D ®1.0 0 CB # 4 " PE 2 B W/ OLID LI RI 333.65 IE 320.00 6" NW IE 319.60 " N,S IE 322.00 " NE 43 LF 8" SD II ®1.0% Cg#3 / / o w 59 LF,8 SD 1.0% 48" TYPE 2 CB W/ SOLID D w w C #5 RIM 304.00 Q "' RIM 32 10 IE29.808"W IE319.17 301. 0 8" E 2 LF 8' SD ®1.0 1 - - F .8" 02.0•%--MIN. - - 0.22 4'H CHAIN LINK FENCE - X 1,10 THE NORTH LINE OF THE SOUTH 75' OF THE S1/2 OF THE W1/2 OF THE NW1/4 OF THE NW1/4 OF THE NW1/4 APN 092305-9161 HSIEH INVESTMENTS CB#4 � T 1.71 O! N o ROOF ELEV. =371.84' EXISTING BUILDING T PARTIAL FOOTPRINT 20 0 20 ROCKERY ---------- SCALE: 1 " = 20' NDOW - - _ DATUM WEL UN & CAP 1 NAVD 88 \ S L #43 618 LEGEND 1. N Cb1R / APN 722780-1370 0 CLEANOUT REBAR CAP PERRINE \/ M LS 618 / AREA DRAIN USE 10" 74 2 OF coRNE - POLYCAST NDS GRATE OR OF APPROVED EQUIVALENT °55'49 "E 145 6 ' r d� x PARK BENCH (c) / • (TYP.) / # - - 6 R. R_TI _ 1 2 C) B 8 E wA�� ;�I CB TYPE 1 / , ,�,,, C5. C5. / R 335.00 x HEATPUM P"""C) / IE 30.50 PE ORATED D AIN LINE 3 O 48" CB TYPE 2 ' \ x ON SITE FLOW CONTR BM (TYP) C5. O / y FOOTIN DRAIN I ,,48" SDMH T EXTEN SOUTH TYP) ° 4 Q / .00 S G O� DOWNSPOUT CONNECTION / 80- 375 TH EA LINE 0 W1/2 RENTON I A ORITY -'-- 4" STORM DRAIN • TH W /4 FC H9 I I #16 .. I 9 ,,, _. -f - STORM DRAIN MAIN \I t ti I IU I aI3ND AJ4L 37 LF 8" SD @ 1.0% UPSTREAM SD BYPASS FOUND REBAR & CAP SSM LS #43612, 43618 �UTH LINE 1• ° CB #13 W/ SOLID COVER EXIST FOOT[ ROOF ELEV. [ POWEI METER' �\ CAR APNAPN 722780-1385 j. VISSER EXISTING HOUSE PARTIAL FOOTPRII TELEPHONE 11 �a� OF SEC 9, TWP 23N, RNG 5E, W.M. 48 TYPE 2 CB W/ SOLID LID 01 RIM 336.20 w' I ��es RIM 328.20 PERFORATED DRAIN LINES o IE 333.20 NHOLE :F W(REF)-}W REF R As 1.97 �� ON FLOW CONTROL 4 �I AILBO I 3 STRE SIGN I IE 3E8323.20 8" E BMP (TYP) C5.5 wl N I CB #11 W/ SOLID COVER JI \ RIM 330.50 m 1 IE 327.80 N I I 20LF 8" SD ® 1.0% CB #12 W/ VANED GRATE N I RIM 329.50 N IE 328.00 N I I N S88°55'42"E 319.70' _ _1 N I S88°55'42"E 144.31' co erra ENGINEERING PLLC 321 3rd Ave South, Suite 406 Seattle, Washington 98104 ph 206.596.7115 coterraengineering.com CIVIL CONSTRUCTION PERMIT RESUBMI17AL INTAKE CIVIL CONSTRUCTION PERMIT RESUBMI17AL INTAKE CIVIL CONSTRUCTION PERMIT RESUBMITTAL INTAKE CIVIL CONSTRUCTION PERMIT RESUBMITTAL SCREEN CIVIL CONSTRUCTION PERMIT SUBMITTAL NO. I REVISION 1 /2/20 SURVEYED: 12 19 19 DESIGNED: 11/14/19 MB 11/8/19 DRAWN. MB 8/1/191 1 CHECKED: PA BY DATE I APPR APPROVED: SCALE: 1 "=20' ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATU M CITY OF IWO RENTON Planning/Building/Public Works Dept. NOTES 1. SEE SHEET C1.0 AND C1.1 FOR GENERAL NOTES, GENERAL STORMWATER NOTES, AND GENERAL SANITARY SEWER NOTES. 2. ALL WORK SHALL BE IN ACCORDANCE WITH CITY OF RENTON STANDARDS AND REQUIREMENTS. 3. STORM DRAIN (SD) PIPE SHALL BE PVC ASTM D3034 SDR 35 PER COR STANDARD PLANS 220.10 AND 220.20 (DETAILS 4 AND 5 SHEET C5.4) UNLESS OTHERWISE SHOWN. 4. FOR ALL CATCH BASINS WITH GRATES PROVIDE PAINT STENCIL WITH "DUMP NO WASTE DRAINS TO LAKE" OR APPROVED STORM DRAIN LABELS PER EVERGREEN STANDARDS. SUBMIT TO OWNER FOR APPROVAL PRIOR TO INSTALLATION. 5. FOOTING DRAINS SHALL BE CONNECTED BY TIGHTLINE TO SITE STORM DRAINAGE DOWNSTREAM OF DETENTION FACILITY. 6. SEE SHEETS C5.3 TO C5.6 AND C5.8 TO C5.9 FOR DRAINAGE DETAILS. UTILITY CROSSINGS O PIPE 1 IE PIPE 2 IE 1 327.87 (8" SD NW) 324.14 (8" SD W) 2 326.20 (8" SD W) 327.67 (8" SD N) 3 327.15 (8" SD NW) 324.94 (8" SD SW) 4 333.43 (8" SD SW) 329.42 (8" SD SE) 5 6 7 8 9 10 J Q G m N T O O T fr L W 0- IL z O U VJ z O U J_ 1 LJ R-408512 � IN COMPLIANCE WITH CITY OF RENTON STANDARDS I O 2 DEVELOPMENT ENGINEERING � z T tn Nathan Janders 01 /03/2020 O SURFACE WATER UTILITY jfarah 01 /03/2020U;%R w WILLOWCREST TOWNHOMES DATE:7/29/19 U E D M O N D S AVE NE, RENTON, WA FIELDBOOK: PAGE: O DRAWING N0: 4.0 STORM DRAINAGE PLAN C SHEET:`- OF: 13 35 w Q z DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 5" MAX. DRAINAGE GRATE TRIM GRATEFRAME _ C- OVERFLOW BYPASS a BELOW INLET GRATE DEVICE SEDIMENT AND DEBRIS FILTERED WATER SECTION VIEW DRAINAGE GRATE (RECTANGULAR GRATE SHOWN) RETRIEVAL SYSTEM (TYP.) Q � - OVERFLOW BYPASS MP.) BELOW INLET GRATE DEVICE ISOMETRIC VIEW NOTES: 1. PROTECTION SHALL BE PROVIDED FOR ALL STORM DRAIN INLETS DOWNSLOPE AND WITHIN EDO FEET OF A DISTURBED OR CONSTRUCTION AREA, UNLESS THE RUNOFF THAT ENTERS THE CATCH BASIN WILL BE CONVEYED TO A SEDIMENT POND OR TRAP. 2. INLET PROTECTION SHALL BE USED TO PROTECT THE DRAINAGE SYSTEM. 3. THE CONTRIBUTING DRAINAGE AREA MUST NOT BE LARGER THAN ONE ACRE. 4. SIZE THE BELOW INLET GRATE DEVICE (BIGD) FOR THE STORMWATER STRUCTURE IT WILL SERVICE. 5. THE BIGD SHALL HAVE A BUILT-IN HIGH -FLOW RELIEF SYSTEM (OVERFLOW BYPASS). 6. THE RETRIEVAL SYSTEM MUST ALLOW REMOVAL OF THE BIGD WITHOUT SPILLING THE COLLECTED MATERIAL. 7. PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATION 8-01.3(15). 8. ANY SEDIMENT IN THE CATCH BASIN INSERT SHALL BE REMOVED WHEN THE SEDIMENT HAS FILLED ONE-THIRD OF THE AVAILABLE STORAGE. THE FILTER MEDIA FOR THE INSERT SHALL BE CLEANED OR REPLACED AT LEAST MONTHLY. UNLESS OTHERWISE NOTED, DRAWING 15 NOT70 SCALE (NTS) A0511• `�STD. PLAN - 216.30 PUBLIC WORI<S APPR E0: 'I` DEPARTMENT CATCH BASIN INSERT GAZ 9/zs/zol8 I 31 w",k,aamm�u.amr DATE CATCH BASIN INSERT C5.0 NTS DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES- THE FOLLOWING 15 A LISTING OF GENERAL NOTES THAT SHALL BE INCORPORATED IN THE EROSION AND SEDIMENT CONTROL (ESC) PLAN SET. ALL THE NOTES ON THE LIST MAY NOT PERTAIN TO EVERY PROJECT, THE APPLICANT OR OWNER, HEREBY REFERRED TO AS APPLICANT, MAY STRIKE OUT IRRELEVANT NOTES IF NOT APPLICABLE TO THE PROJECT. HOWEVER, THE APPLICANT SHALL NOT RENUMBER NOR EDIT THE REMAINING NOTES. IF ADDITIONAL NOTES ARE NEEDED FOR SPECIFIC ASPECTS, THEY SHALL BE ADDED AFTER THE ESC STANDARD PLAN NOTES. 1. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY OCCURS, A PRE -CONSTRUCTION MEETING SHALL BE HELD AMONG THE CITY OF RENTON, HEREBY REFERRED TO AS THE CITY, THE APPLICANT, AND THE APPLICANT'S CONTRACTOR. 2. THE APPLICANT IS RESPONSIBLE FOR OBTAINING THE WASHINGTON STATE DEPARTMENT OF ECOLOGY (ECOLOGY) CONSTRUCTION STORMWATER GENERAL PERMIT, IF IT IS REQUIRED FOR THE PROJECT. THE APPLICANT SHALL PROVIDE THE CITY COPIES OF ALL MONITORING REPORTS PROVIDED TO ECOLOGY ASSOCIATED WITH THE CONSTRUCTION STORMWATER GENERAL PERMIT. 3. THE ESC PLAN SET SHALL INCLUDE AN ESC CONSTRUCTION SEQUENCE DETAILING THE ORDERED STEPS THAT SHALL BE FOLLOWED FROM CONSTRUCTION COMMENCEMENT TO POST -PROJECT CLEANUP IN ORDER TO FULFILL PROJECT ESC REQUIREMENTS. 4. THE BOUNDARIES OF THE CLEARING LIMITS, SENSITIVE AREAS AND THEIR BUFFERS, AND AREAS OF VEGETATION PRESERVATION AND TREE RETENTION AS PRESCRIBED ON THE PLAN(S) SHALL BE CLEARLY DELINEATED BY FENCING AND PROTECTED IN THE FIELD IN ACCORDANCE WITH APPENDIX D OF THE CITY OF RENTON SURFACE WATER DESIGN MANUAL (RENTON SWDM) PRIOR TO THE START OF CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE CLEARING LIMITS SHALL BE PERMITTED. THE CLEARING LIMITS SHALL BE MAINTAINED BY THE APPLICANT/ESC SUPERVISOR FOR THE DURATION OF CONSTRUCTION. 5. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES, SUCH AS CONSTRUCTED WHEEL WASH SYSTEMS OR WASH PADS, MAY BE REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN AND TRACK -OUT TO ROAD RIGHT OF WAY DOES NOT OCCUR FOR THE DURATION OF THE PROJECT. IF SEDIMENT IS TRACKED OFFSITE. PUBLIC ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY, OR MORE FREQUENTLY DURING WET WEATHER, AS NECESSARY TO PREVENT SEDIMENT FROM ENTERING WATERS OF THE STATE. 6. WASHOUT FROM CONCRETE TRUCKS SHALL BE PERFORMED OFF -SITE OR IN DESIGNATED CONCRETE WASHOUT AREAS ONLY. DO NOT WASH OUT CONCRETE TRUCKS ONTO THE GROUND. OR TO STORM DRAINS OR OPEN DITCHES. ON -SITE DUMPING OF EXCESS CONCRETE SHALL ONLY OCCUR IN DESIGNATED CONCRETE WASHOUT AREAS. 7. ALL REQUIRED ESC BMPS SHALL BE CONSTRUCTED AND IN OPERATION PRIOR TO LAND CLEARING AND/OR CONSTRUCTION TO PREVENT TRANSPORTATION OF SEDIMENT TO SURFACE WATER, DRAINAGE SYSTEMS AND ADJACENT PROPERTIES. ALL ESC BMPS SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH TIME THAT CLEARING AND/OR CONSTRUCTION IS COMPLETE AND POTENTIAL FOR ON -SITE EROSION HAS PASSED. ALL ESC BMPS SHALL BE REMOVED AFTER CONSTRUCTION IS COMPLETED AND THE SITE HAS BEEN STABILIZED TO ENSURE POTENTIAL FOR ON -SITE EROSION DOES NOT EXIST. THE IMPLEMENTATION, MAINTENANCE, REPLACEMENT, ENHANCEMENT, AND REMOVAL OF ESC BMPS SHALL BE THE RESPONSIBILITY OF THE APPLICANT. 8. ANY HAZARDOUS MATERIALS OR LIQUID PRODUCTS THAT HAVE THE POTENTIAL TO POLLUTE RUNOFF SHALL BE DISPOSED OF PROPERLY. 9. THE ESC BMPS DEPICTED ON THIS DRAWING ARE INTENDED TO BE MINIMUM REQUIREMENTS TO MEET ANTICIPATED SITE CONDITIONS. AS CONSTRUCTION PROGRESSES AND UNEXPECTED OR SEASONAL CONDITIONS DICTATE, THE APPLICANT SHALL ANTICIPATE THAT MORE ESC BMPS WILL BE NECESSARY TO ENSURE COMPLETE SILTATION CONTROL ON THE PROPOSED SITE. DURING THE COURSE OF CONSTRUCTION, IT SHALL BE THE OBLIGATION AND RESPONSIBILITY OF THE APPLICANT TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED BY THE ACTIVITIES AND TO PROVIDE ADDITIONAL ESC BMPS, OVER AND ABOVE MINIMUM REQUIREMENTS, AS MAY BE NEEDED, TO PROTECT ADJACENT PROPERTIES AND WATER QUALITY OF THE RECEIVING DRAINAGE SYSTEM. 10. APPROVAL OF THIS PLAN IS FOR ESC ONLY. T DOES NOT CONSTITUTE AN APPROVAL OF STORM DRAINAGE DESIGN, SIZE NOR LOCATION OF PIPES, RESTRICTORS, CHANNELS, OR STORMWATER FACILITIES. 11. ANY DEWATERING SYSTEM NECESSARY FOR THE CONSTRUCTION OF STORMWATER FACILITIES SHALL BE SUBMITTED TO THE CITY FOR REVIEW AND APPROVAL. 12. ANY AREAS OF EXPOSED SOILS, INCLUDING ROADWAY EMBANKMENTS, THAT WILL NOT BE DISTURBED FOR TWO DAYS DURING THE WET SEASON (OCTOBER 1ST THROUGH APRIL 30TH) OR SEVEN DAYS DURING THE DRY SEASON MAY 1 ST THROUGH SEPTEMBER 30TH SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED ESC COVER METHODS (E.G., SEEDING, MULCHING, PLASTIC COVERING, ETC.) IN CONFORMANCE WITH APPENDIX D OF THE RENTON SWDM. 13. WET SEASON ESC REQUIREMENTS APPLY TO ALL CONSTRUCTION SITES BETWEEN OCTOBER 1ST AND APRIL 30TH, UNLESS OTHERWISE APPROVED BY THE CITY, 14. ANY AREA NEEDING ADDITIONAL ESC MEASURES, NOT REQUIRING IMMEDIATE ATTENTION, SHALL BE ADDRESSED WITHIN SEVEN (7) DAYS. 15. THE ESC BMPS ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED AT A MINIMUM OF ONCE A MONTH OR WITHIN 24 HOURS FOLLOWING A STORM EVENT. INSPECTION AND MAINTENANCE SHALL OCCUR MORE FREQUENTLY AS REQUIRED BY THE CITY. 16. BEFORE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITY CATCH BASIN INSERTS PER THE CITY STANDARD PLAN 216.30 SHALL BE PROVIDED FOR ALL STORM DRAIN INLETS DOWNSLOPE AND WITHIN 600 FEET OF A DISTURBED OR CONSTRUCTION AREA, UNLESS THE RUNOFF THAT ENTERS THE INLET WILL BE CONVEYED TO A SEDIMENT POND OR TRAP. ALL CATCH BASIN INSERTS SHALL BE PERIODICALLY INSPECTED AND REPLACED AS NECESSARY TO ENSURE FULLY FUNCTIONING CONDITION. 17. AT NO TIME SHALL SEDIMENT ACCUMULATION EXCEED 213 OF THE CAPACITY OF THE CATCH BASIN SUMP. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT -LADEN WATER INTO THE DOWNSTREAM SYSTEM. 18. ANY PERMANENT STORMWATER FACILITY LOCATION USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY ESC BMPS AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE TEMPORARY FACILITY IS TO ULTIMATELY FUNCTION AS AN INFILTRATION SYSTEM IN ITS PERMANENT STATE, THE TEMPORARY FACILITY SHALL BE ROUGH GRADED SO THAT THE BOTTOM AND SIDES ARE AT LEAST THREE FEET ABOVE THE FINAL GRADE OF THE PERMANENT FACILITY. 19. AREAS DESIGNATED ON THE PLAN(S) CONTAINING EXISTING STORMWATER FACILITIES OR ON -SITE BMPS (AMENDED SOILS, BIORETENTION, PERMEABLE PAVEMENT. ETC.) SHALL BE CLEARLY FENCED AND PROTECTED USING ESC BMPS TO AVOID SEDIMENTATION AND COMPACTION DURING CONSTRUCTION. 20. PRIOR TO THE BEGINNING OF THE WET SEASON (OCTOBER 1ST), ALL DISTURBED AREAS SHALL BE INSPECTED TO IDENTIFY WHICH ONES SHALL BE SODDED OR SEEDED IN PREPARATION FOR THE WINTER RAINS. DISTURBED AREAS SHALL BE SODDED OR SEEDED WITHIN ONE WEEK OF THE BEGINNING OF THE WET SEASON. AN EXHIBIT OF THOSE AREAS TO BE SODDED OR SEEDED AND THOSE AREAS TO REMAIN UNCOVERED SHALL BE SUBMITTED TO THE CITY FOR REVIEW. 21. PRIOR TO FINAL CONSTRUCTION ACCEPTANCE, THE PROJECT SITE SHALL BE STABILIZED TO PREVENT SEDIMENT -LADEN WATER FROM LEAVING THE PROJECT SITE, ALL ESC BMPS SHALL BE REMOVED, AND STORMWATER CONVEYANCE SYSTEMS, FACILITIES, AND ON -SITE BMPS SHALL BE RESTORED TO THEIR FULLY FUNCTIONING CONDITION. ALL DISTURBED AREAS OF THE PROJECT SITE SHALL BE VEGETATED OR OTHERWISE PERMANENTLY STABILIZED. AT A MINIMUM, DISTURBED AREAS SHALL BE SODDED OR SEEDED AND MULCHED TO ENSURE THAT SUFFICIENT COVER WILL DEVELOP SHORTLY AFTER FINAL APPROVAL. MULCH WITHOUT SEEDING IS ADEQUATE FOR AREAS TO BE LANDSCAPED BEFORE OCTOBER 1ST. 22. ROCKERIES ARE CONSIDERED TO BE A METHOD OF BANK STABILIZATION AND EROSION CONTROL. ROCKERIES SHALL NOT BE CONSTRUCTED TO SERVE AS RETAINING WALLS. ALL ROCKERIES IN CITY ROAD RIGHTS -OF -WAY SHALL BE CONSTRUCTED IN ACCORDANCE WITH CITY STANDARDS. ROCKERIES OUTSIDE OF ROAD RIGHTS -OF -WAY SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE. UNLESS OTHERWISE NOTED, DRAWING 15 NOT TD SCALE (NISI STD. PLAN - 268.00 aPUBLIC WORI<S EROSION AND SEDIMENT CONTROL [E�- 1-,DEPARTMENT STANDARD PLAN NOTES 9/28/2018 1 DATE ESC STANDARD PLAN NOTES :45 At :45 M DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS 2"x2" 14 GAUGE WIRE, OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED FILTER FABRIC 2 MIN. 9 MAX. �I I I I 12" MI POST SPACING MAY BE INCREASED 4"x4" MIN. TRENCH TO V IF WIRE BACKING IS USED I I I I� ,LLLJJJI BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" TO 1-1/2' WASHED GRAVEL 2"x4" WOOD POSTS, STEEL FENCE POSTS, OR EQUIVALENT (TYP.) NOTES: 1. CONDITIONS OF USE 1 1. SILT FENCE MAY BE USED DOWNSLOPE OF ALL DISTURBED AREAS. 1.2. SILT FENCE IS NOT INTENDED TO TREAT CONCENTRATED FLOWS, NOR IS IT INTENDED TO TREAT SUBSTANTIAL AMOUNTS OF OVERLAND FLOW. ANY CONCENTRATED FLOW MUST BE CONVEYED THROUGH THE DRAINAGE SYSTEM TO A SEDIMENT TRAP OR POND. 2. DESIGN AND INSTALLATION SPECIFICATIONS 2.1. THE GEOTEXTILE USED MUST MEET THE STANDARD LISTED BELLOW. A COPY OF THE MANUFACTURER'S FABRIC SPECIFICATIONS MUST BE AVAILABLE ON SITE. ADS (ASTM 04751) 30-100 SIEVE SIZE (0.60-0.15= FOR SILT FILM 50-100 SIEVE SIZE (0.30-0.15- FOR OTHER FABRICS WATER PERMITTIVITY (ASTM D4491) 0.02 SEC' MINIMUM GRAB TENSILE STRENGTH (ASTM D4632) 180 LBS. MIN. FOR EXTRA STRENGTH FABRIC 100 LBS, MIN. FOR STANDARD STRENGTH FABRIC GRAB TENSILE ELONGATION (ASTM D4632) 30% MAX. (WOVEN) ULTRAVIOLET RESISTANCE (ASTM D4355) 70 % MIN. 2.2. STANDARD STRENGTH FABRIC REDUIRES WIRE BACKING TO INCREASE THE STRENGTH OF THE FENCE. WIRE BACKING OR CLOSER POST SPACING MAY BE REQUIRED FOR EXTRA STRENGTH FABRIC IF FIELD PERFORMANCE WARRANTS A STRONGER FENCE. 2.3. WHERE THE FENCE IS INSTALLED, THE SLOPE SHALL NOT BE STEEPER THAN 2H:1V 2.4. IF ATYPICAL SILT FENCE IS USED, THE STANDARD 4"X4' TRENCH MAY BE REDUCED AS LONG AS THE BOTTOM 81NCHES OF THE SILT FENCE FABRIC IS WELL BURIED AND SECURE IN A TRENCH THAT STABILIZES THE FENCE AND DOES NOT ALLOW WATER TO BYPASS OR UNDERMINE THE SILT FENCE. 2.5, FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOURS WHENEVER POSSIBLE. 3. MAINTENANCE STANDARDS 3.1. ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY. 3.2. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND. 3.3. IT IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR SIGNS OF THE FENCE CLOGGING AND ACTING AS A BARRIER TO FLOW AND THEN CAUSING CHANNELIZATION OF FLOWS PARALLEL TO THE FENCE. IF THIS OCCURS REPLACE THE FENCE OR REMOVE THE TRAPPED SEDIMENT. 3.4. SEDIMENT MUST BE REMOVED WHEN SEDIMENT IS 61NCHES HIGH. 3.5. IF THE FILTER FABRIC (GEOTEXTILE) HAS DETERIORATED DUE TO ULTRAVIOLET BREAKDOWN, IT SHALL BE REPLACED. UNLESS OTHERWISE NOTED, DRAWING IS NOTTO SCALE (NTS) A0211111• 111, STD. PLAN - 214.00 VQa�PUBLICWORI<S SILT FENCE PR 9/28/2018 1 "` DEPARTMENT GAZ w,:aamm:.mm", DATE SILT FENCE :45 m DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 R=25'MIN. Y INSTALL DR R1 CULVERT IF THERE IS A ROADSIDE DITCH PRESENT, AS PER CITY ROAD STANDARDS �tSZ1NG�OPO 4"-S" QUARRY SPALLS J GEOTEXTILE CONSTRUCTION ENTRANCE NOTES: 1. DRIVEWAYS SHALL BE PAVED TO THE EDGE OF THE RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. \ 2. IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE PAD I- MIN. 15' MIN. PROVIDE FULL WIDTH OF INGRESSIEGRESS AREA 12" MIN. THICKNESS NOTES: 1. CONDITION OF USE I.I. CONSTRUCTION ENTRANCE SHALL BE STABILIZED WHEREVER TRAFFIC WILL BE LEAVING A CONSTRUCTION SITE AND TRAVELING ON PAVED ROADS OR OTHER PAVEDAREAS WITHIN 1,000 FEET OFTHE SITE. 1.2. FOR RESIDENTIAL CONSTRUCTION PROVIDE STABILIZED CONSTRUCTION ENTRANCES FOR EACH RESIDENCE IN ADDITION TO THE MAIN SUBDIVISION ENTRANCE. STABILIZED SURFACES SHALL BE OF SUFFICIENT LENGTHIWIDTH TO PROVIDE VEHICLE ACCESS/PARKING, BASED ON LOT SIZEICONFIGURATION. 2. DESIGN AND INSTALLATION SPECIFICATIONS 2.1. A SEPARATION GEOTEXTILE SHALL BE PLACED UNDER THE SPALLS TO PREVENT FINE SEDIMENT FROM PUMPING UP INTO THE ROCK PAD. THE GEOTEXTILE SHALL MEET THE FOLLOWING STANDARDS: GRAB TENSILE STRENGTH (ASTM D4632) 200 LBS. MIN. GRAB TENSILE ELONGATION (ASTM D4632) 30% MAX. (WOVEN) CBR PUNCTURE STRENGTH (ASTM 06241) 495 LBS. MIN. ADS (ASTM D4751) 20-45 (U.S. STANDARD SIEVE SIZE) 2.2. DO NOT USE CRUSHED CONCRETE, CEMENT, OR CALCIUM CHLORIDE FOR CONSTRUCTION ENTRANCE STABILIZATION BECAUSE THESE PRODUCTS RAISE pH LEVELS IN STORMWATER AND CONCRETE DISCHARGE TO SURFACE WATERS OF THE STATE IS PROHIBITED. 2.3. HOG FUEL (WOOD BASED MULCH) MAY BE SUBSTITUTED FOR OR COMBINED WITH QUARRY SPALLS IN AREAS THAT WILL NOT BE USED FOR PERMANENT ROADS. HOG FUEL IS NOT RECOMMENDED FOR ENTRANCE STABILIZATION IN URBAN AREAS. THE INSPECTOR MAY AT ANY TIME REQUIRE THE USE OF QUARRY SPALLS IF THE HOG FUEL IS NOT PREVENTING SEDIMENT FROM BEING TRACKED ONTO PAVEMENT OR IF THE HOG FUEL IS BEING CARRIED ONTO PAVEMENT. 2A. FENCING SHALL BE INSTALLED AS NECESSARY TO RESTRICT TRAFFIC TO THE CONSTRUCTION ENTRANCE. 2.5. WHENEVER POSSIBLE, THE ENTRANCE SHALL BE CONSTRUCTED ON A FIRM, COMPACTED SUBGRADE. THIS CAN SUBSTANTIALLY INCREASE THE EFFECTIVENESS OF THE PAD AND REDUCE THE NEED FOR MAINTENANCE, 3. MAINTENANCE STANDARDS 3.1. QUARRY SPALLS SHALL BE ADDED IF THE PAD IS NO LONGER IN ACCORDANCE WITH THE SPECIFICATIONS. 3.2. IF THE ENTRANCE IS NOT PREVENTING SEDIMENT FROM BEING TRACKED ONTO PAVEMENT, THEN ALTERNATIVE MEASURES TO KEEP THE STREETS FREE OF SEDIMENT SHALL BE USED. THIS MAY INCLUDE STREET SWEEPING, AN INCREASE IN THE DIMENSIONS OF THE ENTRANCE, OR THE INSTALLATION OF A WHEEL WASH. IF WASHING IS USED. IT SHALL BE DONE ON AN AREA COVERED WITH CRUSHED ROCK, AND WASH WATER SHALL DRAIN TO A SEDIMENT TRAP OR POND. 3.3. ANY SEDIMENT THAT IS TRACKED ONTO PAVEMENT SHALL BE REMOVED IMMEDIATELY BY SWEEPING. THE SEDIMENT COLLECTED BY SWEEPING SHALL BE REMOVED OR STABILIZED ON SITE. THE PAVEMENT SHALL NOT BE CLEANED BY WASHING DOWN THE STREET, EXCEPT WHEN SWEEPING IS INEFFECTIVE AND THERE IS A THREAT TO PUBLIC SAFETY. IF IT IS NECESSARY TO WASH THE STREETS, A SMALL SUMP MUST BE CONSTRUCTED. THE SEDIMENT WOULD THEN BE WASHED INTO THE SUMP WHERE IT CAN BE CONTROLLED AND DISCHARGED APPROPRIATELY. WASH WATER MUST BE PUMPED BACK ONTO THE SITE AND CANNOT DISCHARGE TO SYSTEMS TRIBUTARY TO SURFACE WATERS. 3.4. ANY QUARRY SPALLS THAT ARE LOOSENED FROM THE PAD AND END UP ON THE ROADWAY SHALL BE REMOVED IMMEDIATELY. 3.5. IF VEHICLES ARE ENTERING OR EXITING THE SITES AT POINTS OTHER THAN THE CONSTRUCTION ENTRANCE(S). FENCING SHALL BE INSTALLED TO CONTROL TRAFFIC. UNLESS OTHERWISE NOTED, DRAWING 15 NOTTO SCALE (NTS) STD. PLAN - 215.10 PUBLIC WORI<S PPROv'D. ter„ DEPARTMENT STABILIZED CONSTRUCTION ENTRANCE GAZ 9/28/2018 1 w",k,aamm,a DATE STABILIZED CONSTRUCTION ENTRANCE 45 At DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 ✓i 3'-30% SEE NOTE 2.3 3`5% SEE NOTE 2.2 8"-10" DIA. ROLL SPACING DEPENDS SLOPE CINSOIL SEDIMENT, ORGANIC MATTER, TYPE AND SLOPE AND NATIVE SEEDS ARE STEEPNESS CAPTURED BEHIND THE ROLLS STRAW ROLLS MUST BE WOODEN STAKE d PLACED ALONG SLOPE CONTOURS 4 �I ADJACENT ROLLS SHALL TIGHTLY ABUT � �r, t R? LIVE STAKE NOTES: 1. CONDITIONS OF USE I.I. INSTALL ON DISTURBED AREAS THAT REQUIRE IMMEDIATE EROSION PROTECTION. 1.2. USE ON SLOPES REQUIRING STABILIZATION UNTIL PERMANENT VEGETATION CAN BE ESTABLISHED. 1.3. CAN BE USED ALONG THE PERIMETER OF A PROJECT, AS A CHECK DAM IN UNLINED DITCHES AND AROUND TEMPORARY STOCKPILES. 1.4. WATTLES CAN BE STAKED TO THE GROUND USING WILLOW CUTTINGS FOR ADDED REVEGETATION. 1 .5. RILLING CAN OCCUR BENEATH AND BETWEEN WATTLES IF NOT PROPERLY ENTRENCHED, ALLOWING WATER TO PASS BELOW AND BETWEEN WATTLES. 2. DESIGN AND INSTALLATION SPECIFICATIONS 2.1. IT IS CRITICAL THAT WATTLES ARE INSTALLED PERPENDICULAR TO THE FLOW DIRECTION AND PARALLEL TO THE SLOPE CONTOUR. 2.2. NARROW TRENCHES SHOULD BE DUG ACROSS THE SLOPE, ON CONTOUR, TO A DEPTH OF 3 TO S INCHES ON CLAY SOILS AND SOILS WITH GRADUAL SLOPES. ON LOOSE SOILS, STEEP SLOPES, AND DURING HIGH RAINFALL EVENTS, THE TRENCHES SHOULD BE DUG TO A DEPTH OF 5 TO 7 INCHES, OR 1/2 TO 213 OF THE THICKNESS OF THE WATTLE. 2.3. START CONSTRUCTION OF TRENCHES AND INSTALLING WATTLES FROM THE BASE OF THE SLOPE AND WORK UPHILL. EXCAVATED MATERIAL SHOULD BE SPREAD EVENLY ALONG THE UPHILL SLOPE AND COMPACTED USING HAND TAMPING OR OTHER METHOD. CONSTRUCT TRENCHES AT CONTOUR INTERVALS OF 3 TO 30 FEET APART DEPENDING ON THE STEEPNESS OF THE SLOPE, SOIL TYPE, AND RAINFALL. THE STEEPER THE SLOPE THE CLOSER TOGETHER THE TRENCHES SHOULD BE CONSTRUCTED. VERTICAL DISTANCE BETWEEN WATTLES IS NOT TO EXCEED 10 FEET. 2.4. INSTALL THE WATTLES SNUGLY INTO THE TRENCHES AND ABUT TIGHTLY END TO END. DO NOT OVERLAP THE ENDS. 2.5. INSTALL STAKES AT EACH END OF THE WATTLE, AND AT 4 FOOT CENTERS ALONG THE ENTIRE LENGTH OF THE WATTLE. 2.6. IF REQUIRED, INSTALL PILOT HOLES FOR THE STAKES USING A STRAIGHT BAR TO DRIVE HOLES THROUGH THE WATTLE AND INTO THE SOIL. 2.7. AT A MINIMUM, WOODEN STAKES SHOULD BE APPROXIMATELY 3/4 X 314 X 24 INCHES. WILLOW CUTTINGS OR 318-INCH REBAR CAN ALSO BE USED FOR STAKES. 2.8. STAKES SHOULD BE DRIVEN THROUGH THE MIDDLE OF THE WATTLE, LEAVING 2 TO 3 INCHES OF THE STAKE PROTRUDING ABOVE THE WATTLE. 3. MAINTENANCE STANDARDS 3.1. INSPECT WATTLES PRIOR TO FORECASTED RAIN, DAILY DURING EXTENDED RAIN EVENTS, AFTER RAIN EVENTS, WEEKLY DURING THE WET SEASON, AND AT TWO WEEK INTERVALS AT ALL OTHER TIMES OF THE YEAR. 3.2. REPAIR OR REPLACE SPLIT, TORN, RAVELING, OR SLUMPING WATTLES 3.3. REMOVE SEDIMENT ACCUMULATIONS WHEN EXCEEDING 112 THE HEIGHT BETWEEN THE TOP OF THE WATTLE AND THE GROUND SURFACE. UNLESS OTHERWISE NOTED, DRAWING IS NOTTOSCALE (NTS) AOXSTD. PLAN - 213.40 VQa�• PUBLIC WORI<S APPR D: '1` DEPARTMENT STRAW WATTLES GAZ 9/28/2018 ."a�:aamn,:,mm. DATE STRAW WATTLES NTS C5.0 NTS C5.0 NTS LA Z � J Q >- S � I � L­ W �l0 DIRECTION OF FLOW S � 0 3„ � (MIN.) I 6" MIN. 6"MIN.(TYP.) UNION (TYP.) PLAN / X Q YMAX. Oc J I�i �2 O O N7 I� 6"MIN. i -=rl STACKED METER SECTION 6" MIN. FREE 3JXES DRAINING GRAVEL ,101I- S: AL_ DOJBLE CHECK VALVE ASSEMBLIES (DCVA's) MUST BE LISTED ON LATEST LIST OF "BACKFLOW PREVENTION ASSEV3_IES A'='ROVED FOR NSTALLATION IN WASHINGTON STATE", PUBLISHED BY STATE OF WASHINGTON DEPARTMEN- OF HEA_-H. 2. THE OWNER/APPLICANT NUS- OBTAIN A SEPARATE CITY OF RENTON PLUMBING PERMIT FOR THE INSPECTION OF THE INS-ALLATION OF THE DCVA AND PIPING. THE OWNER SHALL FURNISH, INSTALL AND MAINTAIN THE -)CVA AND ALL PIPING AND APPURTENANCES SHOWN ON THIS PLAN. THE DCVA MUST BE TESTED BY A STATE CERTIFIED BACKFLOW ASSEMBLY TESTER AFTER ITS INITIAL NSTALLATION, AFTER R=PAIRS AND ANNUALLY THEREAFTER AT OWNER'S EXPENSE. A COPY OF THE TEST REPORT SHALL BE SENT OR FAXED TO CITY OF RENTON WATER UTILITY ENGINEERING DEPT., ATTN: WATER J-ILITY CROSS -CONNECTION CONTROL SPECIALIST, FAX NO. 425-430-7241. c. DCVA AND METER BOX SHALL BE LOCATED ON PRIVATE PROPERTY AND AS NEAR AS POSSIBLE TO THE WATER VETER. 34' TO 2" DOUBLE CHECK VALVE STD. PLAN - 340.8 n� PUBLIC WORKS ASSEMBLY FOR IRRIGATION OR DEPARTMENT RESIDENTIAL FIRE SPRINKLER MARCH 2O10 DOUBLE CHECK VALVE ASSEMBLY NTS C5.0 NTS AA f was,co errs ?ztENGINEERING PLLC C1 321 3rd Ave South, Suite 406 x Seattle, Washington 98104 cI TV 35163 ° ph 206.596.7115SIONAL'� coterraengineering.com CIVIL CONSTRUCTION PERMIT RESUBMITTAL INTAKE CIVIL CONSTRUCTION PERMIT RESUBMITTAL INTAKE CIVIL CONSTRUCTION PERMIT RESUBMITTAL INTAKE CIVIL CONSTRUCTION PERMIT RESUBMITTAL SCREEN CIVIL CONSTRUCTION PERMIT SUBMITTAL NO. I REVISION INSIDE HOUSE PREFERRED CONFIGURATION I`3; U''(12 FLOW ITEM AMT 1 90' GALVANIZED STEEL ELBOW 4 EA. 2 3/4" PACKING JC NT COU?LING W/MALE IRON PIPE 2 EA. THREAD FOR CODER PIPE SERVIC=: FORD C84-33 OR EQUIVALENT FOR GALVANIZED PPE SERVICE:FORD C85-33 CR EQUIVALEN- 3 = PRES.,.,R_ REDJCNG VALVE WSTRAINER - 3 4 1 EA. WITH LNION COUPL NGS AT INLET AND OUTLET, WILKINS 600 SERIES OR EQUAL (WITH INTERNAL BYPASS AND S-RAINER) 4 3/4" CLOSE UNION - BRASS (M X F) 1 EA. 5 3/4" BRASS VALVE VARIABLE 6 12" STANDARD METER BOX W/SC_D COVER 1 EA. -_ a INSIDE 17 X 28 5 8 INSICt DIMENSIONS, EQUAL TO FOG TTE METER SEAL CO. +2 PLASTIC: 13 X 24 j INSIDE DIVFNSICNS, EQUAL TO BROOKS METER BOX 7 3/4" GALVANIZED STEEL PIPE, THREADED, LENGTH AS VARIABLE REQUIRED 8 3/4" X 1/4" X 3/4" STD. BRASS TEE 1 EA. 9 1/4" PETCOCK (M X F) 1 EA. 10 3/4" BRASS NIPPLE VARIABLE AUJACENT TO WATER METER SAWDUST FILL (7 6" FROM B" P A GRI L TY WATER CE METER 1) f113)%OJ';B�l`Oi FLOW FUNCTION TI1E FUNCTION OF A PRESSURE REDUCING VALVE IS TO REDUCE HIGH-WATER PRESSURES IN THE SERVICE CONNECTION TO AN ACCEPTABLE RANGE OF 55 TO 75 PSI INSTALLATION OF A PRESSURE REDUCING VALVE IS REQUIRED WHERE THE SERVICE CONNECTION PRESSURE EXCEEDS 80 POUNDS PER SQUARE INCH IN ACCORDANCE TO THE UNIFORM PLUMBING CODE. INSTALLATION THE PRESSURE REDUCING VALVE SHALL BE LOCATED ON E CUSTOMER'S PROPERTY "DOWNSTREAM" OF E THE RN AM TH METER BOX. RESPONSIBIUTY FOR PROPER INSTALLATION, OPERATION, AND MAINTENANCE OF THE VALVE SHALL BE ASSUMED BY THE CUSTOMER. THREE POSSIBLE CONFIGURATIONS FOR INSTALLATION OF THE VALVE ARE SHOWN ABOVE. A BUILDING DEPARTMENT PLUMBING PERMIT IS REQUIRED PRIOR TO INSTALLATION hY GOB 3 STD. PLAN - 340.5 PUBLIC WORKS ,I" & 1" INDIVIDUAL PRESSURE REDUCING DEPARTMENT VALVE ASSEMBLY MARCH 2010 PRESSURE REDUCING VALVE ASSEMBLY NTS 1 /2/20 SURVEYED: 12 19 19 DESIGNED: 11/14/19 MB 11/8/19 DRAWN. MB 8/ 1 / 19 CHECKED: PA BY DATE APPR APPROVED: SCALE: 1 "=20' ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 • HORIZONTAL NAD 1983/1991 CITY OF RENTON DATU M • Planning/Building/Public Works Dept. DETAIL NOT USED NTS :45 AN T a J 1 n R-408513 � IN COMPLIANCE WITH CITY OF RENTON STANDARDS I O 2 DEVELOPMENT ENGINEERING z Nathan Janders 01 /03/2020 O WATER UTILITY agafour 01/03/2020 LLI WILLOWCREST TOWNHOMES DATE:7/29/19 cc EDMONDS AVE NE, RENTON, WA PAGE: OK: PAGE: O DRAWING NC 5 . O CITY OF RENTON CML DETAILS SHEET:`- OF: 17 35 DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 PIPE ALLOWANCES MAXIMUM PIPE MATERIAL INSIDE DIAMETER REINFORCED OR PLAIN CONCRETE IT, ALL METAL PIPE 15" CPSSP', STD. SPEC. 9-05.20 12" I 1", 2•, 4", 6•. 12', OR 24' \`ll SOLID WALL PVC, STD. SPEC. 9-05.12(1) 15" ONE #3 BAR HOOP FOR 6" HEIGHT INCREMENT (SPACED EQUALLY), PROFILE WALL PVC, STD. SPEC. 9-05.12(2) 15" SEE NOTE 1 RECTANGULAR ADJUSTMENT SECTION CORRUGATED POLYETHYLENE STORM SEP,y�: �y l \` e \ Y(YN R' #3 BAR EACH CORNER 93 BAR EACH SIDE #3 BAR EACH WAY PRECAST BASE SECTION #3 BAR HOOP SEWER PIPE NOTES: 1. AS ACCEPTABLE ALTERNATIVES TO THE REBAR SHOWN IN THE PRECAST BASE SECTION, FIBERS (PLACED IN ACCORDANCE WITH STANDARD SPECIFICATION 9-05.50(9)), OR WIRE MESH HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT SHALL BE USED WITH THE MINIMUM REQUIRED REBAR SHOWN IN THE ALTERNATIVE PRECAST BASE SECTION. WIRE MESH SHALL NOT BE PLACED IN THE KNOCKOUTS. AS AN ACCEPTABLE ALTERNATIVE TO THE REBAR SHOWN IN THE RECTANGULAR ADJUSTMENT SECTION, WIRE MESH HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED. 2. THE KNOCKOUT DIAMETER SHALL NOT BE GREATER THAN 20'. KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2' MINIMUM TO 2.5" MAXIMUM. PROVIDE A 1.5' MINIMUM GAP BETWEEN THE KNOCKOUT WALL AND THE OUTSIDE OF THE PIPE. AFTER THE PIPE IS INSTALLED, FILL THE GAP WITH JOINT MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 9-04.3. 3. THE MAXIMUM DEPTH FROM THE FINISHED GRADE TO THE LOWEST PIPE INVERT SHALL BE 5 FEET. 4. THE FRAME AND GRATE MUST BE INSTALLED WITH THE FLANGE DOWN, 5. THE PRECAST BASE SECTION MAY HAVE A ROUNDED FLOOR, AND THE WALLS MAY BE SLOPED AT A RATE OF 1H:24V OR STEEPER. 6. THE OPENING SHALL BE MEASURED ATTHE TOP OF THE PRECAST BASE SECTION. 7. ALL PICKUP HOLES SHALL BE GROUTED FULL AFTER THE INLET HAS BEEN PLACED. USE GROUT TYPE 2 FOR #3 BAR EACH NON -SHRINK APPLICATIONS IN ACCORDANCE WITH CORNER 18" MIN. STANDARD SPECIFICATION 9-20.3(2). 8. ALL GRADE RINGS AND CASTINGS SHALL BE SET IN MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 9-D4.3. THEN APPLY MORTAR TO INSIDE AND OUTSIDE OF ALL JOINTS, RINGS. RISERS, AND FRAMES. 9. MORTAR SHALL BE MIXED AND APPLIED PER MANUFACTURER'S DIRECTIONS. 10. FRAME SHALL BE ADJUSTED TO PAVEMENT GRADE BY TAPPING UNTIL FRAME IS FLUSH WITH PAVEMENT AS DETERMINED WITH A STRAIGHT EDGE OF SUFFICIENT LENGTH. 11. ALL MORTAR JOINTS SHALL BE TRIMMED FLUSH AND SEE NOTE 1 REMAIN VISIBLE UPON COMPLETION. ALTERNATIVE PRECAST BASE SECTION UNLESS OTHERWISE NOTED, DRAWING IS NOTTO SCALE (NTS) STD. PLAN - 200.00 •�• PUBLIC WORKS APPR ED: "` DEPARTMENT CATCH BASIN TYPE 1 GAZ 9/28/2018 I wosannnia,amr DATE CATCH BASIN TYPE 1 C5.3 NTS DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 25 1,4" w Q z 29 114" BOLT -DOWN HOLE (TYP.) - 518", 11 NC, SEE DETAIL AND NOTE 2 TOP RECESSED ALLEN HEAD CAP SCREW 5/8"-II NC.22'' GRATE h F FRAME SECTION BOLT-DOWNDETAIL SEE NOTE 2 24114" I SECTION A `SEE DETAIL ISOMETRIC VIEW / r 718" \ 1/e" 1 ur, 1 NOTES: 1. THIS FRAME IS DESIGNED TO ACCOMMODATE 20" x 24" GRATES OR COVERS, I 4 1 /2' SEE STANDARD PLANS 204.10, 204.20, 2D4.30, AND 204.40. 2. BOLT -DOWN CAPABILITY IS REQUIRED ON ALL FRAMES, GRATES, AND COVERS, UNLESS OTHERWISE SPECIFIED. PROVIDE TWO HOLES IN THE 1 5/8" FRAME THAT ARE VERTICALLY ALIGNED WITH THE GRATE OR COVER SLOTS. THE APPED, OR APPROVED MECHANISM. SF M. LOCATION CREW BY ME SHALL ACCEPT THE 5/8"-11 NC x 2" ALLEN HEAD CAP BEING \ / BOLT -DOWN HOLES VARIES BY MANUFACTURER. \ 21l2 3. REFER TO STANDARD SPECIFICATION 9-05.15(2) FOR ADDITIONAL \ DETAIL REQUIREMENTS. UNLESS OTHERWISE NOTED, DRAWING IS NOT70 SCALE (NTS) STD. PLAN - 204.00 PUBLIC WORKS DEPARTMENT RECTANGULAR FRAME GAZ 9/28/2018 I DATE RECTANGULAR FRAME :45 AI :45 AP DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 PIPE ALLOWANCES MAXIMUM PIPE MATERIAL INSIDE DIAMETER REINFORCED OR PLAIN 18" CONCRETE ALL METAL PIPE 21" CPSSP`. 18" STD. SPEC. 9-05.20 SOLID WALL PVC, STD. SPEC. 9-05.12(1) 21 PROFILE WALL PVC, STD. SPEC. 9-05.12(2) 21" ` CORRUGATED POLYETHYLENE STORM SEWER PIPE NOTES: 1. AS ACCEPTABLE ALTERNATIVES TO THE REBAR SHOWN IN THE PRECAST BASE q•, g•, 12, OR 24" SECTION, FIBERS (PLACED IN ACCORDANCE WITH STANDARD SPECIFICATION 9-05.50(9)), OR WIRE MESH HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT SHALL BE USED WITH THE MINIMUM REQUIRED REBAR SHOWN IN THE ALTERNATIVE PRECAST BASE SECTION. WIRE MESH SHALL NOT BE PLACED IN THE KNOCKOUTS. AS AN ACCEPTABLE ALTERNATIVE TO THE REBAR SHOWN IN THE JR 6" HEIGHT RECTANGULAR ADJUSTMENT SECTION, WIRE MESH HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED. INCREMENT (SPACED EQUALLY). SEE NOTE 1 2. THE KNOCKOUT DIAMETER SHALL NOT BE GREATER THAN 26". KNOCKOUTS SHALL HAVE WALL THICKNESS OF 2" MINIMUM TO 2.5" MAXIMUM. PROVIDE A 1.5' MINIMUM RECTANGULAR ADJUSTMENT SECTION GAP BETWEEN THE KNOCKOUT WALL AND THE OUTSIDE OF THE PIPE. AFTER THE PIPE IS INSTALLED, FILL THE GAP WITH JOINT MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 9-04.3. 3. THE MAXIMUM DEPTH FROM THE FINISHED GRADE TO THE LOWEST PIPE INVERT SHALL BE 5'. 4. THE FRAME AND GRATE MUST BE INSTALLED WITH THE FLANGE DOWN. 5. THE PRECAST BASE SECTION MAY HAVE A ROUNDED FLOOR, AND THE WALLS MAY BE SLOPED AT A RATE OF 1H:24V OR STEEPER. 6. THE OPENING SHALL BE MEASURED AT THE TOP OF THE PRECAST BASE SECTION. 7. ALL PICKUP HOLES SHALL BE GROUTED FULL AFTER THE INLET HAS BEEN PLACED. USE GROUT TYPE 2 FOR NON -SHRINK APPLICATIONS IN ACCORDANCE WITH STANDARD SPECIFICATION 9-20.3(2). 8. ALL GRADE RINGS AND CASTINGS SHALL BE SET IN MORTAR IN ACCORDANCE WI I H STANDARD SPECIFICATION 9-04.3. THEN APPLY MORTAR TO INSIDE AND OUTSIDE OF ALL JOINTS, RINGS, RISERS, AND FRAMES. 9. MORTAR SHALL BE MIXED AND APPLIED PER MANUFACTURER'S DIRECTIONS. 10. FRAME SHALL BE ADJUSTED TO PAVEMENT GRADE BY TAPPING UNTIL FRAME IS FLUSH WITH PAVEMENT AS DETERMINED WITH A STRAIGHT EDGE OF SUFFICIENT LENGTH. P� 11. ALL MORTAR JOINTS SHALL BE TRIMMED FLUSH AND REMAIN VISIBLE UPON COMPLETION. .,R •�G6�. / \SFic �8^ 93 BAR HOOP REDUCING SECTION #3 BAR EACH CORNER 93 BAR EACH CORNER 18' MIN. #3 BAR EACH SIDE #3 BAR EACH WAY SEE NOTE 1 PRECAST BASE SECTION ALTERNATIVE PRECAST BASE SECTION UNLESS OTHERWISE NOTED, DRAWING IS NOTTO SCALE (NTS) STD. PLAN - 200.10 • PUBLIC WORKS CATCH BASIN TYPE 1L ,,,� PPR D: PRI DEPARTMENT GAZ 9/28/2018 1 Hon:an„oia,�m, DATE CATCH BASIN TYPE 1L C5.3 NTS DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 24' , I (-,rz" � L_ I I BOLT -DOWN SLOT, 3Iq., -I SEE DETAIL AND I�(II 4 2112" DIA. HOLE NOTE 1 1 ,114 A opa 5,6" I ITp�papaa �pdpQpQp ��Q�ppQpa BOLT -DOWN SLOT DETAIL SEE NOTE 1 m f3'- J TOP R26", SEE NOTE 2 1 112• ISOMETRIC 4 324" 1 1;2" J� SECTION B 1 5;8" MAX. �- i R39 SEE NOTE 2 5„ NOTES: 3 11'2" y r 3!4" 1 1. BOLT -DOWN CAPABILITY IS REQUIRED ON ALL FRAMES, GRATES, AND COVERS, UNLESS OTHERWISE SPECIFIED. 518, PROVIDE TWO HOLES IN THE FRAME THAT ARE VERTICALLY ALIGNED WITH THE GRATE OR COVER SLOTS. THE FRAME SHALL ACCEPT THE 5/8%11 NC x 2' ALLEN 4" HEAD CAP SCREW BY BEING TAPPED, OR OTHER IT - 314" DIA. HOLE APPROVED MECHANISM. LOCATION OF BOLT -DOWN HOLES VARIES BY MANUFACTURER. 1/2' DIA. HANDLE 1 1/2" 2. ALTERNATIVE REINFORCING DESIGNS ARE ACCEPTABLE IN LIEU OF THE RIB DESIGN. SECTION C 3. REFER TO STANDARD SPECIFICATION 9-05.15(2) FOR ADDITIONAL REQUIREMENTS. 4. FOR FRAME DETAILS, SEE CITY OF RENTON STANDARD PLAN 204.00. UNLESS OTHERWISE NOTED, DRAWING IS NOT70 SCALE (NTS) STD. PLAN - 204.10 PUBLIC WORKS RECTANGULAR SOLID METAL COVER GAZ 9/28/2018 1 DEPARTMENT VASOF v"rk•.-.11,mr DATE RECTANGULAR SOLID METAIL COVER NTS C5.3 NTS c o errs M_ AA ��w of wa8 f P ENGINEERING PLLC a�� tz e 321 3rd Ave South, Suite 406 x Seattle, Washington 98104 cIST 3516 ° ph 206.596.7115SIONAL'� coterraengineering.com :45 AI :45 AN DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 CATCH BASIN FRAME AND VANED GRATE PER STD. PLAN 204.00 RECTANGULAR OR CIRCULAR ADJUSTMENT SECTION (TWO SECTIONS MAX.) MORTAR, (TYP.), SEE NOTE 5 4" MIN, 2' MAX_ 16" MAX. ", j FLAT SLAB TOP 48', 54', 60', 72', 84', %•, 120" OR 144' SEE NOTE 6, TYP. 15' MAX. FOR MAINTENANCE STEPS OR LADDER �- 12" [TYPJ �o L 1"MIN. "O" 4. RING 2IN 2.5' MAX. REINFORCING STEEL, (TYP.) MIN. 12" 12" MAX. GRAVEL BACKFILL FOR PIPE ZONE 12" BEDDING PER WSDOT STD. 17 SPECIFICATION SECTION 9-D3.12(3) s" 6" SEPARATE BASE INTEGRAL BASE PRECAST PRECASTWITH RISER NOTES: 1. NO STEPS ARE REQUIRED WHEN HEIGHT IS 4' OR LESS. 2. THE BOTTOM OF THE PRECAST CATCH BASIN MAY BE SLOPED TO FACILITATE CLEANING. 3. THE RECTANGULAR FRAME AND GRATE MUST BE INSTALLED WITH THE FLANGE DOWN. THE FRAME MAY BE CAST INTO THE ADJUSTMENT SECTION. 4. KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM TO 2.5" MAXIMUM. PROVIDE A 1.5• MINIMUM GAP BETWEEN THE KNOCKOUT WALL AND THE OUTSIDE OF THE PIPE. AFTER THE PIPE IS INSTALLED, FILL THE GAP WITH JOINT MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 9-04.3. 5. ALL GRADE RINGS, RISERS, AND CASTINGS SHALL BE SET IN MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 9-04.3. 6. WHEN CONNECTING TO A NEW PIPE, USE A FLEXIBLE CONNECTOR (KOR-N-SEAL BOOT WITH CORRUGATED PIPE ADAPTER OR APPROVED EQUAL). WHEN CONNECTING TO AN EXISTING PIPE. USE A FABRICATED SAND COLLAR OF THE SAME MATERIAL AS THE CONNECTING PIPE. 7. MORTAR SHALL BE MIXED AND APPLIED PER MANUFACTURER'S DIRECTIONS, 8. FRAME SHALL BE ADJUSTED TO PAVEMENT GRADE BY TAPPING UNTIL FRAME IS FLUSH WITH PAVEMENT AS DETERMINED WITH A STRAIGHT EDGE OF SUFFICIENT LENGTH. 9. ALL MORTAR JOINTS SHALL BE TRIMMED FLUSH AND REMAIN VISIBLE UPON COMPLETION. • PUBLIC WORKS DEPARTMENT CATCH BASIN DIMENSIONS CATCH BASIN DIAMETER MIN. WALL THICKNESS MIN. BASE THICKNESS MAXIMUM KNOCKOUT SIZE MINIMUM DISTANCE BETWEEN KNOCKOUTS 54" 4.5" 8" 42• 8" 60., 5. 8., 48" V, 72" 6" 8" 60" 12" M, 8' 12" 72• 12" %" 8' 12" 84" 12" 120" 10' 12" %' 12" 144" 12' 12" 108" 12" PIPE ALLOWANCES CATCH BASIN PIPE MATERIAL WITH MAXIMUM INSIDE DIAMETER DIAMETER CONCRETE ALL METAL CPSSP SOLID WALL PVC PROFILE WALL PVC 48' 24" 30" 24" 30" 30" 54" 30" 36" 30" 36" 36" 60" 36" 42' 36" 42" 42" 72" 42' 54' 42" 48" 48" 84" 1 54' 60" 54" 48" 48" 96' 60' 72" 60" 48" 1 48" 12D" 66- 84" 60" 1 48" 1 48" 144" 78" 96" 60" 1 48" 1 48- 'CORRUGATED POLYETHYLENE STORM SEWER PIPE (STD. SPEC. 9-05.20) 'STD. SPEC. 9-05.12(1) 3 STD. SPEC. 9-05.12(2) CATCH BASIN TYPE 2 CATCH BASIN TYPE 2 UNLESS OTHERWISE NOTED, DRAWING IS NOTTO SCALE (NTS) STD. PLAN - 201.00 GAZ 9/28/2018 I wansann�nrrrmor DATE :45 AI DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 CLEAN SURFACE AND BOTTOM AREA. PROVIDE UNIFORM CONTACT. THE SURFACE AREA OF THE BASE SECTION MUST BE MORTARED TO THE BOTTOM AREA OF THE ADJUSTMENT SECTION W ADJUSTMENT SECTION I I I I I I I I SEE NOTE 4 NOTES: 1. THE COVER OR GRATING OF A CATCH BASIN SHALL NOT BE ADJUSTED TO FINAL GRADE UNTIL THE FINAL ELEVATION OF THE PAVEMENT, GUTTER, DITCH, OR SIDEWALK IN WHICH IT IS TO BE PLACED HAS BEEN ESTABLISHED, AND UNTIL PERMISSION THEREAFTER IS GIVEN BY THE ENGINEER TO MORTAR IN PLACE IN ACCORDANCE WITH WSDOT/APWA STANDARD SPECIFICATION 7-06.3. 2. SHIMS SHALL NOT BE USED TO SET FRAME TO GRADE. THE USE OF SHIMS IS PROHIBITED. 3. A CONTINUOUS LAYER OF MORTAR SHALL BE PLACED BETWEEN ADJUSTMENT RINGS AND BRICKS PRIOR TO PLACEMENT. 4. ONLY BY APPROVAL OF THE CITY, THE USE OF BRICKS IS PERMITTED WHERE THE BRICKS ARE STAGGERED TO CREATE A RUNNING BOND ORY2 BOND. 5. BASE SECTION SHALL BE SEALED TO THE BOTTOM AREA OF THE ADJUSTMENT SECTION WITH MORTAR. 6. MORTAR SHALL MEET THE REQUIREMENTS OF WSDOTIAPWA STANDARD SPECIFICATION 9-04.3. 7. PICK I LIFTING HOLES ARE TO BE GROUTED WATER TIGHT. USE GROUT TYPE 2 FOR NON -SHRINK APPLICATIONS IN ACCORDANCE WITH STANDARD SPECIFICATION 9-20.3(2). 8. MORTAR SHALL BE MIXED AND APPLIED PER MANUFACTURER'S DIRECTIONS. 9. FRAME SHALL BE ADJUSTED TO PAVEMENT GRADE BY TAPPING UNTIL FRAME IS FLUSH WITH PAVEMENT AS DETERMINED WITH A STRAIGHT EDGE OF SUFFICIENT LENGTH. 10. ALL MORTAR JOINTS SHALL BE TRIMMED FLUSH AND REMAIN VISIBLE UPON COMPLETION. UNLESS OTHERWISE NOTED, DRAWING IS NOTTO SCALE (NTS) M PUBLIC WORKS STD. PLAN - 202.00 PRO "` DEPARTMENT CATCH BASIN INSTALLATION GAZ 9/28/2018 1 9 VQ DEPARTMENT wa,ksan DATE CATCH BASIN INSTALLATION C5.3 NTS C5.3 NTS DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 CIVIL CONSTRUCTION PERMIT RESUBMITTAL INTAKE CIVIL CONSTRUCTION PERMIT RESUBMITTAL INTAKE CIVIL CONSTRUCTION PERMIT RESUBMITTAL INTAKE CIVIL CONSTRUCTION PERMIT RESUBMITTAL SCREEN CIVIL CONSTRUCTION PERMIT SUBMITTAL NO. I REVISION y n o " OUTFALL TO 51REA1 DUMP NO POLLUTANTS � I 1 I I I I BOLT -DOWN SLOT, I 112" SEE DETAIL AND NOTE 3/4 1 1,14" I A I I I I BOLT -DOWN SLOT DETAIL SEE NOTE 1 TOP m 3ED LETTERING ISOMETRIC 24" OR 8 EQUAL SPACES I 713IRECTION OF FLOW 15B"MAX. 1J SECTION B NOTES: 1. BOLT -DOWN CAPABILITY IS REQUIRED ON ALL FRAMES, GRATES, AND COVERS, UNLESS OTHERWISE SPECIFIED. PROVIDE TWO HOLES IN THE FRAME THAT ARE VERTICALLY ALIGNED WITH THE GRATE OR COVER SLOTS. THE FRAME SHALL ACCEPT THE 5/8'-11 NO x 2' ALLEN HEAD CAP SCREW BY BEING TAPPED, OR OTHER APPROVED MECHANISM. LOCATION OF BOLT -DOWN HOLES VARIES BY MANUFACTURER. 2. REFER TO STANDARD SPECIFICATION 9-05.15(2) FOR ADDITIONAL REQUIREMENTS. 3. FOR FRAME DETAILS, SEE STANDARD PLAN 204.00. UNLESS OTHERWISE NOTED, DRAWING IS NOT70 SCALF (NTS) STD. PLAN - 204.20 PUBLIC WORKS V DEPARTMENT RECTANGULAR VANED GRATE PPo GAZ 9/28/2018 1 von:a mmr DATE RECTANGULAR VANED GRATE NTS 1 /2/20 SURVEYED: 12 19 19 DESIGNED: 11/14/19 MB 11/8/19 DRAWN: MB 8/1/191 1 CHECKED: PA BY DATE I APPR APPROVED: SCALE: 1 "=20' ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY :45 AN VERTICAL: NAVD 1988 ° CITY O E HORIZONTAL: NAD 1983/163/1991 RENTON DATU M Planning/Building/Public Works Dept. :45 A 1 LJ R-408514 � IN COMPLIANCE WITH CITY OF RENTON STANDARDS I O 2 DEVELOPMENT ENGINEERING z Nathan Janders 01 /03/2020 tn +111 (- SURFACE WATER UTILITY V% jfarah 01 /03/2020 w WILLOWCREST TOWNHOMES DATE:7/29/19 U EDMONDS AVE NE, RENTON, WA PAGE:OOK: PAGE: O DRAWING NC 5.3 J CITY OF RENTON CML DETAILS `- SHEET: OF: 20 35 DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 e w Q z /I n � FLOW } o o LL DD OUTFALL TO STREAM DUMP NO POLLUTANTS - - - - - - - - I I � I I 112' BOLT -DOWN SLOT, SEE DETAIL AND 1 3/4" NOTE 1 1 114' 61 I � I 1 I I I I BOLT -DOWN SLOT DETAIL I- - - - SEE NOTE 1 TOP m 318" RECESSED LETTERING ���..' I s' 5" ISOMETRIC 20' s• 5' z4 1 4 EQUAL SPACES -j 4 EQUAL SPACES -I 3" 1 518" MAX. J SECTION A SECTION B NOTES: 1. BOLT -DOWN CAPABILITY IS REQUIRED ON ALL FRAMES, GRATES, AND COVERS, UNLESS OTHERWISE SPECIFIED. PROVIDE TWO HOLES IN THE FRAME THAT ARE VERTICALLY ALIGNED WITH THE GRATE OR COVER SLOTS. THE FRAME SHALL ACCEPT THE 5/8"-11 NC x 2" ALLEN HEAD CAP SCREW BY BEING TAPPED, OR OTHER APPROVED MECHANISM. LOCATION OF BOLT -DOWN HOLES VARIES BY MANUFACTURER. 2. REFER TO STANDARD SPECIFICATION 9-05.15(2) FOR ADDITIONAL REQUIREMENTS. 3. USE ONLY IN SAGS ON VERTICAL CURVES. 4. FOR FRAME DETAILS, SEE STANDARD PLAN 204.00. UNLESS OTHERWISE NOTED, DRAWING IS NOTTOSCALE (NT5) STD. PLAN - 204.30 PUBLICWORKS RECTANGULAR BI-DIRECTIONAL .•�• DEPARTMENT VANED GRATE raz9/28/2018 I worksannnia,amr DATE RECTANGULAR BI-DIRECTIONAL VANED GRATE C5,4 NTS DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 SEE STANDARD PLANS 110, 110.1, 110.2, AND 111 FOR PAVEMENT RESTORATION REQUIREMENTS SURFACE RESTORATION AS SPECIFIED IN CONTRACT DOCUMENTS --- 12" MIN.--- EXISTING PAVEMENT SURFACE \ 8' M N. ,SEE NOTE 4 ' oho Oo � '/�` NEATLINETRENCH 5` 0\ ` "CRUSHED SURFACING TOP COURSE' PER WSDOT STD. SPEC 9-03.9(3), COMPACTED TO 95% OF MAXIMUM DENSITY "CRUSHED SURFACING TOP COURSE" PER WSDOT STD. SPEC 9-03.9(3),'BANK RUN GRAVEL FOR TRENCH BACKFILL' PER WSDOT STD. SPEC 9-03.19, OR "GRAVEL BORROW PER WSDOT STD. SPEC 9-03.14(1), COMPACTED TO 95% OF MAXIMUM DENSITY BENCH AS NEEDED FOR SHORING SYSTEM WHEN DEPTH IS 4' OR GREATER PIPE PIPE ZONE BEDDING AND BACKFILL PER STD. PLANS 220.00 AND 220.10 SEE NOTE 1 UNPAVED AREAS I PAVED AREAS NOTES: 1. SEE WSDOT/APWA STANDARD SPECIFICATIONS SECTION 2-09.4 FOR MEASUREMENT OF TRENCH WIDTH. 2. EXCAVATIONS OVER 4' DEEP SHALL COMPLY WITH THE SAFETY STANDARD DESCRIBED IN CHAPTER 295-155 PART N OF THE WAC. 3. MAXIMUM BACKFILL DEPTH ABOVE PIPE SHALL NOT BE EXCEEDED, AS DETERMINED BY PIPE MANUFACTURER. 4. IN PAVED AREAS, IF PIPE HAS LESS THAN T OF COVER, USE "CRUSHED SURFACING TOP COURSE" FOR THE ENTIRE BACKFILL DEPTH ABOVE PIPE ZONE. 5. SEE CONSTRUCTION PLANS FOR SPECIFIC PROJECT REQUIREMENTS. UNLESS OTHERWISE NOTED, DRAWING IS NOTTOSCALE (NTS) STD. PLAN - 220.20 PR PR D. 9/28/2018 1 GAZ PUBLIC WORK % DEPARTMENT TRENCH AND BACKFILL v",ksaamnnnamr DATE TYPICAL TRENCH AND BACKFILL :45 AN :45 AP 112" LETTERING BOLT HOLES-3 PLACES EQUALLY SPACED 120°APART ON 23 1/16" DIAL B.C. RENTO j DRAIN (1)1" DIA. PICKHOLE 0 of nu vEFw 11/4'LETTERING 25' DIA. 3l4" 212" I 8 3/4" (TYP.) ��II COVER SECTION VIEW COVER BOTTOM VIEW (3) BLT SOC. (ALLEN HEAD) 5/8'-11 x 1.5 SS RUBBER WASHER EON BOLTING DETAIL 26 1/2" DIA. 25 1/4" DIA. 114" DIA. NEOPRENE GASKET 114" 1 1l16" W R1/8' 518" 23 3/8' DIA. CL OPEN GASKET GROOVE DETAIL 27 5/16' DI0. 34 1/8" DIA. FRAME SECTION VIEW NOTES: 1. ALL COVERS SHALL BE LOCKING LID PER EJ No. 3717C1 OR APPROVED EQUAL. UNLESS OTHERWISE NOTED, DRAWING 15 NOTTO SCALE (NTS) Ds STD. PLAN - 204.50 s PUBLIC WORKS �p DEPARTMENT STORM ROUND FRAME AND COVER PP dAz 9/28/2018 I yo vmmerm.r DATE arksadn ntr.atrn STORM ROUND FRAME AND COVER C5,4 NTS DocuSign Envelope ID: 6FECF5B6-602A-4E4A-B436-A317AA638878 %E1 4' FLAT FACE GOTHIC I` 9" DIA 4" 8-1/8'DIA1D-12'DIA (2) 3/8"-16 SS SOCKET HEAD CAP 15"DIA (1) OPEN PICKHOLSCREW (ALLENHEAD) WNVSHRS ON A W DIA BOLT CIRCLE CAST IRON FRAME AND COVER, SEE NOTE 3 - � a� 8" CLASS'B' ASPHALT. SEE NOTE 4 CLEANOUT RISER, SEE NOTE 2 SOIL TIGHT 45" BEND WYE SOIL TIGHT COUPLER UNDERDRAIN, FOOTING DRAIN COLLECTOR, OR ROOF DRAIN COLLECTOR PIPE, SEE NOTE 1 \ TO OVERFLOW STRUCTURE OR STORM MAIN 8-13116" DIA 518, PAVED AREA (TYP.) 1 EXTEND CLEANOUT RISER 2" ABOVE DESIGN PONDING ELEVATION OR PER PLAN FERNCO GASKETED OUIK CAP OR SIMILAR DESIGN PONDING `7 ELEVATION �\ 4" STREAMBED COBBLES CPERWSDOTM3.11(2) - 4" COMPACTED SAND OR C GRAVEL BACKFILL FOR DRAINS �a PER WSDOT 9-03.12(4) �- � 11I-1777T1TTTTTl_ CLEANOUT RISER, SEE NOTE2� Ohl lr -­•4'L(Y/� -MECHANICAL PLUG OR CONTINUED CONNECTION TYPICAL CLEANOUT CONFIGURATION NOTES- 1 . DIAMETER TO BE 6-INCHES MINIMUM PRIVATE. 8-INCHES MINIMUM PUBLIC. UNDERDRAIN PIPE PER STD. PLAN 262.10. 2. CLEANOUT RISER SHALL BE SAME SIZE AND MATERIAL AS CONNECTED UNDERDRAIN, FOOTING DRAIN COLLECTOR, OR ROOF DRAIN COLLECTOR PIPE. 3. FRAME AND COVER SHALL BE EJ PRODUCT NO. 00367549BOl OR APPROVED EQUAL. COVER TO BE LOCKING WITH ALLEN HEAD BOLT, MARKED'STORM'. 4. FOR CLEANOUTS FULLY OR PARTIALLY WITHIN UNPAVED AREAS OUTSIDE OF BIORETENTION PONDING AREA, POUR 8" THICK, 2'x2' SQUARE CONCRETE COLLAR AROUND FRAME. CONCRETE COLLAR SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3,DDO PSI. GENERAL NOTES: 1. CLEANOUTS FOR UNDERDRAIN, FOOTING DRAIN COLLECTOR. AND ROOF DRAIN COLLECTOR PIPES SHALL BE INSTALLED AT A MINIMUM OF EVERY 100 FEET, AT EVERY 90 DEGREE OR SECOND 45 DEGREE BEND, AT THE END OF EVERY COLLECTOR PIPE, AND AT EACH END OF AN UNDERDRAIN PIPE NOT CONNECTED TO AN OVERFLOW STRUCTURE. CLEANOUTS SHALL BE INSTALLED TO ALLOW FOR MAINTENANCE ACCESS TO ALL PIPES. 2. ALL FITTINGS SHALL BE SOIL TIGHT. 3. CLEANOUT RISER SHALL BE LOCATED OUTSIDE OF BIORETENTION PONDING WHERE POSSIBLE. 4. CLEANOUTS SHALL NOT BE LOCATED WITHIN THE STREET TRAVEL LANE, UNLESS OTHERWISE APPROVED BY THE CITY. UNLESS OTHERWISE NOTED, DRAWING IS NOTTO SCALE (NTS) STD. PLAN - 226.00 PUBLIC WORKS APPROVED: DEPARTMENT STORM SYSTEM CLEANOUT GAZ 9/28/2018 1 DATE STORM SYSTEM CLEANOUT NTS C5,4 NTS coterra M_ AA ��,� of wa8 f P ENGINEERING PLLC JQ IVtz e 321 3rd Ave South, Suite 406 x Seattle, Washington 98104 cIST 3516 ° ph 206.596.7115SIONAL'� coterraengineering.com :45 AN :45 AP #6 BARS @ T SPACING T 12" (TYP.) 1 20'x24" 24" DIA., 46" 48' DIA., OR 54" MAX DIA. HOLE4ki ' I s' Li -I 1� T_ t 1'MIN. I_ 2 1/2" MAX. 84" or 96" FLAT SLAB TOP PREFABRICATED LADDER 12" MIN. s•T #5 BARS @ 6" SPACING T STEP s vz' MAx. 20"x24"124' DIA., 48" DIA., OR 54" DIA HOLE 17 2' (TYP.) - 24" 8 T MIN. 2 112" MAX. J MIN. 72" FLAT SLAB TOP 18' MIN. 24" 42" MAX. 94 BARS @ 6" SPACING MIN. 20"xz4"OR �," 24" DIA. HOLE _ �--- 48'MIN . TYPICAL ORIENTATION ECCENTRIC CONE SECTION L � 2" (TYP.) FOR ACCESS AND STEPS - 8, 1" MIN. 2 112" MAX. 48", 54", or 60" FLAT SLAB TOP 70• 'p .Lk 217° 34., S. �1', 2", 4-,.',12'. OR 24" ONE #3 BAR HOOP FOR 6" 1' \\�II�II HEIGHT INCREMENT(SPACED T �I EQUALLY), SEE NOTE 1 i �S. 1". 2'.4", 6". 12", OR 24" ONE #3 BAR HOOP FOR 6" HEIGHT INCREMENT (SPACED EQUALLY), CIRCULAR ADJUSTMENT SECTION SEE NOTE 1 RECTANGULAR ADJUSTMENT SECTION NOTES: 1. AS AN ACCEPTABLE ALTERNATIVE TO REBAR, WIRE MESH HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED FOR ADJUSTMENT SECTIONS. UNLESS OTHERWISE NOTED, DRAWING 15 NOTED SCALE (NTS) DS STD. PLAN - 204.60 Aoft ffSDI PUBLICWORKS MISCELLANEOUS DETAILS FOR APR D DEPARTMENT DRAINAGE STRUCTURES 9/28/2018 9/28/2018 VAMOF '.ryo w.mmmr..r DATE arks Admnlvrmr MISC. DETAILS FOR DRAINAGE STRUCTURES 45 AN SEE NOTE 4, LIMIT OF PIPE ZONE PIPE ZONE BEDDING AND 'T BACKFILL, SEE NOTE 5 /51 T O.D. FOUNDATION LEVEL 6" FOUNDATION MATERIAL, . IF REQUIRED, SEE NOTE 6 FLEXIBLE PIPE ®GRAVEL BACKFILL FOR PIPE ZONE BEDDING (WSDOT 9.03.12(3)) OR MAINTENANCE ROCK (WSDOT 9-03.9(4)) FLEXIBLE PIPE NOTES: 1. PROVIDE UNIFORM SUPPORT UNDER BARRELS. 2. HAND TAMP UNDER HAUNCHES. 3. DIRECTLY OVER PIPE, HAND TAMP ONLY. 4. SEE STANDARD WSDOT/APWA SPECIFICATIONS SECTION 2-09.4 FOR TRENCH WIDTH. 5. PIPE ZONE BEDDING AND BACKFILL MATERIAL SHALL BE PLACED IN 6" LOOSE LAYERS AND COMPACTED TO 95% MAXIMUM DENSITY. 6. EXCAVATE UNSTABLE MATERIAL DOWN TO FIRM SOIL AND REPLACE WITH FOUNDATION MATERIAL CLASS A OR B PER STANDARD WSDOTIAPWA SPECIFICATIONS SECTION 9-03.17. MINIMUM ALLOWED IN ZONE 1 PIPE TYPE COVER (FT) PUBLIC? PRIVATE? OF THE APA? LINE CORRUGATED POLYETHYLENE PIPE (LCPE) 20 YES YES YES CORRUGATED POLYETHYLENE PIPE (CPE) - TRIPLE WALL 2.0 YES YES YES POLYVINYL CHLORIDE PIPE (PVC) 3.0 YES YES YES SOLID WALL HIGH DENSITY POLYETHYLENE PIPE (HDPE) 2 0 YES YES YES DIAMETER MINIMUM DISTANCE BETWEEN BARRELS 12" TO 24" 12' 30" TOW' DIAMETER 13 102" TO 180' 48" UNLESS OTHERWISE NOTED, DRAWING IS NOTTOSCALE (NTS) AomISTD. PLAN - 220.10 VQ•�• PUBLIC WORKS PIPE ZONE BEDDING AND PPRIll, D: "` DEPARTMENT COMPACTION - FLEXIBLE PIPE GAZ 9/28/2018 1 „k..a DATE :45 M PIPE ZONE BEDDING AND COMPACTION - FLEXIBLE PIPE C5.4 NTS C5.4 NTS DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 CIVIL CONSTRUCTION PERMIT RESUBMITTAL INTAKE CIVIL CONSTRUCTION PERMIT RESUBMITTAL INTAKE CIVIL CONSTRUCTION PERMIT RESUBMITTAL INTAKE CIVIL CONSTRUCTION PERMIT RESUBMITTAL SCREEN CIVIL CONSTRUCTION PERMIT SUBMITTAL NO. I REVISION OPTIONAL PARALLEL TANK - r----------------------------- I I 1 36"MIN 1 1 1 INLET PIPE (BACKUP SYSTEMS, I ACCESS RISERS, SEE NOTE 4 SAME SIZE AS INLET PIPE, WHERE ALLOWED) 1 1 / L-------------------------------J 12' MIN. DIA. Ill 2-MIN. II II ACCESS RISERS PER FLOW _ A OUTLET PIPE O STD. PLAN 235.10� ^ O INLET PIPE CONTROL V (FLOW THROUGH) STRUCTURE WITH SOLID LOCKING LID 36" MIN. CONNECTOR PLAN PIPE TYPE 2 CATCH BASIN (CB) "FLOW -THROUGH" SYSTEM SHOWN SOLID. REQUIRED FOR FLOW THROUGH DESIGNS FOR "FLOW BACKUP" SYSTEM AND SYSTEM ONLY PER STD. PLAN 201.0 PARALLEL TANKS SHOWN DASHED FINISH GRADE 50' MAX. 100' MAX. 2" MIN. DIA. AIR VENT PIPE ACCESS RISERS, SEE WELDED TO TANK (REQUIRED STD. PLAN 235.16 IF NO ACCESS RISER ON TANK) 2AIAX .� - 6"MIN. SEE NOTE 10 - DETENTION TANK (TYPO � _ (SIZE AS REQUIRED) �1 6" SEDIMENT STORAGE FLOW 2' MIN. 2' MIN. 36" MIN. DIA. (TYP.) J SEE NOTE 10 (TYP.) CONTROL STRUCTURE(FROP-T SECTION SHOWN), MIN. 54' DIA. TYPE 2 CB PER STD. PLAN 237.00 FLOW RESTRICTOR PER STD. PLAN 237.00 NOTES: 1. THIS DETAIL IS A SCHEMATIC REPRESENTATION ONLY. ACTUAL CONFIGURATION WILL VARY DEPENDING ON SPECIFIC SITE CONSTRAINTS AND APPLICABLE DESIGN CRITERIA. 2. MINIMUM TANK DIAMETER IS 36 INCHES. 3. METAL PARTS PREFERRED TO BE STAINLESS STEEL, ALUMINIZED STEEL, OR ALUMINUM. ALL OTHER STEEL PARTS MUST BE GALVANIZED WITH TREATMENTS 1, 2, OR 5. 4. ACCESS RISERS REQUIRED CENTERED NO MORE THAN 50 FEET FROM ANY LOCATION WITHIN THE DETENTION TANK. 5. H-20 LIVE LOADS MUST BE ACCOMMODATED FOR TANKS LYING UNDER PARKING AREAS, ROADWAYS, AND ACCESS ROADS. 6. BEDDING OF THE PIPE SHALL BE IN ACCORDANCE WITH STD. PLAN 220.00. 7. PRIOR TO STARTUP, DETENTION TANK SHALL PASS LEAK TEST. B. PIPE MATERIAL, JOINTS, AND PROTECTIVE TREATMENT FOR TANKS SHALL BE IN ACCORDANCE WITH SECTIONS 7-04 AND 9-05 OF THE WSDOT/APWA STANDARD SPECIFICATION. 9. ALL TANK ACCESS OPENINGS MUST BE READILY ACCESSIBLE BY MAINTENANCE VEHICLES. 10. WHEN CONNECTING TO A NEW PIPE, USE A FLEXIBLE CONNECTOR (KOR-N-SEAL BOOT WITH CORRUGATED PIPE ADAPTER OR APPROVED EQUAL). WHEN CONNECTING TO AN EXISTING PIPE USE A FABRICATED SAND COLLAR OF THE SAME MATERIAL AS THE CONNECTING PIPE. 11. SEE CONSTRUCTION PLANS FOR SPECIFIC PROJECT REQUIREMENTS. UNLESS OTHERWISE NOTED, DRAWING IS NOTTO SCALE (NTS) STD. PLAN - 235.00 IDRITPUBLIC WORKS PPROVFD DEPARTMENT YPICAL DETENTION TANK GAZ 9/28/2018 I DATE TYPICAL DETENTION TANK NTS 1 /2/20 SURVEYED: - 12 19 19 DESIGNED: 11/14/19 MB 11/8/19 DRAWN: MB 8/1/191 1 CHECKED: PA BY DATE I APPR APPROVED: SCALE: 1 "=20' ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL NAD 1983/1991 DATU M :45 At CITY OF RENTON Planning/Building/Public Works Dept. Q0 CM T 0 TO 01 T a J R-408515 � IN COMPLIANCE WITH CITY OF RENTON STANDARDS I O 2 DEVELOPMENT ENGINEERING z Nathan Janders 01 /03/2020 O SURFACE WATER UTILITY jfarah 01 /03/2020ViR w WILLOWCREST TOWNHOMES DATE:7/29/19 U EDMONDS AVE NE, RENTON, WA PAGE:OOK: 0 PAGE: O DRAWING NC 5.4 J CITY OF RENTON CML DETAILS [7FE-T-: OF: 21 35 w Q z DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 ADDITIONAL LADDER RUNGS (IN SETS) TO 2' MIN. CLEARANCE TO � � �� ALLOW ACCESS TO TANKS OR VAULTS ANY PORTION OF FLOW RESTRICTOR �` \ WHEN CATCH IS FILLED WITH WATER TEE INCLUDING ELBOWS / \ REMOVABLE WATERTIGHT COUPLING OR FLANGE 2" MIN. A !/ (�-/ /I ( _ EL BOW RESTRICTOR, I 1 \ �I /TJ SEE DETAIL AND NOTE 10 t kANGLE / j / NECESSARY, / NECESSARY, \ SEE NOTE 7 i 6" VIN. 2' MIN, �--' 6" MAX. PLATE WELDED TO ELBOW WITH PLAN VIEW ORIFICE AS SPECIFIED, SEE NOTE 3 ELBOW RESTRICTOR DETAIL ELEVATION PER PLANS 12' MIN. UNDER FRAME 8 SOLID COVER MARKED "DRAIN" PAVEMENT WITH LOCKING BOLTS PER STD. PLAN 204.50 16" MAX. VERTICAL BAR GRATE FOR SECONDARY INLET W MIN. DESIGN WATER ELBOW RESTRICTOR. SURFACE SEE DETAIL AND NOTE 10 HANDHOLDS, STEPS, OR LADDER PIPE SUPPORTS, SEE NOTE 6 12" (TYP.) 1.5 R D SEE NOTE 9 (TYP.) MIN. 2' MIN. T D ISOMETRIC i OUTLET PIPE, SEE INLET PIPE NOTES 1 8 5 2' o MIN. SHEAR GATE WITH CONTROL ROD FOR INVERT AND CLEANOUTIORAIN (ROD BENT AS REQUIRED ELEVATION PER PLANS FOR VERTICAL ALIGNMENT WITH COVER) 12" SECTION OF PIPE ATTACHED BY PER STD. PLAN 237.30 GASKETED BAND TO ALLOW REMOVAL 2' MIN. 12' WELDED RESTRICTOR PLATE WITH ORIFICE DIA AS SPECIFIED, SEE NOTE 10 NOTES: SECTION A 1. USE A MIMIMUM OF A 54' DIAMETER TYPE 2 CATCH BASIN. 2. OUTLET CAPACITY: 100-YEAR DEVELOPED PEAK FLOW. 3, METAL PARTS PREFERRED TO BE STAINLESS STEEL, ALUMINIZED STEEL, OR ALUMINUM. ALL OTHER STEEL PARTS MUST BE GALVANIZED WITH TREATMENTS 1, 2, OR 5. 4. FRAME AND LADDER OR STEPS OFFSET SO: A. CLEANOUT GATE IS VISIBLE FROM TOP. B. CLIMB -DOWN SPACE IS CLEAR OF RISER AND CLEANOUT GATE. C. FRAME IS CLEAR OF CURB. 5. IF METAL OUTLET PIPE CONNECTS TO CEMENT CONCRETE PIPE: OUTLET PIPE TO HAVE SMOOTH O.D. EQUAL TO CONCRETE PIPE I.D. LESS 1/4". 6. PROVIDE AT LEAST ONE 3" X .090 GAGE SUPPORT BRACKET ANCHORED TO CONCRETE WALL. (MAXIMUM 3'-0" VERTICAL SPACING). 7. LOCATE ELBOW RESTRICTOR(S) AS NECESSARY TO PROVIDE MINIMUM CLEARANCE AS SHOWN. B. LOCATE ADDITIONAL LADDER RUNGS IN STRUCTURES USED AS ACCESS TO TANKS AND VAULTS TO ALLOW ACCESS WHEN CATCH BASIN IS FILLED WITH WATER. 9. WHEN CONNECTING TO A NEW PIPE, USE A FLEXIBLE CONNECTOR (KOR-N-SEAL BOOT WITH CORRUGATED PIPE ADAPTER OR APPROVED EQUAL). WHEN CONNECTING TO AN EXISTING PIPE, USE A FABRICATED SAND COLLAR OF THE SAME MATERIAL AS THE CONNECTING PIPE. 10. IF TEE SECTION IS USED ONLY FOR SPILL CONTROL, THEN ELBOW RESTRICTORS AND RESTRICTOR PLATES WITH ORIFICES ARE NOT REQUIRED. UNLESS OTHERWISE NOTED, DRAWING IS NOTTOSCALE (NT5) AI DSSTD. PLAN - 237.00 • PUBLIC WORI<S FLOW CONTROL STRUCTURE - APPR°VED: DEPARTMENT RESTRICTOR TEE GAZ 9/28/2018 I Hortsann�nia,amr DATE FLOW CONTROL STRUCTURE - RESTRICTOR TEE C5.5 NTS DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 UNDISTURBED NATIVE VEGETATION UNDISTURBED NATIVE SOIL 3"4' ARBORIST WOOD CHIP MULCH, SEE STD. PLAN 262.60 PLANTING BEDS/UNDISTURBED UNDISTURBED TURF (LAWN) AREAS.. VEGETATION, SEE NOTE 1 SEE NOTE 1 IJ,1��II�I,II� �Ilii GRASS: SEED OR SOD 0" l' I UNDISTURBED NATIVE SOIL \ OPTION 'I - NO DISTURBANCE PLANTING BEDS TURF (LAWN) AREAS GRASS: SEED OR SOD 3' OF COMPOST INCORPORATED h f= 1.75" OF COMPOST INCORPORATED INTO INTO 5" OF SITE SOIL (TOTAL - l='. --=1I I I1� I I I I 11 I 6.25" OF SITE SOIL (TOTAL AMENDED DEPTH AMENDED DEPTH OF 9.5", FOR A OF 9.5, FOR A SETTLED DEPTH OF 8•) SETTLED DEPTH OF 8") 1=11 1I Ii III �I I� �I 1- - II II II II R, I III�II II II I T, SUBSOIL SCARIFIED 4" BELOW SUBSOIL SCARIFIE04"BELOW-I- ,L ?�/>• // COMPOSTAMENDED LAYER COMPOST AMENDED LAYER \ \ • - \ (12" BELOW SOIL SURFACE) (12- BELOW SOIL SURFACE) OPTIONS 29 37 AND 4 - AMEND IN PLACE OR STOCKPILE AND AMEND PLAN I INC, BEDS TURF( LAWN) AREAS 3 I� WOOD CHIP GRASS: SEED OR SOD MULCH, SEE STD. 0- _ PLAN 262.60 _ NOTES: 1. AREAS OF NO DISTURBANCE TO BE FENCED AND EXISTING VEGETATION AND SOIL TO BE PROTECTED FROM CONSTRUCTION IMPACTS. 6' IMPORTED - - 6" IMPORTED TOPSOIL MIX - - - - I - -Ih TOPSOIL MIX GENERAL NOTES: (COMPACTED (COMPACTED DEPTH) I - DEPTH) = 6, 1. TO MEASURE SETTLED DEPTH, WATER SOIL SUFFICIENTLY TO FULLY SATURATE WITHOUT II CAUSING EROSION IF SUBSOIL IS 2. COMPOST TO MEET STD. PLAN 262.60. SUBSOIL IS - -.. / \ \\ F / // L^��\ \\,�\ \\/ \/ / ,(�/ / SCARIFIED G" BELOW IMPORTED 3. COMPACTION OF TOPSOIL (WHERE REQUIRED) SCARIFIED 6" \\ \/\/ �\ TOPSOIL MIX TO BE TO 85 % OF STANDARD PROCTOR. BELOW IMPORTED�\ /'\\ TOPSOIL MIX -� ., �''.\/�� \\ \ \' \ \�/' 4. TIS FOR SPECIFIC \ 12" \/ PSEE ROJECT REQUIREMENTS. RO OPTION 5 •IMPORTED TOPSOIL UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) STD. PLAN - 264.00 r�• PUBLIC W0RI<5 APPR °: SOIL AMENDMENT SECTIONS GAZ 9/28/2018 I %L--mNB DEPARTMENT �w,x:aamm�tr"mr DATE SOIL AMENDMENT SECTION :45 AN :45 AP DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 0'NFGZF HOLES ON 10 318" BOLT G TO FLANGE CONNECTIO -_--_ FRONT SIDE MAXIMUM OPENING OF GATE HANDLE WITH LOCK PIN 0 ADJUSTABLE LOCK HOOK WITH LOCK SCREW O LIFT HANDLE SHALL BE ATTACHED PER MANUFACTURER'S RECOMMENDATIONS 1" ROD OR TUBING, VARIABLE LENGTH NOTES: 1. SHEAR GATE SHALL BE ALUMINUM ALLOY PER ASTM B-26-ZG-32a OR CAST IRON ASTM A48 CLASS 30B AS REQUIRED. 2. GATE SHALL BE B INCH DIA. UNLESS OTHERWISE SPECIFIED. 3. GATE SHALL BE JOINED TO TEE SECTION BY BOLTING (THROUGH FLANGE), WELDING, OR OTHER SECURE MEANS. 4. LIFT ROD: AS SPECIFIED BY MFR. WITH HANDLE EXTENDING TO WITHIN ONE FOOT OF COVER AND ADJUSTABLE HOOK LOCK FASTENED TO FRAME OR UPPER HANDHOLD. 5. GATE SHALL NOT OPEN BEYOND THE CLEAR OPENING BY LIMITED HINGE MOVEMENT, STOP TAB, OR SOME OTHER DEVICE. 6. NEOPRENE RUBBER GASKET REQUIRED BETWEEN RISER MOUNTING FLANGE AND GATE FLANGE. 7. MATING SURFACES OF LID AND BODY TO BE MACHINED FOR PROPER FIT. 8. FLANGE MOUNTING BOLTS SHALL BE 3/8" DIA. STAINLESS STEEL, 9. ALTERNATE CLEANOUT/SHEAR GATES TO THE DESIGN SHOWN ARE ACCEPTABLE, PROVIDED THEY MEET THE MATERIAL SPECIFICATIONS ABOVE AND HAVE A SIX BOLT, 10 3/8' BOLT CIRCLE FOR BOLTING TO THE FLANGE CONNECTION. UNLESS OTHERWISE NOTED, DRAWING 15 NOTTO SCALE (NTS) STD. PLAN - 237.30 PUBLIC WORI<S 0-0°` DEPARTMENT TEE SECTION SHEAR GATE GAZ 9/28/2018 I wartsann nen�ror DATE TEE SECTION SHEAR GATE C5.5 NTS DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 STANDARD TYPE 2, 60" DIA. CATO BASIN (CB) CONCRETE TOP SLAB LADDI 36" CMP RI; PLAN 24-INCH BOLT LOCKING RING AND COVER. ADJUSTMENT RINGS AS NECESSARY, PER STANDARD PLAN 204.50 - CRUSHED SURFACING TOP COURSE PER WSDOT STD. SPEC 9-03.9(3) COMPACTED TO 95 % MAX DENSITY (TYP.) MANHOLE STEPS, 12" D.C. WELD OR BOLT STANDARD MANHOLE STEPS J OKING LID (MARKED "DRAIN") OVER 24" DIA. ECCENTRIC OPENING MAINTAIN V GAP BETWEEN BOTTOM OF SLAB AND TOP OF RISER. PROVIDE PLIABLE GASKET TO EXCLUDE DIRT l PLACE CEMENT MORTAR SEAL BETWEEN TOP SLAB AND MANHOLE, SEE NOTE 6 RISER, 36' DIA. MIN., SAME MATERIAL AND GAUGE AS TANK WELDED OR FUSED TO TANK DETENTION TANK NOTES: 1. USE ADJUSTING BLOCKS AS REQUIRED TO BRING FRAME TO GUIDE. 2. METAL PARTS PREFERRED TO BE STAINLESS STEEL, ALUMINIZED STEEL, OR ALUMINUM. ALL OTHER STEEL PARTS MUST BE GALVANIZED WITH TREATMENTS 1, 2, OR 5. 3. MUST BE LOCATED FOR ACCESS BY MAINTENANCE VEHICLES. 4. MAY SUBSTITUTE WSDOT SPECIAL TYPE IV MANHOLE (RCP ONLY). 5. TOP SLAB SHALL BE RATED FOR HS-20 LOADING. 6. ALL GRADE RINGS AND CASTINGS SHALL BESET IN MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 9-04.3. UNLESS OTHERWISE NOTED, DRAWING IS NOTTD SCALE (NTS) STD. PLAN - 235.10 PUBLIC WORI<S [PROVED: DEPARTMENT DETENTION TANK ACCESS GAZ 9/28/2018 vort,aam.,a:t.".o< DATE DETENTION TANK ACCESS NTS C5.5 NTS coterra M_ AA ��,� of wasq fd,? ENGINEERING PLLC a�� zr 321 3rd Ave South, Suite 406 x Seattle, Washington 98104 ��'c35163ISTV ° ph 206.596.7115SIONAL'� coterraengineering.com :45 At :45 AN DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 SURFACE WATER STANDARD PLAN NOTES: THE FOLLOWING IS A LISTING OF GENERAL NOTES THAT SHALL BE INCORPORATED IN THE DRAINAGE PLAN SET. ALL THE NOTES ON THE LIST MAY NOT PERTAIN TO EVERY PROJECT. THE APPLICANT OR OWNER, HEREBY REFERRED TO AS APPLICANT, MAY STRIKE OUT IRRELEVANT NOTES IF NOT APPLICABLE TO THE PROJECT. HOWEVER, THE APPLICANT SHALL NOT RENUMBER NOR EDIT THE REMAINING NOTES. IF ADDITIONAL NOTES ARE NEEDED FOR SPECIFIC ASPECTS, THEY SHALL BE ADDED AFTER THE SURFACE WATER STANDARD PLAN NOTES. 1. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY OCCURS, A PRE -CONSTRUCTION MEETING SHALL BE HELD AMONG THE CITY OF RENTON. HEREBY REFERRED TO AS THE CITY, THE APPLICANT, AND THE APPLICANTS CONTRACTOR. 2. THE APPLICANT SHALL BE RESPONSIBLE FOR SECURING ALL NECESSARY CITY, STATE, AND FEDERAL PERMITS PRIOR TO CONSTRUCTION. 3. ALL STORM DRAINAGE IMPROVEMENTS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE LATEST EDITION OF THE CITY OF RENTON SURFACE WATER DESIGN MANUAL (RENTON SWDM), RENTON MUNICIPAL CODE (RMC), AND THE STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION PREPARED BY WSDOT AND THE AMERICAN PUBLIC WORKS ASSOCIATION (APWA). IT SHALL BE THE SOLE RESPONSIBILITY OF THE APPLICANT TO CORRECT ANY ERROR, OMISSION OR VARIATION FROM THE ABOVE REQUIREMENTS FOUND IN THE PLANS. ALL CORRECTIONS SHALL BE AT NO ADDITIONAL COST TO THE CITY. 4. APPROVAL OF THE ROAD, GRADING, PARKING, BUILDING, AND DRAINAGE PLAN DOES NOT CONSTITUTE AS APPROVAL OF ANY OTHER CONSTRUCTION (E.G. WATER. SEWER, GAS, ELECTRICAL. ETC.). PLANS FOR STRUCTURES SUCH AS BRIDGES, VAULTS, AND RETAINING WALLS REQUIRE A SEPARATE REVIEW AND APPROVAL BY THE CITY PRIOR TO CONSTRUCTION. THE SURFACE WATER DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED PLANS. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE COORDINATION FOLLOWED BY WRITTEN APPROVAL FROM THE CITY. 5. A COPY OF THE APPROVED PLANS SHALL BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 6. THE LOCATIONS OF ALL EXISTING UTILITIES SHOWN HEREON HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHALL THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE APPLICANT AND THE APPLICANT'S CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN, AND TO FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON THAT MAYBE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. THE APPLICANT SHALL RECORD ON THE AS -BUILT DRAWINGS ALL UNDOCUMENTED UTILITIES DISCOVERED AND ANY CHANGES TO THE APPROVED PLANS. THE APPLICANT SHALL IMMEDIATELY NOTIFY THE ENGINEER OF RECORD IF A CONFLICT EXISTS. T. VERTICAL DATUM SHALL BE NAND 88 AND HORIZONTAL DATUM SHALL BE NAD 83 (WA STATE PLANE, NORTH), UNLESS OTHERWISE APPROVED BY THE CITY. REFERENCE BENCHMARK, DATUM, AND ELEVATIONS SHALL BE NOTED ON THE PLANS. S. ALL UTILITY TRENCH BACKFILL AND ROADWAY SUBGRADE SHALL BE COMPACTED TO 95% MAXIMUM DRY DENSITY PER SECTION 2-03.3(14)D - COMPACTION AND MOISTURE CONTROL TESTS OF THE WSDOT STANDARD SPECIFICATIONS. IN PERMEABLE PAVEMENT AND OTHER INFILTRATION AREAS. ALL TRENCH BACKFILL SHALL BE FIRM AND UNYIELDING BUT IN NO CASE SHALL BE COMPACTED TO MORE THAN 92% OF MAXIMUM DRY DENSITY. 9. OPEN CUTTING OF EXISTING ROADWAYS FOR STORM DRAINAGE WORK IS NOT ALLOWED UNLESS SPECIFICALLY APPROVED BY THE CITY AND NOTED ON THESE APPROVED PLANS. ANY OPEN CUT SHALL BE RESTORED IN ACCORDANCE WITH THE CITY TRENCH RESTORATION STANDARDS. 10. ALL PIPE AND STRUCTURES SHALL BE STAKED FOR SURVEY LINE AND GRADE PRIOR TO THE START OF CONSTRUCTION. WHERE SHOWN ON THE PLANS OR WHERE DIRECTED BY THE CITY, THE EXISTING MANHOLES, CATCH BASINS, OR INLETS SHALL BE ADJUSTED TO THE GRADE AS STAKED. 11. ALL FLOW CONTROL FACILITIES SHALL BE INSTALLED AND IN OPERATION PRIOR TO, OR IN CONJUNCTION WITH, ANY CONSTRUCTION ACTIVITY UNLESS OTHERWISE APPROVED BY THE CITY. 12. ALL PIPE AND APPURTENANCES SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION IN ACCORDANCE WITH THE CURRENT STATE OF WASHINGTON STANDARD SPECIFICATION FOR ROAD AND BRIDGE CONSTRUCTION. THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL, AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE, UNYIELDING BASE. ALL PIPE BEDDING AND BACKFILL SHALL BE AS SHOWN ON THE CITY STANDARD PLAN 220.00, 220.10, AND 220.20. 13. STEEL PIPE SHALL BE ALUMINIZED, OR GALVANIZED WITH ASPHALT TREATMENT 1, 2, OR 5 INSIDE AND OUTSIDE. 14. ALL DRAINAGE STRUCTURES SUCH AS CATCH BASINS AND MANHOLES SHALL BE FITTED WITH DUCTILE IRON, BOLT -LOCKING LIDS PER THE CITY STANDARD PLAN 204.10, 204.20, 204.30, AND 204.50. STRUCTURES SHALL HAVE: • RECTANGULAR OR ROUND, SOLID LIDS WHEN NOT COLLECTING RUNOFF, AND OUTSIDE OF THE ROADWAY. • ROUND, SOLID LIDS WHEN NOT COLLECTING RUNOFF, AND LOCATED WITHIN THE ROADWAY, BUT OUTSIDE OF THE CURB/GUTTER LINE. • ROUND, SOLID LIDS DISPLAYING THE CITY LOGO WHEN WITHIN THE PUBLIC RIGHT-OF-WAY OR IN AN EASEMENT TO THE CITY. PRIVATE STRUCTURE LIDS OUTSIDE PUBLIC RIGHT-OF-WAY AND EASEMENTS TO THE CITY SHALL NOT DISPLAY THE CITY LOGO. 15. BUILDINGS AND OTHER STRUCTURES SHALL BE PLACED IN ACCORDANCE WITH TABLE 4.1 EASEMENT WIDTHS AND BUILDING SETBACKS LINES OF THE RENTON SWDM. 16. LIDS OF MANHOLES/CATCH BASINS WITHIN PUBLIC RIGHT-OF-WAY SHALL NOT BE ADJUSTED TO FINAL GRADE UNTIL AFTER PAVING. ALL MANHOLEICATCH BASIN RIMS SHALL BE ADJUSTED TO BE FLUSH WITH FINAL FINISHED GRADES, UNLESS OTHERWISE SHOWN. 17. ALL DRIVEWAY CULVERTS LOCATED WITHIN CITY RIGHT-OF-WAY SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH. UNLESS OTHERWISE NOTED, DRAWING 15 NOTTO SCALE (NTS) AOX• STD. PLAN - 267.00 . PUBLIC WORI<S SURFACE WATER STANDARD PLAN PPR DEPARTMENT NOTES (1 OF 2) GAZ 9/28/2018 1 vortsaannevaor DATE SURFACE WATER STANDARD NOTES :45 ,M DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 CONFIGURATION ON SLOPING GROUND DOWNSPOUT WITH CLEANOUT FILTER, SEE DETAIL CLEANOUT PER STD. PLAN 226.00 19 MIN. LEVEL TRENCH WITH PERFORATED PIPE, SEE NOTE 1 6 MIN. MIN. � I IU' K I CLEANOUT PER STD. PLAN 226.00 TO STORM DRAIN SYSTEM , FOOTING DRAIN BYPASS > 5 5 MIN. MIN. CLEANO PER STD. PLANN 226.00 I TO STORM DRAIN SYSTEM FlOITERSSEE DET IA WITH CLEANOUT 10' MIN. LEVEL TRENCH WITH ' PERFORATED PIPE, SEE NOTE 1 _ _ _ _ _ _ _ - - - - _ - _ - - - _ _ _ _ J CONFIGURATION ON FLAT GROUND PLAN VIEW OF PARCEL COMPACTED TOPSOIL OR OTHER CLEAN FILL / NON -WOVEN GEOTEXTILE FOR SEPARATION 6" MIN. PVC 11 ON TOP AND SIDES OF TRENCH PER WSDOT PERFORATED PIPE SPECIFICATIONS SECTION 9-33.2(1) TABLE 3 PER ASTM D1785 SOLIDS/ o LEAVES MIN�j e n e mmmr \ (Q� FILTER SCREEN 18"MIN. (" ���11/2--314' WASHED 1� � O(Q� DRAIN ROCK ly�'1((U1J_lj_+..TTi]V_l ly�'T[]UV_ 2'-5' TO i/ GROUND 24' MIN. ur4DlsruReEDNAnveSOIL = TYPICAL DOWNSPOUT MIN, VABON SEASONAL HIGH FILTER DETAIL GROUNDWATER TABLE SECTION A NOTES, 1. TRENCH LENGTH TO BE 10 FEET IN LENGTH FOR EVERY 5,000 SF OF CONTRIBUTING IMPERVIOUS SURFACE, OR 35,000 SF OF NON-NATIVE PERVIOUS SURFACE, OR PORTION THEREOF, GENERAL NOTES: 1. INFILTRATION TRENCHES LIMITED TO ROOF RUNOFF FROM SINGLE-FAMILY OR DUPLEX HOMES OR TO CONTROL BASEMENT FLOODING. CONSULT WA DEPARTMENT OF ECOLOGY REGULATIONS FOR UNDERGROUND INJECTION CONTROL PROGRAM (UIC) FOR OTHER TYPES OF RUNOFF MANAGEMENT. 2. IMPERVIOUS AREAS LARGER THAN 10,D00 SF AND NON-NATIVE PERVIOUS AREAS LARGER THAN 35,000 SF MAY REQUIRE LARGER PIPE AND SHOULD BE DESIGNED BY A CIVIL ENGINEER. 3. THE PERFORATED PIPE MAY NOT BE PLACED IN A CRITICAL AREA BUFFER OR ON SLOPES STEEPER THAN 25%. 4. SEE CONSTRUCTION PLANS FOR SPECIFIC PROJECT REQUIREMENTS. UNLESS OTHERWISE NOTED, DRAWING IS NOTTOSCALE (NTS) STD. PLAN - 263.40 OR• PUBLIC WORI<S PERFORATED STUB -OUT APPR ED: DEPARTMENT CONNECTION GAZ 9/28/2018 I „t,.. DATE PERFORATED STUB -OUT CONNECTION C5.5 NTS C5.5 NTS DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 CIVIL CONSTRUCTION PERMIT RESUBMITTAL INTAKE CIVIL CONSTRUCTION PERMIT RESUBMITTAL INTAKE CIVIL CONSTRUCTION PERMIT RESUBMITTAL INTAKE CIVIL CONSTRUCTION PERMIT RESUBMITTAL SCREEN CIVIL CONSTRUCTION PERMIT SUBMITTAL NO. I REVISION SURFACE WATER STANDARD PLAN NOTES: THE FOLLOWING IS A LISTING OF GENERAL NOTES THAT SHALL BE INCORPORATED IN THE DRAINAGE PLAN SET. ALL THE NOTES ON THE LIST MAY NOT PERTAIN TO EVERY PROJECT. THE APPLICANT OR OWNER, HEREBY REFERRED TO AS APPLICANT, MAY STRIKE OUT IRRELEVANT NOTES IF NOT APPLICABLE TO THE PROJECT. HOWEVER, THE APPLICANT SHALL NOT RENUMBER NOR EDIT THE REMAINING NOTES. IF ADDITIONAL NOTES ARE NEEDED FOR SPECIFIC ASPECTS, THEY SHALL BE ADDED AFTER THE SURFACE WATER STANDARD PLAN NOTES. 18. ROCK FOR EROSION PROTECTION OF ROADSIDE DITCHES, WHERE REQUIRED, SHALL BE OF SOUND QUARRY ROCK PLACED TO A MINIMUM DEPTH OF ONE (1) FOOT AND SHALL MEET THE FOLLOWING SPECIFICATIONS: • 4-8INCH ROCK 140-70%PASSING: • 2-4INCH ROCK/30-40%PASSING; AND • LESS THAN 2 INCH ROCK 110 -20% PASSING. 19. FOOTING DRAINAGE SYSTEMS AND ROOF DOWNSPOUT SYSTEMS SHALL NOT BE INTERCONNECTED AND SHALL SEPARATELY CONVEY COLLECTED FLOWS TO THE CONVEYANCE SYSTEM OR FLOW CONTROL FACILITY ON THE SITE, UNLESS APPROVED BY THE CITY. FOOTING DRAINS SHALL NOT BE CONNECTED TO ON -SITE BMPS. 20. THE END OF EACH STORM DRAIN STUB SHALL BE CAPPED. A CLEANOUTTOPPED WITH A BOLT -LOCKING LID MARKED "STORM" SHALL BE LOCATED AT THE PROPERTY LINE OR ATTHE POINT OF CONNECTION OF A PRIVATE STORM DRAINAGE CONVEYANCE SYSTEM PER THE CITY STANDARD PLAN 227.00. 21. ALL STORM SYSTEM EXTENSIONS SHALL BE STAKED FOR LINE AND GRADE BY A SURVEYOR LICENSED IN WASHINGTON STATE, AND CUT SHEETS SHALL BE PROVIDED TO THE CITY PRIOR TO CONSTRUCTION. 22. ALL NEWLY -INSTALLED AND NEWLY -REHABILITATED (PUBLIC AND PRIVATE) STORM CONVEYANCE SYSTEMS SHALL BE INSPECTED BY MEANS OF REMOTE CCTV ACCORDING TO THE CITY STANDARD PLAN 266.00. CCTV INSPECTIONS AND REPORTS SHALL BE SUBMITTED TO THE CITY PRIOR TO RECEIVING APPROVAL TO INSTALL PROJECT CURBS, GUTTERS AND/OR PAVEMENT. 23. ALL STORM SYSTEMS AND CONNECTIONS TO EXISTING MAINS SHALL BE TESTED IN ACCORDANCE WITH SECTION 7-04.3(1) OF THE WSDOT STANDARD SPECIFICATIONS AND IN THE PRESENCE OF A REPRESENTATIVE OF THE CITY. STORM DRAIN STUBS SHALL BE TESTED FOR ACCEPTANCE AT THE SAME TIME THE MAIN STORM IS TESTED. 24. FOR ALL DISTURBED PERVIOUS AREAS (COMPACTED, GRADED, LANDSCAPED, ETC.) OF THE DEVELOPMENT SITE. TO MAINTAIN THE MOISTURE CAPACITY OF THE SOIL EITHER STOCKPILE AND REDISTRIBUTE THE EXISTING DUFF LAYER AND NATIVE TOPSOIL OR AMEND THE SOIL WITH COMPOST IN ACCORDANCE WITH STANDARD PLAN 254.00. 25. ISSUANCE OF THE BUILDING OR CONSTRUCTION PERMITS BY THE CITY DOES NOT RELIEVE THE APPLICANT OF THE CONTINUING LEGAL OBLIGATION ANDIDR LIABILITY CONNECTED WITH STORMWATER DISPOSAL. THE CITY DOES NOT ACCEPT ANY OBLIGATION FOR THE PROPER FUNCTIONING AND MAINTENANCE OF THE STORM SYSTEM PROVIDED DURING CONSTRUCTION. 26. ADEQUATE SAFEGUARDS, SAFETY DEVICES, PROTECTIVE EQUIPMENT, FLAGGERS. AND ANY OTHER ACTIONS NEEDED TO PROTECT THE LIFE, HEALTH, AND SAFETY OF THE PUBLIC, AND TO PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK SHALL BE PROVIDED. ANY WORK WITHIN THE TRAVELED RIGHT-OF-WAY THAT MAY INTERRUPT NORMAL TRAFFIC FLOW SHALL REQUIRE A TRAFFIC CONTROL PLAN APPROVED BY THE CITY. ALL SECTIONS OF THE WSDOT STANDARD SPECIFICATIONS 1-10 TEMPORARY TRAFFIC CONTROL SHALL APPLY. 27. PROJECTS LOCATED WITHIN THE CITY'S AQUIFER PROTECTION AREA (APA) SHALL COMPLY WITH SPECIAL REQUIREMENT #6 OF THE RENTON SWDM AND AQUIFER PROTECTION REGULATIONS (RMC 4-3-050). 28. PLACEMENT OF SURFACE APPURTENANCES (CATCH BASINIMANHOLE LIDS, CLEANOUTS, INLETS, ETC.) IN THE STREET TRAVEL LANE WHEEL PATH, INTERSECTIONS OF STREET TRAVEL LANES, BIKE LANES, SIDEWALKS, AND CROSSWALKS SHALL BE AVOIDED WHENEVER POSSIBLE. ANY SURFACE APPURTENANCE PLACED IN A SIDEWALK OR CROSSWALK SHALL BE FITTED WITH A NONSLIP OR NON-SKID LID PER ADA REQUIREMENTS. 29. CLEARLY LABEL PUBLIC AND PRIVATE SYSTEMS ON THE PLANS. PRIVATE SYSTEMS SHALL BE MAINTAINED BY THE APPLICANT. 30. MINIMUM COVER OVER STORM DRAINAGE PIPE SHALL CONFORM TO TABLE 4.2.1.A2 OF THE RENTON SWDM. 31. CONSTRUCTED PERMEABLE PAVEMENT SHALL BE PERMEABLE ENOUGH TO ABSORB WATER AT A MINIMUM RATE OF 20 INCHES PER HOUR IMMEDIATELY AFTER THE PAVEMENT SURFACE HAS BEEN WETTED CONTINUOUSLY FOR AT LEAST 10 MINUTES. COMPLIANCE WITH THIS MINIMUM RATE SHALL BE CHECKED PRIOR TO CONSTRUCTION APPROVAL OF THE PAVEMENT. COMPLIANCE MAY BE CHECKED USING A SIMPLE BUCKET TEST IN WHICH 5 GALLONS OF WATER IS POURED ONTO THE PAVEMENT SURFACE ALL AT ONCE. IF ONLY A MINOR AMOUNT OF WATER PONDS OR RUNS OFF THE SURFACE, THEN THE PAVEMENT IS CONSIDERED TO MEET THE MINIMUM RATE OF ABSORPTION. AT LEAST ONE TEST SHALL BE CONDUCTED PER 1.000 SQUARE FEET OF PERMEABLE PAVEMENT. IF THIS TEST IS NOT CONCLUSIVE, THEN ANOTHER TEST PER ASTM C1701 SHALL BE CONDUCTED. FOR LARGE AREAS (E.G.. PARKING AREAS), TESTING OBSERVATION MAY BE ACCOMPLISHED WHILE WALKING BEHIND A SLOWLY MOVING WATER TRUCK DISCHARGING WATER AT A RATE SIMILAR TO THE BUCKET TEST. PERMEABLE PAVERS SHALL BE TESTED USING ASTM C1781. UNLESS OTHERWISE NOTED, DRAWING IS NOTTD SCALE (NTS) STD. PLAN - 267.10 a PUBLIC WORKS SURFACE WATER STANDARD PLAN PPR DEPARTMENT NOTES (2 OF 2) GAZ 9/zs/2o18 wo,t,aa,"n; UA I ,_ SURFACE WATER STANDARD NOTES NTS 1 /2/20 SURVEYED: 12/19/19 DESIGNED: 11/14/19 MB 11/8/19 DRAWN. MB 8/1/19_ CHECKED: PA BY DATE APPR I APPROVED: SCALE: 1 "=20' ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY :45 AI VERTICAL: NAVD 1988 ° CITY O E HORIZONTAL: NAD 1983/183/1991 RENTON DATU M Planning/Building/Public Works Dept. :45 AN a J 1 n R-408516 Lu IN COMPLIANCE WITH CITY OF RENTON STANDARDS I O 2 DEVELOPMENT ENGINEERING z Nathan Janders 01 /03/2020 O (- SURFACE WATER UTILITY jfarah 01 /03/2020 w WILLOWCREST TOWNHOMES DATE:7/29/19 U EDMONDS AVE NE, RENTON, WA PAGE:OOK: PAGE: O DRAWING NC 5.5 J CITY OF RENTON CML DETAILS `- SHEET: OF: 22 35 rsft�� FACTORY FABRICATED WELDED MANIFOLD END SECTIONS (TYP). PROVIDE LAYOUT PLAN SHOWING JOINT LOCATIONS AS PART OF SUBMITTALS FOR ENGINEER APPROVAL. rLHIV IE 326.80 v „��v�V V vv CONNECT TO CB WITH WATER TIGHT CONNECTION (TYP) TYPE 2 CB woo woo 54" DIA. CONTROL 3 STRUCTURE C5.5 36" DIA. ADS N-12 PIPE CONNECTING WELDED STUB IE 322.97 CONNECT TO CB WITH WATER TIGHT CONNECTION (TYP) .................. ...... .................. ....... ................. ...... 3 ASPHALT .,................... G5.1 PAVEMENT ..................................... 335 36" ACCESS 3 ASPHALT ......... ................. C5.5 RISER C5.1 PAVEMENT .................. . 330 .............. .......... ....................... ......... ......... ..... ...: ................. ..................... ................. ... ......... ......... ......... ..... .5.'.....! °0FCE3 ... BACKFILL PER o o o .o ....... .... .... .... ....... o ......... ........ ........DETAIL5.. 00 .0.0. P .................. 325 ........0... o .. SHEET C5.4 .. ° ° Q O 0 BEDDING PER ° o47 O DETAIL 5.. o °.° ... o ................. . ........ ° .... ........ .................. SHEET C5:1 ° °. 0° 0 o °. ° . O 000 . 320 . —.—.— — — — —. C`-----= . . . . . . — __-----� —.— — — — .. . . . 54" DIA. 2 . . . . . . . . . . . . . 9 . . . . . 0:5...... 3 6„ PERFORATED ....:.........:.. C5.6 UNDERDRAIN; PROVIDE IF . ......:.........:........... CONTROL C5.6 STRUCTURE. ........... ......... ......... ! ............... ; ... . TRENCH ...... 60°' DIA. ADS :N-12 PIPE GROUNDWATER IS q ......... . BOTTOM QR APPROVED, EQUAL. PIPE :.........: PRESENT ....:.........:........ - 321.6 SHALL MEET AASHTO M294 ............. ..... TYPE S SPECIFICATION (TYP) _..._.. _ _ _ ._.. _- - - -..._ _ _ ._........ _ ..... _..._.....................:........................................................:.............................................................:.....................................................:.................. ELEVATION SECTION A 1 DETENTION SYSTEM C5.6 NTS GRAVEL BACKFILL FOR DRAINS OR APPROVED (6" MIN oo°°°° SURROUNDING PIPE) 0 0 ° ° 6" PERFORATED PVC RIGID MIRAFI 140N °o ° PIPE (SCHD 40 OR ASTM FILTER FABRIC 00 WRAP ON TOP, ° o°°10 D3034 SDR 35) SIDES AND ENDS, °°°°°°°°° OVERLAP 12" ON TOP. 18" MIN 1 UNDERDRAIN PIPE DETAIL 1.6/ NTS LJ a z J cot erra ENGINEERING PLLC 321 3rd Ave South, Suite 406 Seattle, Washington 98104 ph 206.596.7115 coterraengineering.com MIRAFI 140N OR APPROV'D EQUIVALENT LE PER PLANS UNDISTURBED NATIVE MATERIAL, SCARIFY SIDES AND BOTTOM PRIOR TO PLACING FABRIC 335 330 325 320 GRAVEL BACKFILL FOR DRAINS (WSDOT/APWA 9-03.12(4)) GRAVEL BACKFILL FOR DRAINS COMPACT IN 6" LIFTS TO 95% DENSITY [WSDOT/APWA 9-03.12(4)] 6" PVC SDR 35 PERF. PIPE W/SOLVENT WELD JOINTS 13" (TYP) PERFORATED INTERCEPTOR DRAIN NTS CIVIL CONSTRUCTION PERMIT RESUBMITTAL INTAKE CIVIL CONSTRUCTION PERMIT RESUBMITTAL INTAKE CIVIL CONSTRUCTION PERMIT RESUBMITTAL INTAKE CIVIL CONSTRUCTION PERMIT RESUBMITTAL SCREEN CIVIL CONSTRUCTION PERMIT SUBMITTAL NO. I REVISION SURVEYED: _ I SCALE: I DESIGNED: MB 11/14/19 11/8/19 DRAWN. MB 8/ 1 / 19 CHECKED: PA BY I DATE I APPR I APPROVED: 36" PIPE TO DETENTION TANK MANIFOLD SYSTEM. INVERT ELEVATION PER PLAN ROUND SOLID COb MARKED "DRAIN" W LOCKING BOL REMOVAE WATER -TIGHT COUPLI 4" DIA. ELB ORIFICE 1.80" DIAMET ELEV 326. ORIFICE 1.24" DIAMET ELEV 325. 36" PIPE TO DETENTIC TANK MANIFOLD SYSTE IE 322.E CLEANOUT GAl SHEAR GAl STEPS OR LADDE ORIFICE 0.71" DIAMETI ELEV 322.(. 54 TYPE 2 CATCH BASIN 1988 1 "=20' HOR ZO TALL NAD CA:D1983/1991 ONE INCH DATU M AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY SECTION A FLOW CONTROL STRUCTURE 1 "=2' CITY OF RENTON Planning/Building/Public Works Dept. )UTLET PIPE RT ELEVATION PLAN S. 327.47 'ORT(S): 8" IE 322.97 R-408517 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Nathan Janders 01 /03/2020 SURFACE WATER UTILITY jfarah 01 /03/2020Q`R) WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA CML DETAILS 7/29/19 PAGE: DRAWING NO: C5.6 SHEET: OF: 23 3: CM T TO 0) T M, T a J N T O 0 07 T I..L U7 LLJ 75 0 Z 0 U7 LU Ir >U 0 J J 0 w zz 4" CEMENT CONCRETE CL. 3000 3" CSTC NOTE: ALL DEPTHS SHOWN ARE COMPACTED DEPTHS. CEMENT CONCRETE WALK NTS G» ASPHALI PAVI N G F.G. CEMENT CONCRE COM PAC SUBGRA CEM. CONC. VERTICAL CURB 3" HMA CLASS 1/2", PG 64-22 8" CSBC 12" COMPACTED SUBGRADE NOTE: ALL DEPTHS SHOWN ARE COMPACTED DEPTHS. ASPHALT CONCRETE PAVEMENT NTS ADA SIGN PLATED CARRIAGE BOLT NUT WITH NYLON WASHER. PER SIGN, TYP 14 GA. TELESPAR QW PUNCH SIGN POST, 2" S W/ BLACK POWDER CO, CURB WHERE PRESENT 12" MIN. DIA. CEMENT CONCRETE 3' TELESPAR BASE V BLACK POWDER CO, ADA SIGN NTS `C5.7% NTS cPw*ote r r a M_ AA ��,� of wash/ 'P ENGINEERING PLLC a�� zr 321 3rd Ave South, Suite 406 x Seattle, Washington 98104 •1'�cisTEg�,° ph 206.596.7115SIONAL'� coterraengineering.com -POROUS ACP: 4" DEPTH IN PARKING STALLS 6" DEPTH IN ALL OTHER LOCATIONS 3" CHOKER COURSE 6" THICKENED EDGE AT LIMITS OF VEHICULAR PAVING (NOT REQ. WHERE PVMT ABUTS CURB) 12" WASHED RAILROAD BALLAST PROVIDE 4" MIN THICKNESS OF GRAVEL BACKFILL FOR DRAINS (WSDOT/APWA 9-03.12(4)) AROUND SIDES AND TOP OF UNDERDRAIN. BRING GRAVEL UP TO BOTTOM OF RAILROAD BALLAST AND WRAP ON TOP, BOTTOM AND SIDES WITH GEOTEXTILE 4" SCH. 40 SLOTTED PIPE UNDERDRAIN WHERE SHOWN ON PLANS. SET CROWN 4" BELOW BOTTOM OF RAILROAD BALLAST NOTES: 1. ALL DEPTHS SHOWN ARE COMPACTED DEPTHS. 2. CHOKER COURSE SHALL BE 5/8" WASHED, CLEAN CRUSHED ROCK. 3. RAILROAD BALLAST SHALL BE PER PER WSDOT/APWA SECTION 9-03.9 (2), EXCEPT 100% SHALL PASS THE 2" SIEVE, AND THE MATERIAL SHALL BE WASHED. 4. CHOKER COURSE AND BALLAST SHALL HAVE 0-3% PASSING THE #200 SIEVE AND 0-2% PASSING THE #100 SIEVE, RESPECTIVELY POROUS ASPHALT CONCRETE PAVEMENT NTS ADA SIGNS RESERVED VAN PARKING ACCESSIBLE R7-8a STATE DISABLED PARKING PERMIT REQUIRED R7-8 NOTE: z / SIGN SHALL BE ATTACHED \ S WITH TOP EDGE OF SIGN FLUSH WITH TOP OF POST. NOTE: ORIENT PERPENDICULAR TO FACE (NEAR EDGE OF FACE AT ANGLED STALLS) 1.5' FROM END OF STALL. WHEEL STOP NTS END OF PARKING STALL FACE OF WHEEL STOP 6' LONG CEMENT CONC. WHEEL STOP tfo Rr-omR HlvumuR WITH 18" EMBEDMENT IN SUBGRADE OR EPDXY BOND CIVIL CONSTRUCTION PERMIT RESUBMITTAL INTAKE 1/2/20 SURVEYED: _ SCALE: VERTICAL: NAVD 1988 CIVIL CONSTRUCTION PERMIT RESUBMITTAL INTAKE 12 19 19 1 "=20' HORIZONTAL NAD 1983/1991 DESIGNED: MB CIVIL CONSTRUCTION PERMIT RESUBM17AL INTAKE 11/14/19 CIVIL CONSTRUCTION PERMIT RESUBMITTAL SCREEN 11/8/19 DRAWN: MB CIVIL CONSTRUCTION PERMIT SUBMITTAL 18/1/191 r CHECKED: ONE INCH DATUM pA AT FULL SCALE IF NOT ONE INCH NO. REVISION BY DATE A P P R APPROVED: SCALE ACCORDINGLY CEMENT CONCRETE CL 3000 8 m aa a 4" CSTC 1' STRUCTURAL FILL COMPACTED SUBGRADE NOTE: 1. ALL DEPTHS SHOWN ARE COMPACTED DEPTHS. CEMENT CONCRETE PAVEMENT NTS FILTER FABRIC WRAP- & PLACE UNDER TOP ROCK UNDISTURBED SOIL- 8" MIN. THICKNESS QUARRY SPALLS 4" PERFORATED DRAIN PIPE, DAYLIGHT OR TIGHTLINE TO SD SYSTEM PROVIDE FOUNDATION FOR MIN. 2000 PSF. ROCKERY NTS CITY OF RENTON Planning/Building/Public Works Dept. xx 1 LN x 0 4 >_ x ix X X h d SIZE BASE SIZE TOP 2' 8" 2 MAN 1 MAN 4' 12" 3 MAN 2 MAN MAX. SLOPE LINE OF ROCK FACING EXISTING OR PROPOSED GRADE Aj R-408518 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Nathan Janders 01 /03/2020 WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA CML DETAILS 7/29/19 PAGE: DRAWING NO: C5.7 SHEET: OF: 24 3: c'M T O V) T X L • T a J N T C) 0 0) T n U) L L' 75 O Z O LJJ cc U O —i CM T O TO V) T U T a J 131 DIMENSION B DIMENSION I _ 0.3" TYPICAL WALL THICKNESS Q OUTLET, 018,00" MAXIMUM, N, 000EM 04.00" PVC SLOTTED UNDERDRAIN PIPE, UNDERDRAIN OUTLET ❑RIFICE CAP, BYPASS WEIR, I I' if/ / 1"1/� �\1 CD 0 SdW- 0 0 A A INLET WIND❑W, DRAIN DOWN DEVICE, �O oF1 INLET, 018,00" MAXIMUM, PLAN VIEW TOP SLAB NOT SHOWN IN THIS VIEW FOR CLARITY, ACCESS COVERS SHOWN IN PHANTOM. INLET/❑UTLET ACCESS COVER & RISER, 036,00" ACCESS COVER & RISER, SIZE, QUANTITY & L❑CATI❑N MAY VARY, Bi retenti I n/ Bi I I iltrati I h LU Z J DIVIDER WALL, INLET, NEARSIDE, BYPASS WEIR, INLET WIND❑W, UNDERDRAIN OUTLET ❑RIFICE CAP, FARSIDE, OUTLET, FARSIDE, (AT FLOOR), � a F 4 c O :c:D J LLJ O Z CD ° E Q o U o LW elf U) :2 ° 71 00 .... .. a• . ..° DRAIN DOWN DEVICE, SECTION A -A i� 0 — 04.00" PVC SLOTTED UNDERDRAIN PIPE, MODEL VAULT SIZE' (ID) VAULT FOOTPRINT' (OD) TREATMENT FLOW 2 CAPACITY (GPMICES) TREATMENT FLOW s CAPACITY (GPMICES) A DIM B DIM Al DIM B1 DIM BPU-IB-46 4' 6' 5' 7' 25.6 / 0.057 28.8 / 0.064 BPU-IB-48 4' 8' 5' 9' 38.4 / 0.086 43.2 / 0.096 BPU-IB-412 4' 12' 5' 13' 64.0 / 0.143 72.0 / 0.160 BPU-IB-66 6' 6' 7' 7' 38.4 / 0.086 43.2 / 0.096 BPU-IB-68 6' 8' 7' 9' 57.6 / 0.128 64.8 / 0.144 BPU-IB-612 6' 12' 7' 13' 96.0 / 0.214 108.0 / 0.241 BPU-IB-816 1 8' 16' 9' 17' 179.2 / 0.399 201.6 / 0.449 'All Di I ensiI ns Are N inal 2 Based I h an WA E III II y GULD AI II rl II al ❑r Basil , EW an ed I I P I s❑❑a-us. At 1.60 ❑❑❑/s Media Sur al e Area. 3 Based d1 an N ❑CAT Veri CL:ati li1 ❑ N ❑ DEP Certi iE:8ti -n. At 1.80 ❑❑❑ /s:/ledia Sur-a❑e Area BioPod Tm Biofilter Underground Vault with Internal Bypass coterra ENGINEERING PLLC 321 3rd Ave South, Suite 406 Seattle, Washington 98104 ph 206.596.7115 coterraengineering.com Oldcastleo INFRASTRUCTURE US Patents Pendin ❑ P❑: 800.579.8819 ❑JdLastlestu [l ❑ater.❑L]u THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE INFRASTRUCTURE, INC. IT IS SUBMITTED FOR REFERENCE PURPOSES ONLY AND SHALL NOT BE USED IN ANY WAY INJURIOUS TO THE INTERESTS OF SAID COMPANY. COPYRIGHT © 2018 OLDCASTLE INFRASTRUCTURE, INC. ALL RIGHTS RESERVED. DRAWING NO, REV EC❑ EC❑-0156 DATE BPU-IB NR NEW 10/4/18 JPR 10/4/18 SHEET 1 ❑F 2 BIOPOD VAULT DETAIL NTS CIVIL CONSTRUCTION PERMIT RESUBMITTAL INTAKE 1/2/20 CIVIL CONSTRUCTION PERMIT RESUBMITTAL INTAKE 12 19 19 CIVIL CONSTRUCTION PERMIT RESUBMITTAL INTAKE 11/14/19 CIVIL CONSTRUCTION PERMIT RESUBMITTAL SCREEN 11/8/19 CIVIL CONSTRUCTION PERMIT SUBMITTAL 8/1/19 NO. REVISION BY DATE INLET/❑UTLE COVER SIZE, QL L❑CATI❑N � CONCRETE BASE SECTI❑N, OUTLET PIPE, 018,00" MAXIMUM, UNDERDRAIN ❑U- ❑RIFICE OUTLET (SLOTTED PVC), NOTES: ISOMETRIC VIEW FILTER MEDIA & DRAIN ROCK NOT SHOWN FOR CLARITY, SCALE: 1X 1, CONTACT OLDCASTLE ST❑RMWATER FOR ENGINEERING ASSISTANCE AND DETAIL DRAWINGS. 2, CONCRETE COMPONENTS SHALL BE MANUFACTURED IN ACCORDANCE WITH ASTM C890 & C913, US Patents Pendin❑ Bi ❑ etenti d1/ Bi ❑Gltrati ❑n SURVEYED: DESIGNED: MB DRAWN: MB CHECKED: PA A P P R I APPROVED: SCALE: LN BioPod TM Bioffiter I ) Oldcastle") P� soo.579.ss19NFRIASTRUCTURE R-408520 Underground THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE INFRASTRUCTURE INC. IT IS SUBMITTED FOR REFERENCE PURPOSES ONLY AND SHALL NOT BE USED IN ANY WAY INJURIOUS TO THE INTERESTS OF SAID COMPANY. COPYRIGHT 0 2018 OLDCASTLE INFRASTRUCTURE, INC. ALL RIGHTS RESERVED. Vault with Internal BATE ass DRAWING NO, REV EC❑ EC❑-0156 DJPR 10/4/18 SHEET 1 OF 2 .yp BPU-IB NA NEW 10/4/18 IN COMPLIANCE WITH CITY OF RENTON STANDARDS FNathanJanders01/03/2020 MENT ENGINEERING 0::] ESURF:ACE WATER UTILITY h 01 /03/2020 DATE VERTICAL NAVD 1988 . W I L LO W C R E ST TO W N H O M E S . 7/29/19 1"-20' HORIZONTAL NAD 1983/1991 CITY Y O F ,,Ri RENTON EDMONDS AVE NE, RENTON, WA PAGE: OK: PAGE: ONE INCH DATUM Nk,97 DRAWING NO: AT FULL SCALE Planning/Building/Public Works Dept. CML DETAILS C5 9 IF NOT ONE INCH SCALE ACCORDINGLY SHEET: OF: 26 35 c'7 T O O T � u V H • H N T C) O 0 I V ) w 0 >z 0 w >U 0 J �� LO 00 I LU W ■ C/) W C) 0 J_ 0 T I J w WILLOWCREST SITE + + 7�1 TOTAL COMMON OPEN PROVIDED SPACE: 1,877 S.F. + 439 S.F. + 671 S.F. +166 S.F. + 584 S.F.= 3,373 S.F. ++++ COMMON OPEN SPACE REQ. (RMC 4-9-150.E.1.a): 25,369 S.F. (SITE AREA) X 10% = 2,537 S.F. 50 S.F./12 (QTY OF UNITS) = 600 S.F. 2,537S.F. + 600 S.F. = 3,137 S.F. REQUIRED R-10/R-14 COMMON OPEN SPACE REQ. (RMC 4-2-115.E.2): 350 S.F. / PER UNIT x 12 UNITS = 4,200 S.F. REQ. 1,877 S.F. PROVIDED - 4,200 S.F. = 2,323 S.F. REMAINING A N 8056'54" 11.50' . 17665' : I 09230 - PROPERTY LINE T 1_ 48.20' 5 I Y 30.00' — MENEM- L ---- �� Lu GLENNWOOD SITE R-10/R-14 COMMON OPEN SPACE REQ. (RMC 4-2-115.E.2): co 350 S.F. / PER UNIT x 8 UNITS = 2,800 S.F. REQ. 0 PROVIDE = 4,168 S.F. C) ® T p 4,168 S.F. OPEN SPACE EXCLUSIVE TO GLENNWOOD SITE ® 2,576 S.F. OPEN SPACE ON GLENNWOOD SITE IN EASEMENT BENEFITING WILLOWCREST SITE o IN /w LTD 3, � LJ 12 .. .. .. .. � `° �� TSHP j o1 Q I �1: a_o� CIO r- Li 03 A? BUILDING A� 62.6 1 °56 rE U ^ 4 UNIT TOWNHOME 0 / ° 10% PUD COMMON OPEN SPACE _ `�� -s' S70 03 00 E 40.0N. I \_I I / 0 (2383 S.F.) �. o �— RMC 4-9-150.E.1 0/00 /!� 1 O O 439 S.F. `I a 36 rn 03'00'F �/ O O O 337i //'j +I. op0 p%RVORO0U0p .; + + �1 O 4' �E�110 -,�.� HEATPUMi///�nniii — — o 000�09� 0�000 I-/-, z I III I \-01 F 03'(, / + �pppU OVG.F�OpOpOpRFD _ _ II DRAN `r rza I+ 0 O O O O O O O C POWER � - O O O O O O O O METERS FIRE } III 336� 'I+ / O O O O O O�uuir/� / VALVE + ++I O O l a III I + L� o ,• I I z w , ,�► r r /6 NSA IV Fl I �. z p p p II \ •` I I I 0 I O O O N OI rrrr r r ,,���1 LJJ Ira - CID I �♦�Y rrrr rrl /O O rr rrrr� r ,(/ lSAA OT '—' r r - / IT R SE / 6 O O / I III / A ° r •� �OOO� I CY LIN ' LU CD ' 0 p�b pCD T 10 IL c:1O O r: FR I I� O O -0 BUILDINGS O Q OpOpOp °� 4 UNIT i. a O T WNH ME I N O O I (2406 S.F.) +I I + I �� R-10/R-14 COMMON OPEN SPACE 4-2-115.E.2 N69°S PA lN'Ta':t 100 PUDRMC4-9-150.E.1 32g v' It: ,..., 1,8 7 S. .81 + + +�Jj - 10% PUD COMMON OPE PAC �\ I ' PER RMC 4-9 150.E.1 CD 671 S.F.00 \ Of 10% PUD COMMON OPEN SPACE l tq/g6 c\ /�` I I `I o z U) L PER RMC 4-9-150.E.1 I _ , j ' L,� 166 S.F.13 00 � 0 \ FIR POWER METERS BUILD I N G C O 4 UNIT CO p \ o TOWNHOME co I` ` o (2378 S.F.) I+ \ I POWER FH FDIC fVAULT M / + I\ (COMPACT) \ � FIRE NO �C o + + / 'E PARKING 1 0 /0 \ / +I+xl_ \ N ;� : - III �ry / + + + ( OMPACT) RE LANE :i• _ �. _ +fit+ — y T _ _ + + +++ 1 MOW -` L + + 10% PUD COMMON OPEN SPACE t PER RMC 4-9-150.E.1 PROPERTY LINE 12.63' 19.04' 19.04' 46- 9'X — 584 S.F. OF WASH/ M . Cygs G' � 1 CITY CORRECTIONS 1 ° 2 CITY CORRECTIONS 2 ' U 7202 EXP. 4'1NDSCAPE P 304 Alaskan Way S., Suite 301 Seattle, WA 98104 NO. REVISION BC 11.7.19 SURVEYED. LANKTREE BC 12.19.19 DESIGNED TPDC DRAWN: BC CHECKED: BC/PH BY DATE APPR APPROVED ' 5'-0" BLDG. SETBACK SCALE: VERTICAL: NAVD 1988 1 "=20' HORIZONTAL: NAD 1983/1991 ONE INCH DATUM AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY CALCULAI I POWER VAULT _ T O O 0 d� a J Q G m U N T 0 0 C) I LU z 0 I— U I..L V/I—/� J z 0 U J U JJ' R-408521 CwC IN COMPLIANCE WITH CITY OF RENTON STANDARDS 0 _ 2 = z CURRENT PLANNING g7pj Matt Herrera 01 /06/2020 p LU DATE: CITY OF WILLOWCREST TOWNHOMES 06/17/19 U =� EDMONDS AVE NE, RENTON, WA FIELDBOOK: RENTON PAGE: p DRAWING NO: Planning/Building/Public Works Dept. L-1 .02 J OPEN SPACE PLAN SHEET: 27 OF 35 IL T w • Oo • 0 W VJ LULU G O z O LLI rr >U O Jco 0 T i J U FIRE HYDRANT I I L — v Irrr�rruurii rr�lurraii rr� II I PROPERTY LINE _ `��►— — ram. T =� — — SCALE: 1/4" = 1' STANDARD CONCRETE W/ LIGHT BROOM FINISH a4.... . FIRE LANE MARKING \ .... 20'-0" .... . — �R10Te41fi-FC — — �.. BUILDING � ENTIRE LENGTH OF FIRE LANE. C9 Q UNIT TOWNHOME SEE NOTE AND ENLARGMENT ::.: Q 83 S.F.) o - �� : I O ! riirrrrrr� - HEAD o N w 171 j LCI ° RK�N STANDARD ASPHALT, NO rrr STANDARD ASPHALT, NO I T P:.'. ° / i Q "' I STAMPING OR COATING STAMPING OR COATING ! :':':':':':' M f W I ! III• '.�.' 'w ,� I II z ` CONCRETE PAVING, ------ ----------- :.:' . ' LIGHT BOOM FINISH I ! :Z I II W - . _•.:: III o ` ASPHALT TO BE STAMPED AND COATE i �I Q STAMP PATTERN: HERRING BONE I II ` COATING: THERMOPLASTIC PAINT ! ♦� STfNDARD O `COATING COLOR: LIGHT WARM GREY - :':'.':.' . / / ��\ NCRETE PAVIN ` �♦ LIGHT BROOM I G INISH � � / . �♦ � III ::•.�..... ` ! R SE.UN LU / I i z \ ....... ...: } ,0 o w �r III '�`' •��: �.: "•„� �� � . . •` BUILDING B z, a 4 UNIT I II TOWNHOME II FIRE LANE MARKING d:••:'� -..... `' _ - 2406 S.F. I ^' PER RMC 4 4 080.F.6.c �:' ( ) .' ENTIRE LENGTH OF FIRE LANE. �.. _ � I •I• JI• - SEE NOTE AND ENLARGMENT"" ... 'z N I I , IV— FAN O - .`. 1 OCC .Qpic agRKpyG I-,�� I I 2..... � /�F SS o II :Q :... f* .jI (COMPAC�) -O L I i (COMPA ) I f BUILDING C °"'" _ F.7- 4 UNIT000 - �" r TOWNHOME (2378 S.F.) (COMPACT) (COMPACT) \ N [wpm L-Mm I WIFML_-j — A-'., / I LANE NO RKING EXISTIN — I I � AMP ST PROPERTY LINE PROPERTY LINE STAMP riimmrrii COATIN FF__ EXISTIN FIRE LANE MARKING NOTE: FIRE LANES AS REQUIRED BY THE ADOPTED FIRE CODES SHALL MEET THE FOLLOWING DESIGN CRITERIA AS OUTLINED IN RENTON MUNICIPAL CODE 4-4-080 F.6. 1. IDENTIFICATION: FIRE LANES SHALL BE IDENTIFIED BY FOUR (4) INCH WIDE LINES ON ROAD SURFACE AND/OR CURBS PAINTED BRIGHT RED. 2. SIGNAGE: (A)BLOCK LETTERS STATING "FIRE LANE - NO PARKING", 18 INCHES IN HEIGHT, PAINTED IN WHITE, NOT LESS THAN ONE FOOT FROM CURB FACE AT 50-FOOT INTERVALS. (B)OR SIGNS STATING "FIRE LANE - NO PARKING", 12X18 INCHES IN HEIGHT, WITH LETTERS ON BACKGROUND OF CONTRASTING COLOR FOR EASE OF READABILITY AT 50-FEET. (RED LETTERS ON WHITE BACKGROUND RECOMMENDED.) SIGNS SHALL BE PLACED 50-FEET APART, AND NO LESS THAN 5-FEET, NOR MORE THAN 7-FEET FROM THE GROUND. third lace cleczi n NOTE: 1. SEE C3.0 AND C5.7 FOR PAVING MATERIAL AND CROSS SECTIONS. 2. NO BOLLARDS OR OTHER BARRIERS PROPOSED ALONG WOONERF. ANY BARRIER WOULD OBSTRUCT EMERGENCY VEHICLE ACCESS. co-operative where architecture meets Community 304 Alaskan Way S., Suite 301 Seattle, WA 98104 1 CITY CORRECTIONS 1 BC 11.7.19 SURVEYED LANKTREE 2 CITY CORRECTIONS 2 BC 12.19.19 DESIGNED : TPDC DRAWN:BC CHECKED: NO. REVISION BY I DATE APPR APPROVED: SCALE. 1..=20' ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUM CITY OF RENTON Planning/Building/Public Works Dept. 4" WIDE STRIP, COLOR RED 18" HEIGHT TEXT 'FIRE LANE -NO PARKING', COLOR WHITE POWER POLE W/LUMINAIRE & TRANSFORMER �P0 CALCULATED PR (R2) H) FIRE LANE MARKING ENLARGEMEN I I o a I I I I I ® a IPOWER I WM VAULT I I riirr�J�FD I % POWER F FIRE METERS VALVE urrr�/rurriiir I J WM I o I I I = rrr � fir, I I I' '�ruriirrrrrirr� � ® I I i NDARD CONCRETE PAVING, I I I iT BROOM FINISH i / I/ TRANSFORMER i I /�►M CONCRETE PAVING, HT BROOM FINISH " LO WM I �- I N \\ a I N L� 4LT MATCH EXISTING II POWER POLE L. T01 G) 7` W/LUMINAIRE RIS �, L_ , & TRANSFORMEF I x T MATCH EXISTING / \ I - POWER / I METERS / FIRE LANE MARKING G G PER RMC 4-4-080.F.6.c ENTIRE LENGTH OF FIRE LANE. I / SEE NOTE AND ENLARGMENT ,' 1 I W IRRIGATION I VALVE (TYP.) IRE L ACC EXISTING AND L(TdLITY EASEMENT r ro I I lxl REMAIN i a c� I I I i E 'PHALT TO BE STAMPED AND COA ED. FERN: HERRIN BNE I 6LASTI POAINT I I )LOR. Li'd GREY 1 I I 3PHALT TO REMAIN I I I I I I II I I I I� R-408522 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Nathan Janders 01 /03/2020 WILLOWCREST TOWNHOME DATE 06/17/19 EDMONDS AVE NE, RENTON, WA FIELDBOOK: PAGE: DRAWING NO: L-1.03 PAVING PLAN SHEET: OF 28 35 N U N T C) C) 0) LU 2 O z O LU U O J J i Ln 00 O 0 LU U) LU 5 O z O vJ LU rr U O J ►� i NOTES: 1) HANDRAIL TO MEET CITY 2) PROVIDE 1-1/2" INTERMIE IF LENGTH OF RAIL EXCE 3) PROVIDE SHOP DRAWIN( LENGTH, COATINGS, BAS ALL OTHER HARDWARE 1 4) ALL METAL AND HARDWE PAINTED BLACK. 1-1/2" SCHEDULE 40 STEEL RAIL. GALVANIZED AND PAIN BL, BASE FLANGE FOR 1-1/2" F INSTALL PER MANUFACTU RECOMMENDATI( PAINT TO MATCH F ANCHOR BOLTS BASE FLF MANUFACTI RECOMMENDA' CONCRETES HAND RAIL 3/4" = 1'-011 1-1/2" DIAMETER SCHED 40 STEEL MID RAIL. 1-1/2" DIAMETER SCHED 40 STEEL PIPE HANDRAIL. FOR PAINTING AND FINISH. 12" , 48" O.C. TYPICAL INTERIM POSTS 00 (V �� M 0O TYPICAL 3" RADIUS F�t; Cl)AT ENDS. II II u IIQ M 12" DIA. 3X3X1/2" STEEL PLATE WELDED TO BOTTOM OF RAIL, TYPICAL. HAN D RAI L AT RAM P 1 /2" = V-0" third place.--d-.esign 1 CITY CORRECTIONS 1 co-operative where architecture meets community 304 Alaskan Way S., Suite 301 Seattle, WA 98104 NO. REVISION 79" EXTEND 12" MIN. LEVEL DISTANCE TO LANDING SURFACE BEFORE RETURNED. WELDED AT INSIDE OF HANDRAIL SYSTEM. CENTER OF GUIDERAIL AT 3" ABOVE FINISHED GRADE. 12" DIA. FOOTING, TYP. 6" THICK CRUSHED ROCK BASE, TYPICAL. BC 111.7.19 BY I DATE I APPR READS @ 12" ISERS @ 7" NOTES: 1) ALL RAILS AND POST TO BE 1-1/2" DIA. GALV. SCHDL. 40 STEEL 2) ALL HARDWARE TO BE GALVANIZED SURVEYED: SCALE: LANKTREE 1 "=20' DESIGNED: TPDC DRAWN: BC CHECKED: BC/PH APPROVED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY DIAMETER HANDRAIL X1" GUIDERAIL IA. FOOTING, TYP. ICK CRUSHED ROCK BASE, TYPICAL. VERTICAL. NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUM CITY OF RENTON Planning/Building/Public Works Dept. R-408523 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Nathan Janders 01 /03/2020 %jl WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA CONSTRUCTION DETAILS DATE: 06/17/19 FIELDBOOK: PAGE: DRAWING NO: L-1.10 29 35 W1 L_J cfl N T 0 0 0 T n C) LU G O z O Cl) LU o� U O J J ►� Ln 00 C) r) W I— CW G 0 17 0 W rr U 0 J T C) N J 111 z z J LL IRRIGATION SCHEDULE SYMBOL MANUFACTURER/MODEL/DESCRIPTION QTY PSI HUNTER MP CORNER PROS-00-PRS40 28 40 0 SHRUB ROTATOR, FIXED -RISER, PRESSURE REGULATED TO 40 PSI 2.76 BARS MP ROTATOR NOZZLE. T=TURQUOISE AD -ARC 45-105 ON PRS40 BODY. HUNTER MP STRIP PROS-00-PRS40 9 40 ® ®® SHRUB ROTATOR, FIXED -RISER, PRESSURE REGULATED LST RST SST TO 40 PSI 2.76 BARN MP ROTATOR NOZZLE. LST=IVORY LEFT STRIP, SST=BROWN SIDE STRIP, RST=COPPER RIGHT STRIP ON PRS40 BODY. HUNTER MP1000 PROS-00-PRS40 21 40 n Soo o SHRUB ROTATOR, FIXED -RISER, PRESSURE REGULATED TO 40 PSI 2.76 BARN MP ROTATOR NOZZLE. M=MAROON AD -ARC 90 TO 210, L=LIGHT BLUE 210 TO 270 ARC, O=OLIVE 360 ARC ON PRS40 BODY. SYMBOL MANUFACTURER/MODEL/DESCRIPTION QTY PSI GPM RADIUS 25 ARC HUNTER 1-20-00-MPR 8 35 24' Y SHRUB ROTOR, FIXED. AD-USTABLE AND FULL CIRCLE. PLASTIC RISER. DRAIN CHECK VALVE. MPR NOZZLE. 35 ARC HUNTER 1-20-00-MPR 4 35 34' Y SHRUB ROTOR, FIXED. ADEUSTABLE AND FULL CIRCLE. PLASTIC RISER. DRAIN CHECK VALVE. MPR NOZZLE. SYMBOL MANUFACTURER/MODEL/DESCRIPTION QTY RAIN BIRD PEB 1" 9 1", 1-1/2", 2" PLASTIC INDUSTRIAL VALVES. LOW FLOW OPERATING CAPABILITY, GLOBE CONFIGURATION. BF FEBCO 825Y 3/4" REDUCED PRESSURE BACKFLOW PREVENTER 1 WATER METER 1" 1 m TO BE PROVIDED IRRIGATION LATERAL LINE: PVC CLASS 200 SDR 21 44.1 L.F. IRRIGATION LATERAL LINE: PVC CLASS 200 SDR 21 1/2" 614.2 L.F. IRRIGATION LATERAL LINE: PVC CLASS 200 SDR 21 3/4" 262.0 L.F. IRRIGATION LATERAL LINE: PVC CLASS 200 SDR 21 1" 4.2 L.F. IRRIGATION MAINLINE: PVC SCHEDULE 40 1/2" 81.9 L.F. IRRIGATION MAINLINE: PVC SCHEDULE 40 3/4" 95.0 L.F. IRRIGATION MAINLINE: PVC SCHEDULE 40 1" 263.0 L.F. VaICla CallDit VaID; NuD Der ❑ ❑ Valia FIDD ValJa Si []a F WAS /�G' � T i• O 2_ O U �2 20 \�v �Fn 7202 EXP. CALCULATED PR (R2) P10111 S88°56'54"E 28 7' 1 - 3 _ S88°56'54"E 318.87' — � a / 174.62' — . II / � a � I co • J � C, CD 34 � S83°55' 49='E 145.63''WMI 9 6.68 _ I — — — S 3°5 7 II 6 FIRE I\ T O VALVE i N T T 1.87 5 � C G T I 4 3.99 I M T Mi; ; I I-- I 8 5.19 M 1 II T \ I I M T' i /// I I r \ MCD a �� ,I CD I 1 CDf if z N , N � , I -- -llllll/1//////i//////// I I 0 5-32 10 6 12.1 T� / 1 I� C3 I U �4 wl Lo 04 jl / C� C/ / 7 3.25 I (• _ M— — I ' I I i z 1 T \ I I ; I I I. �\ L34>, U 7la o , I 4" \'. 3.23 3/4 M L \ I M/ f I ❑ ° o wtm\\\\ \ O T 2.67 2 1E I \ I I M F. -- \ \\ ��� FH MGf-�1 I I ; ; 1 9 \ \ IIIIIIIIII� ; 1 IRRIGATION • I ❑ `\ - — — — I I i WM I VALVE (TYP.) 1 M L o � N8 °55'49"W 127 i , I Ln o) •3 2"W 289.52' —X x X _ — pJ7TT/7 IT FF__ 11I 1 I 1 �I 1► third plat esign 1 CITY CORRECTIONS co-operative where architecture meets community 304 Alaskan Way S., Suite 301 Seattle, WA 98104 NO. REVISION BC 11.6.19 SURVEYED: SCALE: LANKTREE DESIGNED: TPDC DRAWN: BC CHECKED: BC/PH BY DATE APPR APPROVED: ONE INCH AT FULL SCALE IF NOT ONE IN SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUM CITY OF RENTON PlanninLBuildin❑/Pudi❑Works Deft. R-408524 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING LNathan Janders 01 /03/2020"It'n CURRENT PLANNING Matt Herrera 01 /06/2020 WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA IRRIGATION PLAN AND SCHEDULE DATE: 07/29/19 FIELDBOOK: PAGE: DRAWING NO: L-2.01 SHEET: OF: 30 35 CM T TO V J T Q J QD N T C) (D d� 7 U) W 5 0 17 0 C) W Ir U 0 J i Ln 00 C) r) W I— U) CW G O _ z O e ❑❑ e e e O O e LU FINISH GRADE ' 6" VALVE BOX QUICK COUPLING VALVE 1" SCHED. 80 PVC PIPE WITH HOLES FOR "U" BOLT STAINLESS STEEL "U" I BOLT 1/8" MINIMUM STOCK ANCHOR LOW ON VALVE I I 1" U.S. THREADED -ONE -END PVC 2 1/2" CLEAR � u TO TRIPLE SWING COINT NIPPLE [MIPT❑ON "LASCO" OR NOTE: EQUAL PRE -FABRICATED BOX AND ANTI -ROTATION PIPE TRIPLE SWING COINT. NOT REQUIRED FOR INTERIOR LOCATIONS. ELEVATION VIEW PLAN VIEW QUICK COUPLER SCALE: NTS w — III iiil l it O O J w m 73 TURF POP UP HEAD. - z_ 112" MARLEX STREET ELL. � BARB ELL X MIPT. 7\\ 1/2" MARLEX STREET ELL. 7 I PVC TEE SXSXT OR ELL. LATERAL LINE. 4" TO CURB OR WALK, 18" LONG, 1" SCHED. 80 PVC PIPE NOTE: LOCATE VALVE BOX FLUSH IN TURF AREAS 2" ABOVE GRADE IN SHRUB AREAS RECTANGULAR VALVE BOX W/ EXTENSIONS AS REQ'D FINISH GRADE III — 1-1 VALVE NO. TAG 2—� �- GALV NIPPLE 60 QUICK MASTER CONTROL PVC FEMALE ADAPTER COUPP9E. SIZE PER DRAWINGS VALV PVC MAINLINE FLOW PVC MAINLINE 1 CUFT PEA 1 M r I AI GRAVEL — — — — — — — — 1I BRICK SUPPORT MASTER VALVE IS TO BE WIRED TO AUTOMATIC CONTROLLER AS DESIGNATED. CONTROLLER TERMINALS PROVIDED BY THE MANUFACTURER. USE OF WIRE FROM VALVE TO CONTROLLER SAME SIZE AS CONTROL WIRE CALLED OUT IN THE MATERIALS LEGEND. 1/2" POLYETHYLENE FLEXIBLE TUBING, LENGTH AS REQUIRED. TURF SPRAY FLEX ASSEMBLY SCALE: NTS OF WAS/�� a U �2 20 "'02 EXP- MASTER CONTROL VALVE SCALE: NTS MULCH LAYER. PVC LATE L III III III NOTE: — 1 -VERIFY MAX. AND MIN. FLOW RATES. NOTIFY — ARCHITECT IF DIFFERENT FROM MANUFACTURE'S RECOMMENDATIONS. 2FINSTALL PER SPECIFICATIONS AND MANUFACTURE'S RECOMMENDATIONS. 3❑BOX NOT REQUIRED FOR INTERIOR INSTALLATIONS 411PROVIDE VALVE IDENTIFICATION TAG ro"\ AUTOMATIC CONTROL VALVE SCALE: NTS third plac a sign 1 CITY CORRECTIONS e -operative where architecture meets community 304 Alaskan Way S., Suite 301 Seattle, WA 98104 NO. REVISION REMOTE CONTROL VALVE BOX PER SPECIFICATIONS. LID FLUSH WITH FINISHED GRADE OF MULCH. CONTROL WIRES WITH 36" SERVICE COIL AND WATER PROOF WIRE CONNECTIONS, SCH. 80 BALL VALVE SCH. 40 PVC ELL LTA IIV wofoZK•]111Y•]111111111: 1:1 AUTOMATIC CONTROL VALVE BRICK SUPPORT, MIN. TWO PER BOX MESH FILTER PER SPECIFICATIONS INLINE PRESSURE REGULATOR PER SPECIFICATIONS MAINLINE FITTING SCH. 40 MALE ADAPTOR BOTH ENDS. PEA GRAVEL 6" DEPTH. W z_ J Q >_ 00 Ilr,lRLG310N I0'r L_, IOW � 0 3„ (MIN.) —- 6" MIN. II, [Ty P'LA' UNION (TYP.) TO CITY METER STACKED METER SECTION, 6" MIN. FREE BOXES DRAINING GRAVEL NOTES: 1. ALL DOUBLE CHECK VALVE ASSEMBLIES (DCVA's) MUST BE LISTED ON LATEST LIST OF "BACKFLOW PREVENTION ASSEMBLIES APPROVED FOR INSTALLATION IN WASHINGTON STATE", PUBLISHED BY STATE OF WASHINGTON DEPARTMENT OF HEALTH. 2. THE OWNER/APPLICANT MUST OBTAIN A SEPARATE CITY OF RENTON PLUMBING PERMIT FOR THE INSPECTION OF THE INSTALLATION OF THE DCVA AND PIPING. THE OWNER SHALL FURNISH, INSTALL AND MAINTAIN THE DCVA AND ALL PIPING AND APPURTENANCES SHOWN ON THIS PLAN. 3. THE DCVA MUST BE TESTED BY A STATE CERTIFIED BACKFLOW ASSEMBLY TESTER AFTER ITS INITIAL INSTALLATION, AFTER REPAIRS AND ANNUALLY THEREAFTER AT OWNER'S EXPENSE. A COPY OF THE TEST REPORT SHALL BE SENT OR FAXED TO CITY OF RENTON WATER UTILITY ENGINEERING DEPT., ATTN: WATER UTILITY CROSS —CONNECTION CONTROL SPECIALIST, FAX NO. 425-430-7241. 4. DCVA AND METER BOX SHALL BE LOCATED ON PRINATE, PROPERTY AND AS NEAR AS POSSIBLE TO THE WATER METER. "'T DOUBLE CHECK VALVE STD. PLAN - 340.8 �+.�j� PUBLIC WORKS y ED N:YIFORI IRRIGATION 0A ■� DEPARTMENT �Nzo R ESSIDEN f I FIIuF, EII, ,RINKLE , MARCH 2O10 DOUBLE CHECK VALVE v % SCALE: NTS RUBBER VALVE MARKER FINISH GRADE ? I-1 I I-1 -1 II I II I 2" CLASS 160 PVC SLEEVE MAINLINE III—III- 11=1 16" MIN GALV NIPPLE I �— 3/4" ANGLE VALVE MANUAL DRAIN VALVE SCALE: NTS BC 11.6.19 SURVEYED: LANKTREE DESIGNED: TPDC DRAWN: CHECKED BC/PH BY DATE APPR APPROVED: SCALE: 1 "=20' ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUM CITY OF RENTON PlanninE/Buildin❑/PuEli ❑W ks DeEt. NOTE: PROVIDE DIELECTRIC FITTINGS FOR ALL EXISTING 2" IRRIGATION GALVANIZED PIPE METER TO COPPER CONNECTIONS. o W U_ C7 z— Z DOUBLE CHECK VALVE w z ASSEMBLY DCVA N z (D o 0 DRAIN VAVLE MAINLINE TO ISOLATION VALVE, TYP. IRRIGATION VALVES MASTER CONTROLL VALVE POINT OF CONNECTION SCALE: NTS FINISH IRRIGATION GRADE DETECTION TAPE �- N LATERAL I —I I I q—� LINE _ U1 _ 6" _III PRESSURE — MAINLINE —I CONTROL — — WIRES • ALL DIMENSIONS ARE MINIMUM CLEARANCES • NO OTHER TRADES ARE ALLOWED TO USE SAME TRENCH. • ALL IRRIGATION SLEEVING MATERIAL IS TO BE SDR-26, CL 160 PVC PIPE, INSTALLED WITH 18" COVER MIN. • BEDDING FOR SLEEVING MATERIAL SHALL BE SAND. INSTALL 4" BELOW AND 6" ABOVE PIPING. • SLEEVING MATERIAL IS REQUIRED UNDER ALL HARDSCAPE FOR MAINLINES, LATERAL LINES AND IRRIGATION WIRING, SIZING AS CALLED FOR OR IF NOT CALLED OUT, SIZE AS REQUIRED. • NO STACKING A/ERTICALLY❑OF PIPES IN SAME TRENCH. • BACKFILL SHALL BE INSTALLED IN LAYERS, AND MECHANICALLY COMPACTED TO A DRY DENSITY EQUAL TO 9511 OF AD-ACENT UNDISTURBED SOIL. • ALL IRRIGATION IN RIGHT OF WAY TO BE PER CITY STANDARD PLANS. TRENCHING SCALE: NTS LJ IH H • IH Cfl N T C) C) I T 0— W, R-408525 � IN COMPLIANCE WITH CITY OF RENTON STANDARDS 0 z CURRENT PLANNING Matt Herrera 01 /06/2020 O W DATE: WILLOWCREST TOWNHOMES 07/29/19UJ RENTON, WA EDMONDS AVE NE, FIELDBOOK PAGE: O DRAWING NO: J L-2.02 J IRRIGATION DETAILS s"EE31 OF: 35 1� w oo W C / LU L O z O F--- V ) W rr U O J T M0 J LU z W LL IE 8" IE 8" 11MI-AVVIUA FIRE HYDRANT OF WAsH CygS/tiG, co O O U 7202 EXP, I I � yI _ N y II NO PARS�N N N qI � 19 to IyI N N yI � N 8 Is 19 �— In I Eq I y r7i I H SSMH-48" I3 M=305.48' I N N=297.18' S=297.08' I ", THE NORTH LINE OF THE S1/2 OF THE W1/2 OF THE NW1/4 OF THE OF THE S1/2 OF THE W1/2 OF THE NW1/4 OF THE NW1/4 OF THE NW1/4 OF SEC 9, TWP 23N, RNG 5E, W.M. third place design co-operative where architecture meets community 304 Alaskan Way S., Suite 301 Seattle, WA 98104 EXISTING' BUILDING PARKING, TYP. r KUUKtKT SPECIALTY PAVING, SEE PAVING PLAN L-1.03 EXISTING CONTOURS, TYP. PARKING LOT LANDSCAPING AT GLENNWOOD TOWNHOMES EXISTING PLANTING PROPOSED TO BE REMOVED FOR WILLOWCREST TOWNHOME ACCESS: 359 S.F. NEW PLANTING PROPOSED IN GLENNWOOD TOWNHOMES PARKING LOT TO REPLACE EXISTING PLANTING TO BE REMOVED FOR WILLOWCREST TOWNHOME ACCESS: 469 S.F. CALCULATED PR (R2) POWER POLE W/LUMINAIRE Q` & TRANSFORMER P(OH) 7- I I a I VW����./• I I: d 1. 3 1 I Yj/jl�[r i• a I I I i 1 3 I •. I Ir ,. POWER POLL W/LUMINAIRE & TRANSFORMER IRRIGATION VALVE (TYP.) R-408526 IN COMPLIANCE WITH CITY OF RENTON STANDARDS CURRENT PLANNING 0 Matt Herrera 01 /06/2020 Q I- ryG� W VJ F.- 2 W n z O U rr z O U J_ U 1 CITY CORRECTIONS BC 11.6.19 SURVEYED: LANKTREE SCALE: VERTICAL: NAVD 83/1 HORIZONTAL: NAD1983/1991 DATUM - CITY OF -� � R E N T O N • Planning/Building/Public Works Dept. WILLOWCREST TOWNHOME EDMONDS AVE NE RENTON WA � � PLANTING PLAN DATE: 19 2 CITY CORRECTIONS BC 12.19.19 DESIGNED: TPDC OOK: PAGE: OOK: PAGE: DRAWN: BC ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY DRAWING NO: L-3.01 CHECKED: BC/PH NO. REVISION BY DATE APPR APPROVED SHEET: OF: 32 35 Q0 co T CD NJ- 1 L J Cn w 5 O 2 z O CIO LU U O J 0 LU N 0 J U 2 Q Z W DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 PLANTING BED&UNDISTURBED UNDISTURBED TURF (LAWN) AREAS, VEGETATION. SEE NOTE 1 SEE NOTE 1 UNDISTURBED I,' I D" GRASS: SEED OR SOD NATIVE VEGETATION UNDISTURBED NATIVE SOIL tn UNDISTURBED NATIVE SOIL OPTION '1 - NO DISTURBANCE PLANTING BEDS %�t+7EA$ !I 41UP.: `I-:'rrdhlf j 3"4" ARBORIST WOOD CHIP MULCH. /'����//yII^'!����•d�FM�����!!NA�I�I.��y9�'��k SEE STD. PLAN 262.60 0„ GRASS: SEED DR SOD I 3" OF COMPOST INCORPORATED I I I I — I I I I I I I 1 75' OF COMPOST INCORPORATED INTO INTO 5" OF SITE SOIL (TOTAL 6.25" OF SITE SOIL (TOTAL AMENDED DEPTt AMENDED DEPTH OF 9.5". FOR A OF 9.5. FOR A SETTLED DEPTH OF B") SETTLED DEPTH OF B") B" SUBSOIL SCARIFIED 4' BELOW SUBSOIL SCARIFIED 4" BELOW \= ' COMPOST AMENDED LAYER COMPOST AMENDED LAYER 112" BELOW SOIL SURFACE (12" BELOW SOIL SURFACE) i OPTIONS 2, 3, AND 4 - AMEND IN PLACE OR STOCKPILE AND AMEND PLANTING BEDS TURF (LAWN) AREAS 3"-0" ARBOR) WOOD CHIP P / � /f / GRASS' SEED OR SOD I:IULCH, SEE STD _ PLAN 262,60 — If j 1 `I I f- i- 1 i�—I i k I} — NOTES: 1. AREAS OF ND DISTURBANCE TO BE FENCED — AND EXISTING VEGETATION AND SOIL TO BE PROTECTED FROM CONSTRUCTION IMPACTS. 6" IMPORTED (" IMPORTED TOPSOIL MIX (COMPACTED I TOPSOIL MIX {COMPACTED GENERAL NOTES: DEPTH) _ 6„ DEPTH) 1. TO MEASURE SETTLED DEPTH. WATER SOIL �1 SUFFICIENTLY TO FULLY SATURATE WITHOUT CAUSING EROSION 4 r t r SOIL I5 SUB SCARIFIED 5" 2, COMPOST TO MEET STD. PLAN 262,60. SUBSOIL IS y. '~ SCARIFIED 6" BELOW IMPORTED 3 COMPACTION OF TOPSOIL (WHERE REQUIRED) TO BE TO 85% OF STANDARD PROCTOR. TOPSOIL MIX BELOW IMPORTED p' TOPSOIL MIX \ I 4 SEE CONSTRUCTION PLANS FOR SPECIFIC PROJECT REQUIREMENTS. OPTION 5 - IMPORTED TOPSOIL UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) STD. PLAN - 264.00 PUBLIC WORKS V,R) SOIL AMENDMENT SECTIONS :as APPR °' GAZ g/Zs/zais DEPARTMENT V "- We,kS ianilnpl..la PATF �c3 GROUNDCOVER PLANTING DETAIL SCALE:NTS L MIN. 6" DEPTH STAKE TREE WITH (2) TREATED 2"0 LODGEPOLE PINE DOWLED TREE STAKES (8'-0" LENGTH) LOOP EACH TIE AROUND HALF TREE LOOSELY TO PROVIDE 1" SLACK FOR TRUNK GROWTH. "CHAINLOCK" OR EQUAL TREE TIE MATERIAL (1" SIED) NAIL OR STAPLE TREE TIE MATERIAL TO STAKE TO HOLD VERTICALLY. LOOP EACH TIE AROUND HALF TREE LOOSELY TO PROVIDE 1" CLACK FOR TRUNK GROWTH. MULCH TREE PIT MIN 5-0" LENGTH X FULL PLANTING STRIP WIDTH BETWEEN CURB AND SIDEWALK (FOR PLANTING STRIPS LESS THAN 6-0" WIDE) OR PROVIDE 5-0"DIA MULCH RING FOR PLANTING STRIPS WIDER THAN 6-0". 18" ROOTBARRIER AT SIDEWALK. SIDEWALK d. e ROUGHEN SIDES OF PLANTING JP SOIL TYPE B HOLE MAXIMIZE EXCAVATED AREA WITHOUT UNDERMINING ADJACENT PAVING/CURB. SCARIFIED SUBGRADE PLANT SCHEDULE TREES QTY BOTANICAL / COMMON NAME CONT CAL HEIGHT (D 3 CORNUS NUTTALLII 'EDDIES WHITE WONDER '/ EDDIES WHITE WONDER DOGWOOD B & B 2"CAL 3 FRAXINUS LATIFOLIA / OREGON ASH B & B 2.5"CAL 3 RHAMNUS PURSHIANA / CASCARA B & B 2.5"CAL NATIVE TREES QTY BOTANICAL / COMMON NAME CONT CAL HEIGHT 34 AMELANCHIER ALNIFOLIA / SERVICEBERRY B & B MULTI -STEM 12-15' H SHRUBS QTY BOTANICAL / COMMON NAME SIZE HEIGHT DEC/EVERGREEN NATIVE OR ADAPTIVE TALL/MED • 106 GAULTHERIA SHALLON / SALAL 2 GAL 12" MIN. YES NATIVE MEDIUM 172 RIBES NIGRUM 'TITANIA' / TITANIA BLACK CURRANT 2 GAL 18" MIN. YES ADAPTIVE TALL 237 VACCINIUM OVATUM / EVERGREEN HUCKLEBERRY 5 GAL 18" MIN. YES NATIVE MEDIUM SOD/SEED QTY BOTANICAL / COMMON NAME CONT NATIVE OR ADAPTIVE SPACING 13,675 SF GRASS LAWN / ECOTURF MIX HYDROSEED LANU6UAF1t NU I ES 1) ALL LAWN/ECOTURF AREAS IN COMMON OPEN SPACE TO RECEIVE FULLY AUTOMATIC SPRAY IRRIGATION. 2)ALL SHRUB AREAS TO BE WATERED BY HAND FOR TWO SEASONS UNTIL ESTABLISHED. O M A qs/�C 3)ALL PLANTING BEDS AND EXPOSED SOIL TO RECEIVE 2" MIN. OF BARK MULCH. Al �Q� T9� p 4) ALL SOILS TO BE AMENDED PER WDOE WESTERN WASHINGTON STORM WATER MANUAL BMP T5.13 AND C.O.R. STANDARD PLAN 264.00 OPTION 5. o third plac design 1 CITY CORRECTIONS o ✓ o U 2 CITY CORRECTIONS co-operative `PFp 7"02EXP �g��C'1` where architecture meets community 4'1NDSCAPE P 304 Alaskan Way S., Suite 301 Seattle, WA 98104 NO. REVISION BC 111.6.19 BC 2.19.19 Imo',•■�7e�E�� .... SURVEYED. LANKTREE DESIGNED. TPDC DRAWN: BC CHECKED. BC/PH APPROVED REMOVE ALL WIRE, STRINGS, AND OTHER NON -BURLAP MATERIAL; AND REMOVE BURLAP FROM TOP 2/ OF ROOTBALL. SCALE: ROOTBARRIER; PLACE AT EDGE OF PAVEMENT/SIDEWALK/ETC.; PLACE PRIOR TO PLACEMENT OF NEW SIDEWALK OR CURB TO PREVENT UNDERMINING. TOPSOIL AS APPROVED BY LANDSCAPE ARCHITEC. MIN WIDTH OF TREE PIT = 2 TIMES ROOTBALL DIAMETER OR 5'-0", WHICHEVER IS GREATER UNDISTURBED SUBGRADE. MULCH AREA TO BE CLEAR OF PROVIDES FIRM BASE SO THAT GRASS, WEEDS, ETC. TO ROOTBALL WILL NOT SINK. REDUCE COMPETITION WITH TREE ROOTS TREE PLANTING DETAIL SHRUB PLANTING DETAIL SCALE:NTS ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUM CITY OF RENTON Planning/Building/Public Works Dept. r. 1. PLANTING INCLUDES REMOVAL OF STAKES ONE YEAR AFTER INSTALLATION. 2. SHAPE SOIL SURFACE TO PROVIDE 3" DIAM WATERING RING. 3. ADJUST TREE TIES DURING ESTABLISHMENT TO ALLOW ROOM FOR GROWTH (@1" SLACK). 4. ROOT BARRIER REQUIRED ALONG EDGE OF ROADWAY, CURB, DRIVEWAY, TRAIL, SIDEWALK, OR OTHER STRUCTURES WHERE ROOTBALL IS WITHIN TWO FEET; PLACE VERTICAL ROOTBARRIER IF REQUIRED. SET TOP OF ROOT CROWN 2" ABOVE ADJACENT CURB & SIDEWALK GRADE. 2"-3" MULCH DEPTH (TAPERED AT TRUNK) 3" TO 4" HIGH WATERING RING (SEE NOTE 2) 24" ROOTBARRIER AT CURB. TREE PIT DEPTH = ROOTBALL DEPTH MEASURE BEFORE DIGGING TO AVOID OVEREXCAVATION). DRIVE STAKES 6" TO V-0" INTO UNDISTURBED SOIL BELOW ROOTBALL. DRIVE STAKE AT ROOTBALL EDGE (TYP)(SEE NOTE 1) :B OR CONTAINERIZED IRUB (TYP) :T ALL PLANTS AT NURSERY VEL (TYP) N 2"-3" OF MULCH ]RUB PLANTING PIT ZEPARATION = ROOTBALL =PTH & WIDTH PLUS V-0" )DITIONAL ALL SIDES VISH GRADE )ITIONAL PLANTING :EA PREPARATION PER DRAWING =MOVE ALL WIRE, STRINGS, AND THEIR NON -BURLAP MATERIAL; JD REMOVE BURLAP FROM TOP 2/ = ROOTBALL. )P SOIL TYPE B 4DISTURBED SUBGRADE (PROVIDES FIRM BASE SO THAT ROOTBALL WILL NOT SINK) R-408527 IN COMPLIANCE WITH CITY OF RENTON STANDARDS CURRENT PLANNING Matt Herrera 01 /06/2020 WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA PLANTING SCHEDULE AND DETAILS L* DATE: 07/29/19 FIELDBOOK: PAGE: L-3.02 SHEET: OF: 33 35 �, U U) Cw G O 2 Z O U) LLI IIr U O J SSMH-4 IM=305. I 8" C N=297.I IE 8' C S-297. IMMIIk94 of N 8 O WASh'/ v99 e'er �V V� 9�2 Z O O U 7202 EXP• czG TREE RETENTION EXISTING QTY BOTANICAL / COMMON NAME 4 EXISTING DECIDUOUS TO REMAIN 1 EXISTING LANDMARK TREE TO BE REMOVED 26 EXISTING SIGNIFICANT TREE IN ACCESS EASMENT 13 EXISTING TO BE REMOVED third place design co-operative where architecture meets community 304 Alaskan Way S., Suite 301 Seattle, WA 98104 NO. TREE PROTECTION, TYP CITY CORRECTIONS REVISION S88*56 54 E 318.87' \ 174.62' TREE REPLACEMENT CALCULATIONS TOTAL NUMBER OF TREES OVER 6" 44 TOTAL NUMBER OF DEDUCTED/EXCLUDED TREES 26 TOTAL NUMBER OF NOT EXCLUDED SIGNIFICANT TREES 18 TOTAL NUMBER OF TREES REQUIRED TO REMAIN (10%) 2 PROPOSED SIGNIFICANT TREES TO REMAIN 4 REQUIRED TREES TO BE REPLACED REQUIRED REPLACMENT INCHES (12" PER TREE) REQUIRED REPLACMENT TREES (2" CAL.) :0�ji BC 111.6.19 BY I DATE I APPR SURVEYED: SCALE: LANKTREE DESIGNED: 1 "=201 TPDC DRAWN: BC CHECKED: BC/PH APPROVED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUM 722780-1370 PERRINE CITY OF RENTON Planning/Building/Public Works Dept. POWER POLE W/LUMINAIRE & TRANSFORMER CALCULATED PR (R2) Koff) � a 0 a 0 I o a I a � 0 wWM a I I I 3 I S 3-5 2 . J. a w w ` ro a w V I I.. 1m I f- I 1: W I I I O a w J w w I w I I I I 3 I.. I 'MAFO f WWI W I I' r I I10RNJENT L 3 i r I I I' I I � �—f w IGfAIL BOXE 3 M W/ VER k' �I I I G G��_,'' r i M I � '0 NMEN T L:� 3 00 A o a NVJV POWER POLE W/LUMINAIRE & TRANSFORMER IRRIGATION VALVE (TYP.) R-408528 IN COMPLIANCE WITH CITY OF RENTON STANDARDS CURRENT PLANNING NO," Matt Herrera 01 /06/2020 ' WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA TREE RETENTION PLAN I- m VJ 5� L LU 0- z O F— CU C/) z O CU J_ DATE: 7/29/ 19 FIELDBOOK: PAGE: DRAWING NO: TR-1.01 34 35 T C) 0) T A U Cn W 2 O z O Cn W U O J i U H H H N T O C) TO V VJ W 5 O Z O V ) W rY U O J J laJ Q z J GENERAL NOTES 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE 2018 STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION PREPARED BY WSDOT AND THE AMERICAN PUBLIC WORKS ASSOCIATION (APWA), AS AMENDED BY THE CITY OF RENTON PUBLIC WORKS DEPARTMENT. 2. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY, A PRECONSTRUCTION MEETING MUST BE HELD BETWEEN THE CITY OF RENTON, THE APPLICANT, AND THE APPLICANT'S CONSTRUCTION REPRESENTATIVE. 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 4. IT SHALL BE THE APPLICANTS/CONTRACTORS RESPONSIBILITY TO OBTAIN ALL CONSTRUCTION EASEMENTS NECESSARY BEFORE INITIATING OFF -SITE WORK WITHIN THE ROAD RIGHTS OF WAY. 5. VERTICAL DATUM: CITY OF RENTON, 1988 NAVD. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE SAFEGUARDS, SAFETY DEVICES, PROTECTIVE EQUIPMENT, FLAGGERS, AND ANY OTHER NEEDED ACTIONS TO PROTECT LIFE, HEALTH, AND SAFETY OF THE PUBLIC, AND TO PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK COVERED BY THE CONTRACTOR. ANY WORK WITHIN THE TRAVELED RIGHT OF WAY THAT MAY INTERRUPT NORMAL TRAFFIC FLOW SHALL REQUIRE AT LEAST ONE FLAGGER FOR EACH LANE OF TRAFFIC AFFECTED. ALL SECTIONS OF THE WSDOT STANDARD SPECIFICATIONS 1-07.23-TRAFFIC CONTROL, SHALL APPLY. 7. ALL UTILITIES SHALL BE ADJUSTED TO FINAL GRADE. UTILITY SERVICE NOTES 1. COORDINATE BLDG. SYSTEM CONNECTION LOCATIONS AND INVERT ELEVATIONS WITH PLUMBING CONTRACTOR. VERIFY THAT THERE ARE NO CONFLICTS WITH PROPOSED SYSTEMS AND OTHER UTILITIES. 2. COORDINATE INSTALLATION OF NEW WATER UTILITIES WITH CITY OF RENTON. 3. DESIGN BUILD FIRE SPRINKLER CONTRACTOR SHALL VERIFY SIZE OF FIRE METER, LINE SIZE, AND FDC LINE SIZES PRIOR TO CONSTRUCTION. 4. STATE OF WASHINGTON LEVEL III FIRE PROTECTION SPRINKLER CONTRACTOR SHALL DESIGN AND PREPARE THE UNDERGROUND SUBMITTAL DRAWINGS PER THE STATE OF WASHINGTON WAC 212-80-043(9). 5. A STATE OF WASHINGTON LEVEL U UNDERGROUND CONTRACTOR SHALL PERFORM THE INSTALLATION OF THE UNDERGROUND FIRE SERVICE PIPING PER THE STATE OF WASHINGTON WAC 212-80-043(2). CITY OF RENTON EROSION CONTROL NOTES SEE DETAIL 5, SHEET C5.0 FOR CITY OF RENTON EROSION AND SEDIMENT CONTROL STANDARD PLAN NOTES. CITY OF RENTON SURFACE WATER NOTES SEE DETAILS 3 AND 7, SHEET C5.5 FOR CITY OF RENTON SURFACE WATER STANDARD PLAN NOTES. SHEET INDEX SHEET NUMBER SHEEP NAME C1.0 CIVIL COVER AND NOTES C1.1 NOTES C2.0 TESC PLAN C3.0 PAVING AND GRADING PLAN C4.0 STORM DRAINAGE PLAN C4.1 COMPOSITE UTILITY PLAN C4.2 SANITARY SEWER PROFILE C4.3 WATER MAIN PROFILE C4.4 UTILITY PROFILES AT DUCT BANK C5.0-05.5 CITY OF RENTON CIVIL DETAILS C5.6-05.9 CIVIL DETAILS coterra ENGINEERING PLLC 321 3rd Ave South, Suite 406 Seattle, Washington 98104 ph 206.596.7115 coterraengineering.com WILLOWCREST TOWNHOMES RENTON, WASHINGTON CONSTRUCTION SEQUENCE 1. PRE -CONSTRUCTION MEETING. 2. POST SIGN WITH NAME AND PHONE NUMBER OF ESC SUPERVISOR (MAY BE CONSOLIDATED WITH THE REQUIRED NOTICE OF CONSTRUCTION SIGN). 3. FLAG OR FENCE CLEARING/CONSTRUCTION LIMITS. 4. INSTALL CATCH BASIN PROTECTION IF REQUIRED. 5. GRADE AND INSTALL CONSTRUCTION ENTRANCE(S). 6. INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH BARRIER, ETC.). 7. GRADE AND STABILIZE CONSTRUCTION ROADS. 8. CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DIKES, PIPE SLOPE DRAINS, ETC.) SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. 9. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH APPENDIX D OF THE SURFACE WATER DESIGN MANUAL AND MANUFACTURER'S RECOMMENDATIONS. 10. RELOCATE EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE CONDITIONS CHANGE THE EROSION AND SEDIMENT CONTROL IS ALWAYS IN ACCORDANCE WITH THE CITY'S EROSION AND SEDIMENT CONTROL STANDARDS. 11. COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH, COMPOST, PLASTIC SHEETING OR EQUIVALENT. 12. STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS. 13. SEED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS. 14. UPON COMPLETION OF THE PROJECT, ALL DISTURBED AREAS MUST BE STABILIZED AND BMP5 REMOVED IF APPROPRIATE. CITY OF RENTON SANITARY SEWER NOTES 1. ALL WORK AND WORK MATERIAL SHALL BE IN CONFORMANCE WITH THE STANDARDS AND SPECIFICATIONS OF THE CITY OF RENTON PLANNING/BUILDING/PUBLIC WORKS DEPARTMENT AND THE LATEST EDITION OF THE WSDOT/APWA STANDARDS AND SPECIFICATIONS, AS APPROVED AND MODIFIED BY THE CITY OF RENTON IN THE RENTON STANDARD PLANS & SPECIFICATIONS. A SET OF APPROVED PLANS SHALL BE KEPT ON SITE AT ALL TIMES DURING CONSTRUCTION. 2. THE HOURS OF WORK IN THE STREET RIGHT OF WAY SHALL BE PER CITY SPECIFICATIONS ON WEEKDAYS UNLESS OTHERWISE APPROVED IN WRITING BY THE PLANNING/BUILDING/PUBLIC WORKS DEPARTMENT. AN APPROVED TRAFFIC CONTROL PLAN MUST BE OBTAINED PRIOR TO BEGINNING ANY WORK WITHIN PUBLIC RIGHT OF WAY. 3. ALL LOCATIONS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE AND IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THE TRUE AND CORRECT LOCATION SO AS TO AVOID DAMAGE OR DISTURBANCE. 4. A PRE -CONSTRUCTION CONFERENCE AND A 24 HOUR NOTICE SHALL BE REQUIRED PRIOR TO STARTING NEW CONSTRUCTION. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO SECURE ALL NECESSARY PERMITS PRIOR TO STARTING CONSTRUCTION. (INSPECTION WILL BE ACCOMPLISHED BY A REPRESENTATIVE OF THE CITY OF RENTON.) IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE PUBLIC WORKS INSPECTOR 24 HOURS IN ADVANCE OF BACKFILLING ALL CONSTRUCTION. 5. CONTRACTOR IS SOLELY RESPONSIBLE FOR THE MEANS, METHODS AND SEQUENCES OF CONSTRUCTION AND FOR THE SAFETY OF WORKERS AND OTHERS ON THE CONSTRUCTION SITE. 6. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN STREET USE AND ANY OTHER RELATED PERMITS PRIOR TO ANY CONSTRUCTION. 7. PLANS APPROVED BY THE CITY OF RENTON, PUBLIC WORKS DEPARTMENT SHALL TAKE PRECEDENCE OVER ALL OTHER PLANS. 8. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 9. THE CONTRACTOR SHALL PROVIDE THE CITY OF RENTON WITH AN AS -BUILT DRAWING OF THE SANITARY SEWER SYSTEM, WHICH HAS BEEN STAMPED AND SIGNED BY A LICENSED PROFESSIONAL ENGINEER OR LICENSED PROFESSIONAL SURVEYOR. 10. BACKFILL SHALL BE PLACED EQUALLY ON BOTH SIDES OF THE PIPE IN LAYERS WITH A LOOSE AVERAGE DEPTH OF 6 INCHES, MAXIMUM DEPTH OF 8 INCHES, THOROUGHLY TAMPING EACH LAYER TO 95 PERCENT OF MAXIMUM DENSITY. THESE COMPACTED LAYERS MUST EXTEND FOR ONE PIPE DIAMETER ON EACH SIDE OF THE PIPE OR TO THE SIDE OF THE TRENCH. MATERIALS TO COMPLETE THE FILL OVER PIPE SHALL BE THE SAME AS DESCRIBED. 11. OPEN CUT ROAD CROSSINGS FOR UTILITY TRENCHES ON EXISTING TRAVELED ROADWAY SHALL BE BACKFILLED WITH CRUSHED ROCK AND MECHANICALLY COMPACTED UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS INSPECTOR. CUTS INTO THE EXISTING ASPHALT SHALL BE NEATLINE CUT WITH SAW IN A CONTINUOUS LINE. A TEMPORARY MIX PATCH MUST BE PLACED IMMEDIATELY AFTER BACKFILL AND COMPACTION. A PERMANENT HOT MIX PATCH SHALL BE PLACED WITHIN 10 DAYS AND SHALL BE PER CITY OF RENTON CURRENT STANDARDS. 12. DATUM FOR VERTICAL CONTROL SHALL BE NORTH AMERICAN VERTICAL DATUM 1988 METERS, AND FOR HORIZONTAL CONTROL SHALL BE NORTH AMERICAN DATUM 1983/1991 METERS UNLESS OTHERWISE APPROVED BY THE CITY OF RENTON PUBLIC WORKS DEPARTMENT. REFERENCE BENCHMARK AND ELEVATIONS ARE NOTED ON THE PLANS. 13. ALL DISTURBED AREAS SHALL BE SEEDED AND MULCHED OR OTHERWISE STABILIZED TO THE SATISFACTION OF THE DEPARTMENT FOR THE PREVENTION OF ON -SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. 14. ALL PIPE AND APPURTENANCES SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION IN ACCORDANCE WITH THE STANDARDS AND SPECIFICATIONS OF THE CITY OF RENTON PLANNING/BUILDING/PUBLIC WORKS DEPARTMENT AND THE LATEST EDITION OF THE WSDOT/APWA STANDARDS AND SPECIFICATIONS, AS APPROVED AND MODIFIED BY THE CITY OF RENTON IN THE RENTON STANDARD PLANS & SPECIFICATIONS. THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL, AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL, TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE, UNYIELDING BASE. PIPE BEDDING SHALL BE PEA GRAVEL 6 INCHES ABOVE AND BELOW THE PIPE. 15. SANITARY SEWER PIPE SHALL BE POLYVINYL CHLORIDE (PVC) RUBBER GASKETED ASTM D 3034, SDR 35, OR DUCTILE IRON CLASS 50, UNLESS OTHERWISE APPROVED BY THE WASTEWATER UTILITY. 16. IN UNIMPROVED AREAS, MANHOLE TO EXTEND MINIMUM 6 INCHES AND MAXIMUM 12 INCHES ABOVE FINISHED GRADE OR MUST HAVE MINIMUM 2' DIAMETER CONCRETE RING POURED AT GRADE. IN PAVED AREA, COVER MUST SLOPE IN ALL DIRECTIONS TO MATCH PAVING. 2 DO REVISION 4 2 21 SURVEYED: - DESIGNED: MB DRAWN: MB CHECKED: PA BY DATE APPR APPROVED: SCALE: i I i I � ...... w sG� PROJECT SITE VICINITY MAP SCALE 1 " = 200' SURVEY INFORMATION NW 1/4, SEC. 9, TWP. 23N, RGE. 5E, W.M. a 0 HORIZONTAL DATUM = NAD83(91) DATUM PER CITY OF RENTON VERTICAL DATUM = NAVD88 PER CITY OF RENTON HORIZONTAL CONTROL: CITY OF RENTON CONTROL POINT DESIGNATION 0057: N 56830.9472 E 398127.6287 CITY OF RENTON CONTROL POINT DESIGNATION 0398: N 56022.4097 E 398113.614 BASIS OF BEARINGS NAD83(2011) DATUM WAS ESTABLISHED BY HOLDING CITY OF RENTON CONTROL POINT DESIGNATION 398, BEING A 3/8" COPPER PLUG, WAS HELD FOR POSITION AND A LINE BETWEEN SAID POINT 398 AND CITY OF RENTON CONTROL POINT DESIGNATION NO. 57, BEING A 3" BRASS DISC, WAS HELD FOR ROTATION. BEARING BETWEEN THESE MONUMENTS WAS TAKEN AS N00°59'35"E. VERTICAL CONTROL: VERTICAL DATUM FOR THIS SURVEY IS ESTABLISHED PER THE PUBLISHED ELEVATION OF CITY OF RENTON POINT DESIGNATION 398, BEING A 3/8" COPPER PLUG, . ELEVATION WAS HELD AT 285.45" CHECK BETWEEN PROJECT BENCHMARK AND CITY OF RENTON POINT DESIGNATION 57, RESULTED IN A VERTICAL CLOSURE OF +0.00' OF PUBLISHED. SITE ADDRESS AND ASSESSOR'S PARCEL NUMBER 1141 GLENNWOOD AVENUE NE, RENTON WA, 722780-130 1147 GLENNWOOD AVENUE NE, RENTON WA, 722780-13855 CONTACTS 1132 EDMONDS AVENUE NE, RENTON WA, 092305-9080 OWNER DEVELOPER SEE SURVEY FOR MORE INFORMATION. RENTON HOUSING AUTHORITY HOMESTEAD COMMUNITY LAND TRUST 2900 NE 10TH ST. RENTON, WA 98056 TEL: (425) 226-1850 ABBREVIATIONS BC: BOTTOM OF CURB BW: BACK OF WALK TC: TOP OF CURB EX: EXISTING DI: DUCTILE IRON SD: STORM DRAIN SS: SANITARY SEWER W: WATER U.N.O.: UNLESS NOTED OTHERWISE 1988 1 »=20' HORIZO TAL, NAD CAL,NAVD1983/1991 ONE INCH DATU M AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY CONSTRUCTION RECORD DRAWING THE INFORMATION ON THIS DRAWING INDICATES CHANGES MADE TO THE CONSTRUCTION DOCUMENTS BASED UPON UTILITY AS -BUILT SURVEY PREPARED BY DAVID EVANS & ASSOCIATES, INC., DATED 3/23/21, AND TRANSFERRED TO THE REPRODUCIBLE DRAWINGS BY THE ENGINEER. CITY O F +_ F RENTON Planning/Building/Public Works Dept. CIVIL ENGINEER COTERRA ENGINEERING PLLC 321 3RD AVE SOUTH, SUITE 406 SEATTLE, WA 98104 CONTACT: PETER APOSTOL, PE TEL: (206) 596-7115 SURVEYOR LANKTREE LAND SURVEYING, INC. 25510 74TH AVE SOUTH KENT, WA 98032 CONTACT: TREVOR LANKTREE, PLS TEL: (253) 653-6423 421 MAYNARD AVE SOUTH, #201 SEATTLE, WA 98104 CONTACT: ERIC PRAVITZ TEL: (206) 817-9551 ARCHITECT THIRD PLACE DESIGN CO-OPERATIVE 304 ALASKAN WAY S, SUITE 301 SEATTLE, WA 98104 CONTACT: SUZANNE DAVIS TEL: (206) 331-3795 LANDSCAPE THIRD PLACE DESIGN CO-OPERATIVE 304 ALASKAN WAY S, SUITE 301 SEATTLE, WA 98104 CONTACT: BRENT CHASTAIN TEL: (206) 331-3795 R-408530 IN COMPLIANCE WITH CITY OF RENTON STANDARDS WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA COVER AND NOTES PAGE: z 0 VJ LU 2 rr U-1 rr� v! 0 0- z 0 U rr rr� vJ z 0 U J_ A, u 7/29/19 DRAWING NO: C1.0 SHEEP: 2 OF:3 R co10 T C) T T a J N T C) O 6 T 0 L1J 75 0 >z 0 W CU 0 J J i ,WWI T C) O T N V WATER GENERAL NOTES 1. ALL WORK MATERIAL SHALL BE IN CONFORMANCE WITH THE STANDARDS AND SPECIFICATIONS OF THE CITY OF RENTON 13. PUMPER CONNECTION TO FACE ROADWAY ASSEMBLY. PLANNING/BUILDING/PUBLIC WORKS DEPARTMENT AND THE LATEST EDITION OF THE WSDOT/APWA STANDARDS AND SPECIFICATIONS, AS APPROVED AND MODIFIED BY THE CITY OF RENTON IN THE RENTON STANDARD PLANS & SPECIFICATIONS. A 14. FIRE HYDRANTS SHALL BE INSTALLED PER CITY OF RENTON STANDARD DETAIL FOR FIRE HYDRANTS, LATEST REVISION. SET OF APPROVED PLANS SHALL BE KEPT ON SITE AT ALL TIMES DURING CONSTRUCTION. 2. THE HOURS OF WORK IN THE STREET RIGHT OF WAY SHALL BE LIMITED TO 8:30 AM TO 3:30 PM ON WEEKDAYS UNLESS OTHERWISE APPROVED IN WRITING BY THE PUBLIC WORKS DEPARTMENT AT (425) 430-7301. THE POLICE DEPARTMENT, FIRE DEPARTMENT, AND 911 SHALL BE NOTIFIED 24 HOURS IN ADVANCE OF ANY WORK IN THE RIGHT OF WAY. 3. ALL LOCATIONS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE AND IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THE TRUE AND CORRECT LOCATION SO AS TO AVOID DAMAGE OR DISTURBANCE. FOR UTILITY LOCATES CALL 48-HOUR LOCATORS 800-424-5555. 4. AN APPROVED TRAFFIC CONTROL PLAN IS REQUIRED TO BE SUBMITTED AT THE PRE -CONSTRUCTION MEETING. 5. DATUM FOR VERTICAL CONTROL SHALL BE NORTH AMERICAN VERTICAL DATUM 1988 METERS, AND FOR HORIZONTAL CONTROL SHALL BE NORTH AMERICAN DATUM 1983/1991 METERS UNLESS OTHERWISE APPROVED BY THE CITY OF RENTON PUBLIC WORKS DEPARTMENT. REFERENCE BENCHMARK AND ELEVATIONS ARE NOTED ON THE PLANS. 6. ALL WATERMAIN PIPE IS TO BE CEMENT LINED DUCTILE IRON PIPE CONFORMING TO AWWA C110 AND C111 OR LATEST REVISION, THICKNESS CLASS 52. CEMENT MORTAR LINING AND SEAL COATING SHALL CONFORM TO AWWA C104 OR LATEST REVISION. PIPE JOINTS TO BE PUSH -ON OR MECHANICAL JOINT. BEDDING TO BE CLASS C. ALL DUCTILE IRON PIPE AND FITTINGS SHALL BE POLYETHYLENE WRAPPED PER ANSI/AWWA C105/A21.5-93 STANDARDS. 7. CAST IRON AND DUCTILE IRON FITTINGS SHALL BE CEMENT LINED, PRESSURE RATED AS NOTED ON PLANS, AND IN ACCORDANCE WITH ANSI/AWWA C110/A21.10-87. CEMENT LINING SHALL BE IN ACCORDANCE WITH ANSI/AWWA C104/421/4-90. IF FITTINGS ARE 3 TO 12 INCHES IN DIAMETER AND HAVE MECHANICAL JOINTS, THE FITTINGS SHALL IN ACCORDANCE WITH EITHER ANSI/AWWA C110-A21.10-87 OR ANSI/AWWA C153/A21.53-94. THREE (3) INCH TO 12 INCH DIAMETER FITTINGS, WHICH HAVE MECHANICAL JOINTS AND/OR FLANGED JOINTS, SHALL BE IN ACCORDANCE WITH ANSI/AWWA C110/A21.10.87 OR A COMBINATION OF ANSI/AWWA C110/A21.10.87 AND ANSI/AWWA C153/A21.53-94 SUCH THAT THE PORTION OF THE FITTING WITH A MECHANICAL JOINT(S) MAY BE WITH ANSI/AWWA C153/A21.53-94 AND THAT PORTION OF THE FITTING WITH FLANGED JOINTS) SHALL BE IN ACCORDANCE WITH AWWA C110/A21.10-87. ACCEPTANCE TESTING IN ACCORDANCE WITH SECTION 53.53 OF ANSI/AWWA SECTION 10-4.3 OF ANSI/AWWA C110/A21.10-87 SHALL BE OBTAINED BY THE CONTRACTOR AND TRANSMITTED TO THE OWNER. 8. GATE VALVES SHALL BE IRON BODY, BRONZED -MOUNTED, DOUBLE DISC WITH BRONZE WEDGING DEVICE AND 0-RING STUFFING BOX (AWWA C500) OR OF RESILIENT SEATED TYPE (AWWA C509). VALVES SHALL BE DESIGNED FOR A MINIMUM WATER OPERATING PRESSURE OF 200 PSI. GATE VALVES SHALL BE CLOW LIST 14, MUELLER COMPANY NO. A2380 OR M & H. 9. FIRE HYDRANTS SHALL BE COREY TYPE (OPENING WITH THE PRESSURE) OR COMPRESSION TYPE (OPENING AGAINST PRESSURE) CONFORMING TO AWWA C-502-85 WITH A 6 INCH MECHANICAL JOINT INLET AND A MAIN VALVE OPENING (M.V.O.) OF 5-1/4 INCH, TWO 2-1/2 INCH HOSE NOZZLES WITH NATIONAL STANDARD THREADS 7-1/2 THREADS PER INCH AND ONE 4 INCH PUMPER NOZZLE WITH THE NEW SEATTLE PATTERN 6 THREADS PER INCH, 60 DEGREES V. THREADS: OUTSIDE DIAMETER OF MALE THREAD 4.875 AND ROOT DIAMETER 4.6263. HYDRANTS SHALL HAVE A 1-1/4 INCH PENTAGON OPERATING NUT OPENED BY TURNING COUNTER CLOCKWISE (LEFT). 10. THE TWO 2-1/2 INCH HOSE NOZZLES SHALL BE FITTED WITH CAST IRON THREADED CAPS WITH OPERATING NUT OF THE SAME DESIGN AND PROPORTIONS AS THE HYDRANT STEM NUT. CAPS SHALL BE FITTED WITH SUITABLE NEOPRENE GASKETS FOR POSITIVE WATER TIGHTNESS UNDER TEST PRESSURES. 11. THE 4 INCH PUMPER NOZZLE SHALL BE FITTED WITH A STORZ ADAPTER, 4 INCH SEATTLE THREAD X 5 INCH STORZ. STORZ ADAPTER SHALL BE FORGED AND/OR EXTRUDED 6061-T6 ALUMINUM ALLOY, HARDCOAT ANODIZED. THREADED END PORTION SHALL HAVE NO LUGS AND TWO SET SCREWS 180 DEGREES APART. STORZ FACE TO BE METAL, NO GASKET TO WEATHER. STORZ CAP TO HAVE SYNTHETIC MOLDED RUBBER GASKET, AND SHALL BE ATTACHED TO HYDRANT ADAPTER WITH 1/8 INCH, COATED, STAINLESS STEEL, AIRCRAFT CABLE. 12. FIRE HYDRANTS SHALL BE PAINTED WITH TWO COATS OF PAINT. PRESERVATIVE PAINT NUMBER 43- 655 SAFETY YELLOW OR APPROVED EQUAL. coterra ENGINEERING PLLC 321 3rd Ave South, Suite 406 Seattle, Washington 98104 ph 206.596.7115 coterraeng i neeri ng.com 2 DO 15. ALL WATERMAINS 10 INCHES AND SMALLER TO MAINTAIN A MINIMUM COVER OF 36 INCHES BELOW FINISH GRADE. ALL WATERMAIN 12 INCHES AND LARGER SHALL BE AT A MINIMUM OF 48 INCHES BELOW FINISH GRADE. WHERE UTILITY CONFLICTS OCCUR, WATERMAINS ARE TO BE LOWERED TO CLEAR. 16. ALL WATERMAINS 6 INCHES AND LARGER IN DIAMETER SHALL BE CLEANED WITH PIPE CLEANING "PIGS" PRIOR TO DISINFECTION. THE "POLY PIGS" SHALL BE GIRARD INDUSTRIES AQUA SWAB -AS OR APPROVED EQUAL, 2 LB/CU. FT. DENSITY FOAM WITH 90A DUROMETER URETHANE RUBBER COATING ON THE REAR OF "PIG" ONLY. 17. "PIGS" SHALL BE CYLINDER SHAPED WITH BULLET NOSE OR SQUARE END. THE CONTRACTOR WILL PERFORM THE CLEANING OPERATION. 18. ALL WATERMAINS AND SERVICES SHALL BE PRESSURE TESTED TO A MINIMUM OF 200 PSI OR 150 PSI OVER OPERATING PRESSURE, IN ACCORDANCE WITH THE SPECIFICATIONS OF THE CITY OF RENTON AND THE WASHINGTON STATE HEALTH DEPARTMENT. ALL PRESSURE TESTING SHALL BE DONE IN THE PRESENCE OF A REPRESENTATIVE OF THE CITY OF RENTON. THE QUANTITY OF WATER LOST FROM THE MAIN SHALL NOT EXCEED THE NUMBER OF GALLONS PER HOUR AS LISTED IN CITY OF RENTON STANDARD PLANS & SPECIFICATIONS 7-11.3(11). THE LOSS IN PRESSURE SHALL NOT EXCEED 5 PSI DURING THE 2 HOUR TEST PERIOD. 19. ALL WATERMAINS AND SERVICES SHALL BE DISINFECTED BY THE INJECTION OF A 50 PPM (MINIMUM CONCENTRATION) CHLORINE/WATER SOLUTION. DRY CALCIUM HYPOCHLORITE SHALL NOT BE PLACED IN THE PIPE AS LAID. CHLORINE SHALL BE METERED/INJECTED IN ACCORDANCE WITH SECTION 7- 11.3(12)E OR 7-11.3(12)F OF THE STANDARD SPECIFICATIONS REFERENCED ABOVE. 20. A PRE -CONSTRUCTION CONFERENCE IS REQUIRED PRIOR TO ANY CONSTRUCTION. A MINIMUM OF FIVE (5) WORKING DAYS NOTICE IS REQUIRED FOR SCHEDULING. 21. TWENTY-FOUR (24) HOURS NOTICE WILL BE REQUIRED PRIOR TO STARTING NEW CONSTRUCTION. 22. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO SECURE ALL NECESSARY PERMITS PRIOR TO STARTING CONSTRUCTION. 23. INSTALLATION OF CORPORATE STOPS, WATER SERVICES, LINES AND METERS SHALL NOT BE DONE UNTIL ALL SERVICE AGREEMENTS, METER APPLICATIONS, CONSTRUCTION PERMITS, AND PAYMENT OF FEES HAVE BEEN MADE TO THE CITY OF RENTON. 24. ALL CONNECTION TO EXISTING MAINS IS TO BE ACCOMPLISHED BY THE CITY OF RENTON, EXCEPT WET TAPS, WHICH MAY BE MADE BY APPROVED WET TAP CONTRACTORS WITH PRIOR APPROVAL FROM THE PUBLIC WORKS DEPARTMENT. ALL NECESSARY EXCAVATION AND MATERIALS ARE TO BE SUPPLIED BY THE CONTRACTOR AND BE ON -SITE PRIOR TO CITY NOTIFICATIONS. 25. INSPECTION WILL BE ACCOMPLISHED BY A REPRESENTATIVE OF THE CITY OF RENTON. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY DEVELOPMENT SERVICES TWENTY FOUR (24) HOURS IN ADVANCE OF BACKFILLING ALL CONSTRUCTION. THE CONTRACTOR, AS WELL AS THE ENGINEERS, SHALL KEEP AS -BUILT DRAWINGS. 26. CONTRACTOR TO PROVIDE PLUGS AND TEMPORARY BLOW -OFF ASSEMBLIES FOR TESTING AND PURITY ACCEPTANCE PRIOR TO FINAL TIE-IN. 27. ALL JOINT RESTRAINT SYSTEMS (SHACKLE RODS, NUTS, BOLTS, ETC.) SHALL BE AS MANUFACTURED BY THE STAR MANUFACTURING COMPANY OF COLUMBUS OHIO, OR EQUAL, APPROVED IN WRITING BY THE PUBLIC WORKS DEPARTMENT. 28. ASPHALT AND CONCRETE STREET PAVING SHALL BE SAWCUT TO A MINIMUM DEPTH OF TWO (2) INCHES. OIL MAT STREETS MAY BE SPADE CUT. ALL SURFACE CONCRETE, PAVEMENT, SIDEWALKS, CURB, GUTTERS, AND DRIVEWAY APPROACHES SHALL BE SAWCUT TO A MINIMUM DEPTH OF TWO (2) INCHES OR REMOVED TO AN EXISTING EXPANSION JOINT. 29. A TEMPORARY COLD MIX ASPHALT PATCH SHALL BE PLACED ON THE DAY OF INITIAL EXCAVATION WITH A PERMANENT, SEALED PATCH TO BE PLACED, TO CITY OF RENTON POLICY, WITHIN 10 DAYS. CALL FOR SUBGRADE INSPECTION PRIOR TO PLACEMENT OF FINAL PATCH. 30. FOR CITY PROJECTS SUCH AS TELEMETRY CONDUIT, THE PVC PIPE USED SHALL BE ALL CHEMICAL PROCESS LINES SHALL BE SCHEDULE 80 PVC PIPE. SCHEDULE 40 IN UNIMPROVED AREAS AND SCHEDULE 80 PVC PIPE UNDER IMPROVED AREAS. REVISION SURVEYED: DESIGNED: MB DRAWN: MB ICHECKED: PA I BY I DATE I APPR I APPROVED: SCALE: 1988 1 »=20' HORIZO TAL, NAD CAL,NAVD1983/1991 ONE INCH DATU M AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY CONSTRUCTION RECORD DRAWING THE INFORMATION ON THIS DRAWING INDICATES CHANGES MADE TO THE CONSTRUCTION DOCUMENTS BASED UPON UTILITY AS -BUILT SURVEY PREPARED BY DAVID EVANS & ASSOCIATES, INC., DATED 3/23/21, AND TRANSFERRED TO THE REPRODUCIBLE DRAWINGS BY THE ENGINEER. +_ CITY OF RENTON Planning/Building/Public Works Dept. R-408531 IN COMPLIANCE WITH CITY OF RENTON STANDARDS WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA NOTES z O 0 LU rr G LU 0- rr� v! O 0- W, Lm 7/29/19 PAGE: DRAWING N0: C1.1 3 T a J N T C) O T U) LU 75 O >z O U) LU U O J J 7o] coterra ENGINEERING PLLC 321 3rd Ave South, Suite 406 Seattle, Washington 98104 ph 206.596.7115 coterraengineering.com 2 DO REVISION SURVEYED: DESIGNED: MB DRAWN: MB CHECKED: PA BY I DATE I APPR I APPROVED: SCALE: 1988 1 »=20' HORIZO TAL- NAD NAVD1983/1991 ONE INCH DATUM AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY M T N o O 20 0 20 m T DATUM SCALE: 1 " = 20' (� NAVD 88 LEGEND O EX. CURB REMOVAL CATCH BASIN PROTECTION C5. SAWCUT LINE REMOVE TREE/STRUCTURE CONSTRUCTION/CLEARING LIMIT X X X X X X X EX. UTILITY LINE REMOVAL T EX. ASPHALT REMOVAL � x x x x x x xx EX. SD LINE REMOVAL O x x x x x x xx EX. SS LINE REMOVAL X X X X O 2 X X X X EX. CEM. CONC. REMOVAL FILTER FABRIC FENCE C5. T - - - - TREE PROTECTION Q NOTES SEE SHEET C1 FOR GENERAL NOTES, EROSION AND SEDIMENTATION CONTROL NOTES AND CONSTRUCTION SEQUENCE. 2. REMOVE EXISTING SITE STRUCTURES. REFER TO ARCH DWGS FOR ADDITIONAL INFORMATION. 3. COORDINATE ELECTRICAL DEMO WITH SCL. PROVIDE TEMPORARY POWER AS REQUIRED. 4. THE CONTRACTOR SHALL IDENTIFY THE CONSTRUCTION EROSION AND SEDIMENTATION CONTROL LEAD (CESCL) FOR THE PROJECT. 5. ALL DISTURBED LANDSCAPED AREAS SHALL BE AMENDED WITH SOIL IN ACCORDANCE WITH CITY OF RENTON REQUIREMENTS. THIS SHALL CONSIST OF A MINIMUM OF 6" OF COMPOST AMENDED TOPSOIL AND TILLED TO 12" MINIMUM DEPTH. 6. PRESERVE AND PROTECT ALL UTILITIES AND SURFACE IMPROVEMENTS NOT INDICATED FOR REMOVAL. SAWCUT ALL SURFACING AND IMPROVEMENTS TO BE REMOVED AT LIMITS OF REMOVAL. 7. ALL LOCATIONS OF EXISTING UTILITIES SHOWN HEREON HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. 8. COORDINATE EXTENTS OF PAVING DEMOLITION WITH PROPOSED PAVING, UTILITY, AND GRADING PLANS. STAGE DEMOLITION TO PROVIDE ADEQUATE HARD SURFACE WORK PAD AND LAYOUT AREAS OR PROVIDE TEMPORARY PAVING OR GRAVEL SURFACING AS NECESSARY. 9. COORDINATE ALL UTILITY DEMOLITION WITH CONSTRUCTION OF NEW SYSTEMS AND PROVIDE TEMPORARY BYPASS AND PUMPING SYSTEMS AS REQUIRED BY CONTRACTORS OPERATIONS. 10. THE CONTRACTOR SHALL PROVIDE SUMPS, PUMPS, AND STORMWATER TREATMENT SYSTEMS AND CONSTRUCT INTERCEPTOR SWALES NECESSARY FOR DEWATERING. NUMBER AND LOCATION OF SYSTEMS TO BE AS REQUIRED BY CONTRACTOR'S OPERATIONS AND SEQUENCING. 11. THE EROSION CONTROL MEASURES SHOWN ON THE DRAWINGS ARE CONSIDERED A MINIMUM AND ADDITIONAL MEASURES WILL BE REQUIRED TO PROTECT ADJACENT PROPERTIES, INCLUDING THE ROW, THE DOWNSTREAM SYSTEM AND RECEIVING WATERS. 12. THE CONTRACTOR SHALL SECURE ALL NECESSARY PERMITS FOR WORK WITHIN THE RIGHT-OF-WAY. CONSTRUCTION SEQUENCE 1. CONSTRUCT STABILIZED CONSTRUCTION ENTRANCE AS REQUIRED. ADJUST AND MAINTAIN AS NECESSARY TO ACCOMMODATE CONSTRUCTION CONDITIONS. 2. INSTALL AND/OR MAINTAIN FILTER FABRIC FENCING AND TREE PROTECTION FENCING. REMOVE OR RELOCATE FILTER FABRIC FENCING AS REQUIRED FOR BUILDING CONSTRUCTION. 3. PROVIDE SEDIMENDATION TANKS AS NECESSARY FOR SITE DEWATERING AND PROVIDE TREATMENT FACILITIES TO MEET AGENCY PERMITTING REQUIREMENTS. OBTAIN REQUIRED PERMITS FOR DISPOSAL. 4. DEMO EXISTING IMPROVEMENTS AND CLEAR AREAS NECESSARY TO ACCOMODATE NEW CONSTRUCTION. PROTECT ANY CLEARING DEBRIS STOCKPILED ON THE SITE WITH PLASTIC COVERING OR APPROVED COVER. 5. EXCAVATE AND GRADE AREAS NECESSARY FOR CONSTRUCTION OF NEW IMPROVEMENTS. PROTECT ANY EXCAVATION SPOILS STOCKPILED ON THE SITE WITH PLASTIC COVERING. PROPERLY DISPOSE OF ANY SOILS NOT TO BE REUSED OR IF THERE IS NOT ADEQUATE AREAS ON -SITE FOR STOCKPILING DURING CONSTRUCTION. 6. CONSTRUCT UTILITIES AND NEW IMPROVEMENTS AND UPGRADE TESC FACILITIES AS NEEDED. 7. IMMEDIATELY STABILIZE EXPOSED BACKFILLED AREAS WITH MULCH OR PERMANENT RESTORATION PLANTING. 8. UPON COMPLETION OF CONSTRUCTING IMPROVEMENTS INSTALL PERMANENT PLANTING AND REMOVE EROSION CONTROL BMPS. 9. PROVIDE COMPOST AMENDENDMENTS TO SOIL IN ACCORDANCE WITH CITY OF RENTON REQUIREMENTS PRIOR TO RESTORATION. R 408532 CONSTRUCTION RECORD DRAWING THE INFORMATION ON THIS DRAWING INDICATES CHANGES MADE TO THE CONSTRUCTION DOCUMENTS BASED UPON UTILITY AS -BUILT SURVEY PREPARED BY DAVID EVANS & ASSOCIATES, INC., DATED 3/23/21, AND TRANSFERRED TO THE REPRODUCIBLE DRAWINGS BY THE ENGINEER. + CITY OF RENTON Planning/Building/Public Works Dept. IN COMPLIANCE WITH CITY OF RENTON STANDARDS WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA TESC PLAN z O v! LU rr G rr LU I..r. rr� v! O n z O U U) z O U J_ U 7/29/19 PAGE: DRAWING NO: C2.0 11 N T O O T n U) LU 75 O >z O U) LU U O J J ,WWI HOOD FE TO N( VINYL FE TO S( 6'H VI FE co erra ENGINEERING PLLC 6413 Phinney Ave North Seattle, Washington 98103 ph 206.596.7115 coterraengineering.com T Ado! !N 0) 0 rn 1 20 0 20 T U SCALE: 1 " = 20' DATUM NAVD 88 APN 092305-9061 TRI C & L LTD PTSHP ROOF ELEV. LEGEND =371.84' EXISTING BUILDING - PARTIAL FOOTPRINT 5 ° GATE rr rir rii rir r� ROCKERY CONCRETE CURB o WHEELSTOP S883_56' 4"E . 7' ----------------- �-- 334.00 PROPOSED F.G. ELEVATION / NDOW 4 2 wE7L BW 339 174.62' 334 ADA SYMBOL TWJ34 U 8, CAPPROPOSED F.G. CONTOURBW1 L 618 cTW 335 T BW 333 338.90 RT 1 R Q0 TW 342 - SAWCUT LINE 3 ADA LOADING C)BW 339 I � \ 338 0 339338.29338.30 _ SLOPE DIRECTION C5. C) APN 722780-1370 8 C) 33 PERRINE C RETAINING WALL � 33.90 90 REBAR CAP TC 333.0 I I `3 ? M LS 4 1� T C 332.55 I 74 2 3 TREE PROTECTION Q 33 .10 0 CORNER B 332.45 .1 it �� S8 °55'49 "145 E TW 332.5 �36 ` p/ TW 3 GAT PARK BENCH r 6 ' ASPHALT CONC. 335 5 2 J BW 32.0 1 - ` (TYP.) _-_ PAVEMENT C5 7 SEE NOTE 5 BW 33 .o \ ` 33 .15 I �r� 6r/R•R_TIE WALL_ I/ TW 341 rrrrrriiirrrnnniii 331.0 R25\ \ 336.90 FF33 j 0 BW 339 HEAT MPrr 336.52 °'a 1 TW 332.5 BW 336.00 335.90� OCKERY (TYP) ° . ° CEM CONC WALK C5.7 BW 330. 1011, \ i z TC 332.73 W c �- � / 336.47 .23 c� 33336. TW .40 6 0 lriii iiiii� 4 0 � � 2,,. 336.00 3 .40 330.50 PO 25' TW 336. CEM CONC PAVEMENT rrnn TW 336.5 BW 335. CONC AIN] g0- 375 C5.7 VJ 5.50 36.00 TW 338. 336. 2 WAL ND RAILIN 33647 B337 E LIE 0 T 1 .0 ffNTON I A ORITY ; -�_. > TW 3 .5 332.40 0 22.83' 2 .1 /�� TH F TR 38 3 5 o PE PLAN POROUS ASPHALT 3 W 33 .0 BW 33 .52 Y36 1( ° /T :• ", ' 33 0 45.0 N89' 58 31.1 W 4 RF 4 LSK-01 9 rrr - �:= ; PAVEMENT C5 7 W TC 32.50 � W 3 80 335.47 � 337.0ofi9qPLAYGROUND rim BW 337.0 TW 33 .92 ° / V 5436.52 MAX. P 8.3% MAX. BW 33 .50 • VERTIC U WIT Al N a° NOTES YP) BC 2.02 V I + �3 .50 3 8.0 33 .92 �- (V fTl \ BW 3 7.9 33 ,27, 338.30 5 0 .' P F�li� H °° ° T 336.90 338.3 riii C 333.40 TW 7.0 39.92 ° �\ EW GRA ES 1. AN AUTOCAD FILE WILL BE PROVIDED TO THE CONTRACTOR FOR LAYOUT. G 332.90 BW 33s.5 33s.9 \`� G / \ 338.10 33 . 7 342. 2 „ O 2. COORDINATE WORK WITH ARCHITECTURAL AND LANDSCAPE ARCHITECTURAL DRAWINGS. TW 340.0 .q � 5% AX. °. ? TW 338.0 BW 337.5 W 42.9 3 3.2 a C 333.E BW 33 0 / 335.5 6 ` 42.ss 3. SEE ARCHITECTURAL SITE PLAN FOR ADDITIONAL SITE INFO. T BW 335. TC 333.40 uj C 333. \ ) 3 3. ^ . C p�32.9 ?� �o ® (E 4. SEE SHEET C1 FOR GENERAL NOTES. � O � 34 Ex°•'• 3 5. SEE SHEET L1.3, LANDSCAPE PAVING PLAN, FOR ASPHALT PAVEMENT TEXTURE DETAILS. A P 0 TC 3. 'S ( ) RE TO HOSIIN THO ITY ^"4 0 3 1 LOT L 3 .80 Tw 344.0 I I Yr R25 I / \ 33632 I� (TYP) 2.15 342.75 GRADING NOTES 0 I t173 .50 ...�;:.- s• _ ' _ 6. 2 A P I I / 333.90 33.9017 3 4.903 s.a • r. = ° ' 1. ALL EARTHWORK AND SUBGRADE PREPARATION SHALL BE PERFORMED IN ACCORDANCE WITH I < / wC43 I '' =` '' '' THE REQUIREMENTS AND RECOMMENDATIONS OF THE GEOTECHNICAL REPORT PREPARED z 20 As FOR THIS PROJECT. I 335. 0 ";'' •s ; 3`' .90 / I ACCESS TYP) �' I: I 336.9 o 2. FINISH GRADE INDICATED IS FINAL SURFACE ELEVATION FOLLOWING PLACEMENT OF ALL / SURFACING MATERIALS. SPHALII 3t \' q U 3 4.50I o P ���0 OUS(�'4'�I, ,,.• .� •• .ti ::.. 6 H, . 0 . d� 333.65 NCE 3. GRADE ALL AREAS TO PROVIDE DRAINAGE AWAY FROM THE BUILDING. FINE GRADE AREAS TO DIRECT DRAINAGE TO DRAINAGE STRUCTURES. 2: MAX P) \ \ �\ � nlj• I )�v� ' 10 (E) 6 7 (E) 343.28 E , N6 . o3 33 50 " '"'` i F 4. WALKWAYS SHALL HAVE MAXIMUM LONGITUDINAL SLOPE OF 5% AND MAXIMUM CROSS SLOPE L I bNCRETE MRB (TYP OF 2%. rrr^^ 15 WIDE Q,w 4'ty I I v! ' ECESS CURB '` .: .. 339.10 .I I I 5. IMPORTED FILL MATERIAL SHALL BE OBTAINED FROM A WASHINGTON DEPARTMENT OF z 334.90 ILT RA EX ARE TRANSPORTATION APPROVED SOURCE. SUBMIT CERTIFICATE 14 DAYS PRIOR TO •'••'•b .•.':•• • I � 4' 4 FRVMJL � ''-.1 MATCFII RTY 335.90 W/ TINU X AE `\ IROOF E CONSTRUCTION. 0 34.40 T E.S 69; ►' I I \ F :• p�N / 6 IE 0mi �s C t 1 334.5 3 7.90 337.90 s D , °' EARTHWORK (AGENCY REVIEW ONLY) J f F:F,= 6" CS C GRAVEL N 1 I 33 90 w\ MAINTE ANCE DRIVE w �9 :4• O� cp a APPROX QUANTITIES: FILL 1800 CY 5so / Q �- ,3 , I E FILL VARIES 0-5 FT HIGH U 38.00 S LANE NO P •90 ROUS 9� ALT 18 _ CONTRACTOR SHALL PROVIDE LOCATION OF ORIGINAL OF ALL FILL SOIL AND LOCATION OF SOIL CL NO w\0w w _ _ REMOVED FROM THE SITE (SEE NOTE 5 GRADING NOTE) Fg §bo EBA C FIRE LANE ARKING w O M S 4 8 .1` �. FIRE w- w o I\ \� co 1.26\ ENO PARKIN SITE AREAS (AGENCY REVIEW ONLY) SIN LINK FENCE O 3 CD�/ 12 N83°55'49"7.36' �r`.: \ o d.° PHASE 1 (EASTERN HOMESTEAD TOWNHOME DEVELOPMENT) - 31,187 SF APN 722780-1385�ARP°I 328.00 - - - x - - X x _x SEE UTILITY PLANS FOR ADDITIONAL PROPOSED UTILITY EASEMENTS. VI S S E R �rrrrri EXISTING GARAGE FOUND REBAR &CAP r EXISTING H li A A n G n n Cl) APN 092305-9161 PARTIAL SSM LS #43612, 43618 dSIEH INVESTMENTS FOOTPRINT ON SOUTH LINE 2 DO RECORD DRAWINGS REVISION 4/9/21 SURVEYED: DESIGNED: MB DRAWN: MB CHECKED: PA BY DATE APPR APPROVED: 1.1'W OF CORNER CONSTRUCTION RECORD DRAWING THE INFORMATION ON THIS DRAWING INDICATES CHANGES MADE TO THE CONSTRUCTION DOCUMENTS BASED UPON UTILITY AS -BUILT SURVEY PREPARED BY DAVID EVANS & ASSOCIATES, INC., DATED 3/23/21, AND TRANSFERRED TO THE REPRODUCIBLE DRAWINGS BY THE ENGINEER. SCALE: 1"=20' VERTICAL HORIZONTAL- NAVD CITY 0 F IZONTAL• NAD 1983/183/1991 RENTON ONE INCH DATUM AT FULL SCALE Planning/Building/Public Works Dept. IF NOT ONE INCH SCALE ACCORDINGLY n'f-FVOJJJ I � IN COMPLIANCE WITH CITY OF RENTON STANDARDS O >z O cn W WILLOWCREST TOWNHOMES DAM 7/29/19 U EDMONDS AVE NE, RENTON, WA FIELDBDDK: PAGE: O DRAWING NO: PAVING AND GRADING PLAN C3.0 J SHEET: OF: 12 35 ,WWI TELEPHONE RISER STREET SIGN 'ENCE IORTH -ENCE ;OUTI4 VINYL ENCE JBOX TELEPHONE RISER SIGNAL JBOX coterra ENGINEERING PLLC 6413 Phinney Ave North Seattle, Washington 98103 ph 206.596.7115 coterraengineering.com THE NORTH LINE OF THE S1/2 OF THE W1/2 OF THE NW1/4 OF THE NW1/4 OF THE NW1/4 OF SEC 9, TWP 23N, RNG 5E, W.M. TYPE I CB\WIT RIM 333.81 IF 329.11 8" E IF 329.01 8" W 1 ,-%, 6" 8" I INTO TANK LF 8" SD B #8 TYPE WITH BEEHIVE RIM 331.08 IF 327.48 6" S IF 327.03 8" E RIM 331.99 IF 330.49 8" W �I T APN 092305-9061 00 TR I C& L LTD P TSH P ROOF ELEV. =371.84 EXISTING BUILDING 0) I PARTIAL FOOTPRINT 20 20 T \ GATE rr rii ri rii r ROCKERY S88_56' 4"E 7' --------------------� SCALE: 1" = 20' - - -DATUM NDOW WEL 174.62' 3 9 UN & CAP ' NAVD 88 L D s L #43 618 RTOR LEGEND 5 PHASE 1 DEVELOPMENT TORMWATER DE`iENTION SYS EM IF 324.00 36" IN It IF 322.97 36" 0 T 2 CB W� ROUND SOLID RIM 332.85 IF 326.70 8" S IF 324.00 36" N 60" TYPE 2 C5. C8IT' SOLID OCK"I ULNID M Dj ' ' RI I20 LF 6" SD ® .0% 14L 8"SD@ 1 6% CB 6A 48" TYPE 2 B W/ SOLID ID RIM 333.19 IF 320.34 6" W, 8" NW "Lit IF 320.19 8" S " 28 F8"S @2.0. 38 F 8" SD @ 1.0% CB #6 //48 TYPE CB W/ SO ID LID RIM 333.67 IF 321.87 8" N +E22.00 8" +E � w I 319.52 8" NW,S " , o Lu43 LF it SD @ .0% w 59 LF 8' SD @ 0% CB #5 0 4" TYPE 21 CB W SOLID L D RIM 329.06 IE319.474"E_ . IF 319.07 8" N,S , 20 8" SD ® 1.0% 4'H CHAIN LINK FENCE - THE NORTH LINE OF THE SOUTH 75' APN 092305-9161 OF THE S1/2 OF THE W1/2 OF THE HSIEH INVESTMENTS NW1/4 OF THE NW1/4 OF THE NW1/4 CB #4 OF SEC 9, TWP 23N, RING 5E, W.M. 48" TYPE 2 CB W/ SOLID LID RIM 328.30 Rgin IF 323.85 8" E 1E 323.20 8"-E IF 319.20 8" N, W 2 DO RECORD DRAWINGS REVISION PERFORATED DRAIN LINES ON -SITE FLOW CONTROL BMP (TYP) CB #11 W/ SOLID LID RIM 50 RIM 330.47 IF 327.67 8" 20 LF 8" SD ® 1.0% CB #12 W/ VANED GRATE RIM -329-50 RIM 330.04 1r�0 IF 328.01 8" 4/9/21 SURVEYED: DESIGNED: MB DRAWN: MB CHECKED: PA BY DATE APPR APPROVED: SCALE: 6 APN 722780-1370 0 CLEANOUT C5. PERRINE AREA DRAIN - USE 10" OO POLYCAST NDS GRATE OR APPROVED EQUIVALENT F.F.=31 ALARM 1 2 - - 6 R R_TIE WALL CB TYPE 1 C5. C5. riiimnmiiirrrirrrriiii HEATPUMP a 3 48" CB TYPE 2, U.N.O. Pow[ 48" SDMH, U.N.O. METE[ Gov F DOWNSPOUT CONNECTION C5. - 375 A ORITY ° [�:3 SPLASH BLOCK ROOF ELI 9 � -.- rrr 4" STORM DRAIN 1 rii / EXISTING -f - STORM DRAIN MAIN a FOOTPRIN i NOTES ° °°: rrr; 1. SEE SHEET C1.0 AND C1.1 FOR GENERAL NOTES, GENERAL STORMWATER NOTES, AND GENERAL SANITARY SEWER NOTES. ROOF ELEV.=3 HT:= 2 ALL WORK SHALL BE IN ACCORDANCE WITH CITY OF RENTON STANDARDS AND 'rr�ilrrr air REQUIREMENTS. 3. STORM DRAIN (SD) PIPE SHALL BE PER COR STANDARD PLANS 220.10 AND 220.20 =mac - - = (DETAILS 4 AND 5 SHEET C5.4). CONTRACTOR CAN SELECT FROM PVC ASTM D3034 _ SDR 35 (GREATER THAN 3 FT OF COVER), LCPE (GREATER THAN 2 FT OF COVER) OR D CITY APPROVED MATERIAL UNLESS OTHERWISE SHOWN. SD PIPE WITH LESS THAN 2 FT OF COVER SHALL BE DUCTILE IRON PIPE. 4. FOR ALL CATCH BASINS WITH GRATES PROVIDE PAINT STENCIL WITH "DUMP NO WASTE F.F.=345.82'- DRAINS TO LAKE" OR APPROVED STORM DRAIN LABELS PER EVERGREEN STANDARDS. SUBMIT TO OWNER FOR APPROVAL PRIOR TO INSTALLATION. 5. FOOTING DRAINS SHALL BE CONNECTED BY TIGHTLINE TO SITE STORM DRAINAGE ROOF ELEV.=37� DOWNSTREAM OF DETENTION FACILITY. HT: =I- 6. SEE SHEETS C5.3 TO C5.6 AND C5.8 TO C5.9 FOR DRAINAGE DETAILS. CB # SQUPI.QOyfVIM(,, RIM 339.06 RIM 339.17 IF 335.82 6" N IF 336.57 6" NIF 335.81 8" S IF 336.52 8" E IF 336.51 6" S ROOF ELEV.=379.08' cj'� 1 HT:=34.0' TO EX P4f S6 \ nn uro SSC 1 TOG RIM 340.05 - - - it zz� n c" ni 37 LF 8" SD ® 1.0% IF 335.07 8" N, S FOISQD §T , �q BYPASS SS SSM LS 4 �`� �UTH LINE 1. o CB V14 W/ SOLID LID RIM 336.29 RIM 336.13 1" 333.20 IF 333.53 8" N IF 333.21 8" W 1988 1 »=20' HORIZONTAL- NAD NAVD1983/1991 ONE INCH DATU M AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY EXISTING HOUSE PARTIAL FOOTPRINT LUINJINuuIIUIN RECORD DRAWING THE INFORMATION ON THIS DRAWING INDICATES CHANGES MADE TO THE CONSTRUCTION DOCUMENTS BASED UPON UTILITY AS -BUILT SURVEY PREPARED BY DAVID EVANS & ASSOCIATES, INC., DATED 3/23/21, AND TRANSFERRED TO THE REPRODUCIBLE DRAWINGS BY THE ENGINEER. + CITY OF RENTON Planning/Building/Public Works Dept. UTILITY CROSSINGS O PIPE 1 IF PIPE 2 IF 1 327.87 (8" SD NW) 325.68 (8" SD W) 2 326.20 (8" SD W) 327.67 (8" SD N) 3 327.15 (8" SD NW) 324.94 (8" SD SW) 4 333.43 (8" SD SW) 329.42 (8" SD SE) R-408534 IN COMPLIANCE WITH CITY OF RENTON STANDARDS WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA STORM DRAINAGE PLAN PAGE: 0 H • 01 a J Z 0 0 W T O O Lu 0 0 � � 0 0- Z 0 U rr� vJ Z 0 U J_ W, U 7/29/19 DRAWING NO: C4.0 SHEEP: OF: 13 3: U) Lu 2 0 >Z 0 U) Lu U 0 J J z C7 WATERLINE w�I l I O I N i A (G2) a I' of I THE NORTH LINE OF THE S1/2 OF 1" DOMESTIC WATER PN 092305-9061 THE W1/2 OF THE NW1/4 OF THE 6 DOUBLE CHECK TRI & L LTD PTSHP ROOF ELEV. ° NW1/4 OF THE NW1/4 OF SEC 9, VALVE ASSEMBLY EXISTING BUILDING TWP 23N, RING 5E, W.M. C5.=371.84' PARTIAL FOOTPRINT o (TYP OF ALL BLDGS) I a . 6" SS 2.0% r1ERY8° 54" GATE 30 0' S #5 (TYP) ---' I s 1 88°56' 4'E 7'- - - - ------------- _--- W I WEL NDOW 1- - - - ° A A ° _ 1+00 1 00 UN &CAP N ; I I S L #43 618 bo SIGN i 2" C OSS S p RT m I 3 2 - BLI FLA GE SFWE e�� q 6" S SERVICE,1 oR 5. 5. "TEMP BOW-0 F R NET P PIG STATION P R 3.5 EL FF LL� N a TY BLDG C) APN 722780-1370 C R STD PLAN 300. / I m I I CONICBL CKING REBAR 4 FIRE HY ANT cAP PERRINE LL W 1" OM W LS 43618 S I .° • 3c� , I � , ° , A N - •% ER CE (TYP 74 of 2OF . 3 P) co cmI C5. / �� BLDG A ii S 5 49 145 6 3 3 N ° 6 5 1" STIC WATER a .• d� x PARK BENCH SERDVI EEAND METER I / _ / / (TYP.) - s R.R_TI ALL - ° p 3 II N a AND OUBLE CHE K / C ECK VALVE ULT / I LUI JBIOX COR00 MARE ST SSPLANL 3 0.8 �,_ \ (TY SEE NOTE 14 • i / HEATPUMP VAL TELEPHONE RISER STREET SIGN LUMI�AIRE & JBOX FIRE - HYDRANT SIGNAL - JBOX EPHONE RISER SIGNAL JBOX OF SEC 9, TWP 23N RNG 5E, W.M. PUBLIC SANITARY SEWER MAIN PROFILE 1 (TYP) EX 8" SS MAIN PROFILE SHEET I AND IE (TYP) S88°55'42"E 319.70' I co erra ENGINEERING PLLC 6413 Phinney Ave North Seattle, Washington 98103 ph 206.596.7115 coterraengineering.com 2 DO RECORD DRAWINGS REVISION 4/9/21 SURVEYED: DESIGNED: MB DRAWN: MB CHECKED: PA BY DATE APPR APPROVED: SCALE: 2 WATER MAIN C5. 1-12" COUPLING 12" NIPPLE FOUND REBAR & CA45' HB MJ SSM LS #43612, 436BLOCKING ON SOUTH oC E EX 12" W 1.1'w AS UIRED. FIELD LOCATE LINE AND GRADE PRIOR TO CONSTRUCTION 1988 1 »=20' HORIZO TAL• NAD NAVD1983/1991 ONE INCH DATUM AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY EXISTI FOOTP ROOF ELEV.= H POWEF METER a d �\AC�ARPdCARPOf�.T APN 722780-1385 j.. VISSER \ EXISTING HOUSE PARTIAL FOOTPRI� -f - - SANITARY SEWER MAIN - - - - SANITARY SERVICE LINE e CLEANOUT 5 C5. SANITARY SEWER MANHOLE 48" 2 SEE NOTE #12 THIS SHEET. C5. C500110 - - - WATER SERVICE LINE WATER/FIRE MAIN x H WATER VALVE 6 C5. FIRE HYDRANT 4 C5. 5 61 WATER METER C5. H 11.25° BEND �- 22.5` BEND 45- BEND rl 90- BEND WATER CAP # WATER COUPLING 2 C5. 001 WATER REDUCERS IZI WATER TEE 7 ® CONC THRUST BLOCKING HORIZ C5. FIRE DEPT CONNECTION 9 POST INDICATOR VALVE NOTES 1. SEE SHEET 01.0 AND C1.1 FOR GENERAL NOTES, GENERAL STORMWATER NOTES, AND GENERAL SANITARY SEWER NOTES. 2. ALL WORK SHALL BE IN ACCORDANCE WITH CITY OF RENTON STANDARDS AND REQUIREMENTS. 3. SANITARY SIDE SEWERS SHALL BE CONSTRUCTED IN ACCORDANCE WITH CITY OF RENTON STANDARD 406.2. 4. PROVIDE 3' MIN COVER OVER FIRE SERVICE AND FDC LINES. 5. DESIGN BUILD FIRE SPRINKLER CONTRACTOR SHALL VERIFY SIZE OF FIRE SERVICE METER AND FIRE SERVICE, BACKFLOW PREVENTER, AND FDC LINES PRIOR TO CONSTRUCTION. FDC LINES SHALL HAVE CHECK VALVES INSIDE BLDG. 6. STATE OF WASHINGTON LEVEL III FIRE PROTECTION SPRINKLER CONTRACTOR SHALL DESIGN AND PREPARE THE UNDERGROUND SUBMITTAL DRAWINGS PER THE STATE OF WASHINGTON WAC 212-80-043(9). A STATE OF WASHINGTON LEVEL U UNDERGROUND CONTRACTOR SHALL PERFORM THE INSTALLATION OF THE UNDERGROUND PIPING PER THE STATE OF WASHINGTON WAC 212-80-043(2). 7. LOCATE ALL WATER METER AND DOUBLE CHECK VALVE BOXES FOR DOMESTIC SERVICES OUTSIDE OF MAIN DRIVEWAY AISLES AND PROVIDE TRAFFIC RATED LIDS. 8. SEE SHEETS C5.0 TO C5.2 FOR APPLICABLE DETAILS. 9. ALL MECHANICAL JOINT FITTINGS SHALL HAVE RESTRAINED JOINT RETAINER GLANDS EQUAL TO MEGALUG SERIES 1100 AND CONCRETE BLOCKING. 10. SURFACE MOUNTED UTILITIES SHOWN ON LANDSCAPE SHEETS PER HEARING EXAMINER CONDITION OF APPROVAL #6. 11. AN AUTOCAD FILE WILL BE PROVIDED TO THE CONTRACTOR FOR LAYOUT OF ALL WORK. STATIONING FOR WATER LINE WORK SHOWN ON WATER LINE PROFILE PLAN SHEET C4.3. 12. SANITARY SEWER MANHOLES SHALL BE PER COR STD DTL 400.2, "SANITARY MANHOLE SHALLOW" SHOWN ON DETAIL 2, SHEET C5.1, UNLESS NOTED OTHERWISE. SANITARY MANHOLES WITH RIM TO LOWEST INVERT DISTANCE GREATER THAN 7.0' SHALL BE PER COR STD DTL 400.1, "STANDARD SANITARY MANHOLE" SHOWN ON DETAIL 1, SHEET C5.1. 13. INDIVIDUAL PRESSURE REDUCING VALVE ASSEMBLIES PER DETAIL 7, SHEET C5.0 SHALL BE INSTALLED ON EACH DOMESTIC WATER SERVICE WITHIN EACH TOWNHOME UNIT DOWNSTREAM OF THE DCVA. Q r� 14. CHECK VALVE VAULT TO BE 444 UTILITY VAULT. R-408535 15. BLDG B FDC CHECK VALVE LOCATED INSIDE THE BLDG. S-408504 CONSTRUCTION RECORD DRAWING THE INFORMATION ON THIS DRAWING INDICATES CHANGES MADE TO THE CONSTRUCTION DOCUMENTS BASED UPON UTILITY AS -BUILT SURVEY PREPARED BY DAVID EVANS & ASSOCIATES, INC., DATED 3/23/21, AND TRANSFERRED TO THE REPRODUCIBLE DRAWINGS BY THE ENGINEER. CITY OF RENTON Planning/Building/Public Works Dept. W-408503 z O v_! Lu I G rr nW I..r. r� v! O n z O Il00000- Z) rr r� VJ z O U \J_ W, u IN COMPLIANCE WITH CITY OF RENTON STANDARDS WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA COMPOSITE UTILITY PLAN 7/29/19 PAGE: DRAWING NO: C4.1 SHEEP: OF: 14 3! 0 H H • a J N T O O 0 rn T n vJ Lu 2 O >z O U) Lu U O J J 10+00 coterra ENGINEERING PLLC 6413 Phinney Ave North Seattle, Washington 98103 ph 206.596.7115 coterraengineering.com 11+00 12+00 13+00 PUBLIC SANITARY SEWER MAIN PROFILE 1 SCALE: HORZ. 1 " = 20' VERT. 1" = 10' W c/i 00 z � � Q0 r7 Lf) rM rM N . ......... .... Lrj....... ......... ......... ......... .....00 i `� �....... N ......... .. ro ....... EXISTING GRADE ...... _ 34O ......... ....... '. ! S ....... ...... FINISH GRADE: ....... -i� ........ . <D 1" DOM WA SERV (11j C/) fj:� , U)..--T ....... 1 DOM WA SERV (10).. . . 1.. DOM: WA SERV . 7 ..... . .......... . ....... ................... _'; ... .....16.' ... .... : ......... ................ 330 .... 4 , FND�D „ s SSS (12) 8 SD (3 )... 1.6....... ... .... .. 6" SS (10) ...... 6» SSS ....... 6» SSS (9) ..... . , . ......... ...... ! 2.1 . ; .... .. 6$$ .SSS . (6) . . . 6" � SSS (g) .......:......... . 6» SSS (5)..... , ... .61$' SSS: (7) .......:......... 320 6" NIA rFi (2) 102:88'` of 8" PVC @' 8.50% ..... . 10+00 11+00 PUBLIC SANITARY SEWER MAIN PROFILE 2 SCALE: HORZ. 1 " = 20' VERT. 1 " = 10' RECORD DRAWINGS REVISION SURVEYED: I SCALE: DESIGNED: MB DRAWN: MB ICHECKED: PA I BY I DATE I APPR I APPROVED: iv 330 320 1 "=20' ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERnCAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUM 14+00 15+00 DATUM NAVD 88 NOTES 1. SEE SHEET C1.0 AND C1.1 FOR GENERAL NOTES, GENERAL STORMWATER NOTES, AND GENERAL SANITARY SEWER NOTES. 2. ALL WORK SHALL BE IN ACCORDANCE WITH CITY OF RENTON STANDARDS AND REQUIREMENTS. 3. SEE SHEETS C5.0 TO C5.1 FOR APPLICABLE DETAILS. CONSTRUCTION RECORD DRAWING THE INFORMATION ON THIS DRAWING INDICATES CHANGES MADE TO THE CONSTRUCTION DOCUMENTS BASED UPON UTILITY AS —BUILT SURVEY PREPARED BY DAVID EVANS & ASSOCIATES, INC., DATED 3/23/21, AND TRANSFERRED TO THE REPRODUCIBLE DRAWINGS BY THE ENGINEER. CITY OF RENTON Planning/Building/Public Works Dept. R-408536 S-408505 IN COMPLIANCE WITH CITY OF RENTON STANDARDS WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA SANITARY SEWER PROFILE z 0 U) Lu rr 2 rr W n r I—n V 0 n z 0 U Z) rr I— z 0 U J_ A 7/29/19 PAGE: DRAWING N0: C4.2 15 A� `c' • T a J N T O O C) TI V J T n U) Lu 2 0 >z 0 U) Lu U 0 J J (D M T O O T U V H H H N T O O TO V J ►! (D M T O O T U V H H H N T O O TO V J ►! DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 DRAINAGE GRATE ME SEDIMENT AND DEBRIS DRAINAGE GRATE (RECTANGULAR GRATE SHOWN) BELOW INLET GRATE DEVICE FILTERED WATER - SECTION VIEW ISOMETRIC VIEW 5" MAX. TRIM OVERFLOW BYPASS < BELOW INLET GRATE DEVICE RETRIEVAL SYSTEM (TYP.) OVERFLOW BYPASS (TYP.) NOTES: 1. PROTECTION SHALL BE PROVIDED FOR ALL STORM DRAIN INLETS DOWNSLOPE AND WITHIN 5DO FEET OF A DISTURBED OR CONSTRUCTION AREA, UNLESS THE RUNOFF THAT ENTERS THE CATCH BASIN WILL BE CONVEYED TO A SEDIMENT POND OR TRAP. 2. INLET PROTECTION SHALL BE USED TO PROTECT THE DRAINAGE SYSTEM. 3. THE CONTRIBUTING DRAINAGE AREA MUST NOT BE LARGER THAN ONE ACRE. 4. SIZE THE BELOW INLET GRATE DEVICE BIGD FOR THE STORMWATER STRUCTURE IT WILL SERVICE. 5. THE BIGD SHALL HAVE A BUILT-IN HIGH -FLOW RELIEF SYSTEM (OVERFLOW BYPASS). 6. THE RETRIEVAL SYSTEM MUST ALLOW REMOVAL OF THE SIGD WITHOUT SPILLING THE COLLECTED MATERIAL. 7. PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATION B-01.3(15). 8. ANY SEDIMENT IN THE CATCH BASIN INSERT SHALL BE REMOVED WHEN THE SEDIMENT HAS FILLED ONE-THIRD OF THE AVAILABLE STORAGE. THE FILTER MEDIA FOR THE INSERT SHALL BE CLEANED OR REPLACED AT LEAST MONTHLY. UNLESS OTHERWISE NOTED, DRAWING 15 NOT TO SCALE (NTS) AO=•a�STD. PLAN - 216.30 PUBLIC WORKS APPR H) IL-m-*B DEPARTMENT CATCH BASIN INSERT GAZ 9/28/2018 vorksaamxay.",o< DATE CATCH BASIN INSERT C5.0 NTS DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES: THE FOLLOWING IS A LISTING OF GENERAL NOTES THAT SHALL BE INCORPORATED IN THE EROSION AND SEDIMENT CONTROL (ESC) PLAN SET. ALL THE NOTES ON THE LIST MAY NOT PERTAIN TO EVERY PROJECT. THE APPLICANT OR OWNER, HEREBY REFERRED TO AS APPLICANT, MAY STRIKE OUT IRRELEVANT NOTES IF NOT APPLICABLE TO THE PROJECT. HOWEVER, THE APPLICANT SHALL NOT RENUMBER NOR EDIT THE REMAINING NOTES. IF ADDITIONAL NOTES ARE NEEDED FOR SPECIFIC ASPECTS, THEY SHALL BE ADDED AFTER THE ESC STANDARD PLAN NOTES. 1. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY OCCURS, A PRE -CONSTRUCTION MEETING SHALL BE HELD AMONG THE CITY OF RENTON, HEREBY REFERRED TO AS THE CITY, THE APPLICANT, AND THE APPLICANTS CONTRACTOR. 2. THE APPLICANT IS RESPONSIBLE FOR OBTAINING THE WASHINGTON STATE DEPARTMENT OF ECOLOGY (ECOLOGY) CONSTRUCTION STORMWATER GENERAL PERMIT, IF IT IS REQUIRED FOR THE PROJECT. THE APPLICANT SHALL PROVIDE THE CITY COPIES OF ALL MONITORING REPORTS PROVIDED TO ECOLOGY ASSOCIATED WITH THE CONSTRUCTION STORMWATER GENERAL PERMIT. 3. THE ESC PLAN SET SHALL INCLUDE AN ESC CONSTRUCTION SEQUENCE DETAILING THE ORDERED STEPS THAT SHALL BE FOLLOWED FROM CONSTRUCTION COMMENCEMENT TO POST -PROJECT CLEANUP IN ORDER TO FULFILL PROJECT ESC REQUIREMENTS. 4. THE BOUNDARIES OF THE CLEARING LIMITS, SENSITIVE AREAS AND THEIR BUFFERS, AND AREAS OF VEGETATION PRESERVATION AND TREE RETENTION AS PRESCRIBED ON THE PLAN(S) SHALL BE CLEARLY DELINEATED BY FENCING AND PROTECTED IN THE FIELD IN ACCORDANCE WITH APPENDIX D OF THE CITY OF RENTON SURFACE WATER DESIGN MANUAL (RENTON SWDM) PRIOR TO THE START OF CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE CLEARING LIMITS SHALL BE PERMITTED. THE CLEARING LIMITS SHALL BE MAINTAINED BY THE APPLICANT/ESC SUPERVISOR FOR THE DURATION OF CONSTRUCTION. 5. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES, SUCH AS CONSTRUCTED WHEEL WASH SYSTEMS OR WASH PADS, MAYBE REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN AND TRACK -OUT TO ROAD RIGHT OF WAY DOES NOT OCCUR FOR THE DURATION OF THE PROJECT. IF SEDIMENT IS TRACKED OFFSITE. PUBLIC ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY, OR MORE FREQUENTLY DURING WET WEATHER, AS NECESSARY TO PREVENT SEDIMENT FROM ENTERING WATERS OF THE STATE. 6. WASHOUT FROM CONCRETE TRUCKS SHALL BE PERFORMED OFF -SITE OR IN DESIGNATED CONCRETE WASHOUT AREAS ONLY. DO NOT WASH OUT CONCRETE TRUCKS ONTO THE GROUND. OR TO STORM DRAINS OR OPEN DITCHES. ON -SITE DUMPING OF EXCESS CONCRETE SHALL ONLY OCCUR IN DESIGNATED CONCRETE WASHOUT AREAS. 7. ALL REQUIRED ESC BMPS SHALL BE CONSTRUCTED AND IN OPERATION PRIOR TO LAND CLEARING AND/OR CONSTRUCTION TO PREVENT TRANSPORTATION OF SEDIMENT TO SURFACE WATER, DRAINAGE SYSTEMS AND ADJACENT PROPERTIES. ALL ESC BMPS SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH TIME THAT CLEARING AND/OR CONSTRUCTION IS COMPLETE AND POTENTIAL FOR ON -SITE EROSION HAS PASSED. ALL ESC BMPS SHALL BE REMOVED AFTER CONSTRUCTION IS COMPLETED AND THE SITE HAS BEEN STABILIZED TO ENSURE POTENTIAL FOR ON -SITE EROSION DOES NOT EXIST. THE IMPLEMENTATION, MAINTENANCE, REPLACEMENT, ENHANCEMENT, AND REMOVAL OF ESC BMPS SHALL BE THE RESPONSIBILITY OF THE APPLICANT. 8. ANY HAZARDOUS MATERIALS OR LIQUID PRODUCTS THAT HAVE THE POTENTIAL TO POLLUTE RUNOFF SHALL BE DISPOSED OF PROPERLY. 9. THE ESC BMPS DEPICTED ON THIS DRAWING ARE INTENDED TO BE MINIMUM REQUIREMENTS TO MEET ANTICIPATED SITE CONDITIONS. AS CONSTRUCTION PROGRESSES AND UNEXPECTED OR SEASONAL CONDITIONS DICTATE, THE APPLICANT SHALL ANTICIPATE THAT MORE ESC BMPS WILL BE NECESSARY TO ENSURE COMPLETE SILTATION CONTROL ON THE PROPOSED SITE. DURING THE COURSE OF CONSTRUCTION, IT SHALL BE THE OBLIGATION AND RESPONSIBILITY OF THE APPLICANT TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED BY THE ACTIVITIES AND TO PROVIDE ADDITIONAL ESC BMPS, OVER AND ABOVE MINIMUM REQUIREMENTS, AS MAY BE NEEDED, TO PROTECT ADJACENT PROPERTIES AND WATER QUALITY OF THE RECEIVING DRAINAGE SYSTEM. 10. APPROVAL OF THIS PLAN IS FOR ESC ONLY. IT DOES NOT CONSTITUTE AN APPROVAL OF STORM DRAINAGE DESIGN, SIZE NOR LOCATION OF PIPES, RESTRICTORS, CHANNELS, OR STORMWATER FACILITIES. 11. ANY DEWATERING SYSTEM NECESSARY FOR THE CONSTRUCTION OF STORMWATER FACILITIES SHALL BE SUBMITTED TO THE CITY FOR REVIEW AND APPROVAL. 12. ANY AREAS OF EXPOSED SOILS, INCLUDING ROADWAY EMBANKMENTS, THAT WILL NOT BE DISTURBED FOR TWO DAYS DURING THE WET SEASON (OCTOBER 1ST THROUGH APRIL 30TH) OR SEVEN DAYS DURING THE DRY SEASON (MAY 1ST THROUGH SEPTEMBER 30TH) SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED ESC COVER METHODS (E.G., SEEDING, MULCHING, PLASTIC COVERING, ETC.) IN CONFORMANCE WITH APPENDIX D OF THE RENTON SWOM. 13. WET SEASON ESC REQUIREMENTS APPLY TO ALL CONSTRUCTION SITES BETWEEN OCTOBER 1ST AND APRIL 30TH, UNLESS OTHERWISE APPROVED BY THE CITY, 14. ANY AREA NEEDING ADDITIONAL ESC MEASURES, NOT REQUIRING IMMEDIATE ATTENTION, SHALL BE ADDRESSED WITHIN SEVEN (7) DAYS. 15. THE ESC BMPS ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED AT A MINIMUM OF ONCE A MONTH OR WITHIN 24 HOURS FOLLOWING A STORM EVENT. INSPECTION AND MAINTENANCE SHALL OCCUR MORE FREQUENTLYAS REQUIRED BY THE CITY. 16. BEFORE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITY CATCH BASIN INSERTS PER THE CITY STANDARD PLAN 216.30 SHALL BE PROVIDED FOR ALL STORM DRAIN INLETS DOWNSLOPE AND WITHIN 500 FEET OF A DISTURBED OR CONSTRUCTION AREA, UNLESS THE RUNOFF THAT ENTERS THE INLET WILL BE CONVENED TO A SEDIMENT POND OR TRAP. ALL CATCH BASIN INSERTS SHALL BE PERIODICALLY INSPECTED AND REPLACED AS NECESSARY TO ENSURE FULLY FUNCTIONING CONDITION. 17. AT NO TIME SHALL SEDIMENT ACCUMULATION EXCEED 213 OF THE CAPACITY OF THE CATCH BASIN SUMP. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE GLEANING OPERATION SHALL NOT FLUSH SEDIMENT -LADEN WATER INTO THE DOWNSTREAM SYSTEM. 18. ANY PERMANENT STORMWATER FACILITY LOCATION USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY ESC BMPS AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE TEMPORARY FACILITY IS TO ULTIMATELY FUNCTION AS AN INFILTRATION SYSTEM IN ITS PERMANENT STATE, THE TEMPORARY FACILITY SHALL BE ROUGH GRADED SO THAT THE BOTTOM AND SIDES ARE AT LEAST THREE FEET ABOVE THE FINAL GRADE OF THE PERMANENT FACILITY. 19. AREAS DESIGNATED ON THE PLAN(S) CONTAINING EXISTING STORMWATER FACILITIES OR ON -SITE BMPS (AMENDED SOILS. BIORETENTION, PERMEABLE PAVEMENT, ETC.) SHALL BE CLEARLY FENCED AND PROTECTED USING ESC BMPS TO AVOID SEDIMENTATION AND COMPACTION DURING CONSTRUCTION. 20. PRIOR TO THE BEGINNING OF THE WET SEASON (OCTOBER 151), ALL DISTURBED AREAS SHALL BE INSPECTED TO IDENTIFY WHICH ONES SHALL BE SODDED OR SEEDED IN PREPARATION FOR THE WINTER RAINS. DISTURBED AREAS SHALL BE SODDED OR SEEDED WITHIN ONE WEEK OF THE BEGINNING OF THE WET SEASON. AN EXHIBIT OF THOSE AREAS TO BE SODDED OR SEEDED AND THOSE AREAS TO REMAIN UNCOVERED SHALL BE SUBMITTED TO THE CITY FOR REVIEW. 21. PRIOR TO FINAL CONSTRUCTION ACCEPTANCE, THE PROJECT SITE SHALL BE STABILIZED TO PREVENT SEDIMENT -LADEN WATER FROM LEAVING THE PROJECT SITE, ALL ESC BMPS SHALL BE REMOVED, AND STORMWATER CONVEYANCE SYSTEMS, FACILITIES, AND ON -SITE BMPS SHALL BE RESTORED TO THEIR FULLY FUNCTIONING CONDITION. ALL DISTURBED AREAS OF THE PROJECT SITE SHALL BE VEGETATED OR OTHERWISE PERMANENTLY STABILIZED, AT A MINIMUM, DISTURBED AREAS SHALL BE SODDED OR SEEDED AND MULCHED TO ENSURE THAT SUFFICIENT COVER WILL DEVELOP SHORTLY AFTER FINAL APPROVAL. MULCH WITHOUT SEEDING IS ADEQUATE FOR AREAS TO BE LANDSCAPED BEFORE OCTOBER 1ST. 22. ROCKERIES ARE CONSIDERED TO BE A METHOD OF BANK STABILIZATION AND EROSION CONTROL. ROCKERIES SHALL NOT BE CONSTRUCTED TO SERVE AS RETAINING WALLS. ALL ROCKERIES IN CITY ROAD RIGHTS -OF -WAY SHALL BE CONSTRUCTED IN ACCORDANCE WITH CITY STANDARDS. ROCKERIES OUTSIDE OF ROAD RIGHTS -OF -WAY SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE. UNLESS OTHERWISE NOTED, DRAWING 15 NOT TO SCALE (NTS) STD. PLAN - 268.00 UPUBLIC WORKS EROSION AND SEDIMENT CONTROL PPRI ° ,O DEPARTMENT GAZ 9/28/2018 1 STANDARD PLAN NOTES n"rksa mm i rw DATE ESC STANDARD PLAN NOTES :45 At :45 AN DocuSign Envelope ID: 6 EEC F5196-602A-4 E4A-B436-A317AA638878 2" z2" 14 GAUGE WIRE, OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED FILTER FABRIC 2MIN. - -I W MAX. �I I I I 12- MIN. POST SPACING MAY BE INCREASED 4'k4" MIN. TRENCH TO W IF WIRE BACKING IS USED I I I I BACKFILL TRENCH WITH NATIVESOIL IJ OR 3W TO 1-1@' WASHED GRAVEL n4" WOOD POSTS, STEEL FENCE POSTS, OR EQUIVALENT (TYP.) NOTES: 1. CONDITIONS OF USE 1 1. SILT FENCE MAY BE USED DOWNSLOPE OF ALL DISTURBED AREAS. 1.2. SLT FENCE IS NOT INTENDED TO TREAT CONCENTRATED FLOWS, NOR IS IT INTENDED TO TREAT SUBSTANTIAL AMOUNTS OF OVERLAND FLOW. ANY CONCENTRATED FLOW MUST BE CONVEYED THROUGH THE DRAINAGE SYSTEM TO A SEDIMENT TRAP OR POND. 2. DESIGN AND INSTALLATION SPECIFICATIONS 2.1. THE GEOTEXTILE USED MUST MEET THE STANDARD LISTED BELLOW. A COPY OF THE MANUFACTURER'S FABRIC SPECIFICATIONS MUST BE AVAILABLE ON SITE. ADS (ASTM D4751) 30-100 SIEVE SIZE (0.60-0.15mm) FOR SILT FILM 50-100 SIEVE SIZE (0.30-0.15-) FOR OTHER FABRICS WATER PERMITTIVITY (ASTM D4491) 0.02 SEC'' MINIMUM GRAB TENSILE STRENGTH (ASTM D4632) 180 ILBS. MN. FOR EXTRA STRENGTH FABRIC 100 LBS. MN. FOR STANDARD STRENGTH FABRIC GRAB TENSILE ELONGATION (ASTM D4632) 30% MAX. (WOVEN) ULTRAVIOLET RESISTANCE (ASTM D4355) 70% MIN. 2.2. STANDARD STRENGTH FABRIC REQUIRES WIRE BACKING TO INCREASE THE STRENGTH OF THE FENCE. WIRE BACKING OR CLOSER POST SPACING MAY BE REQUIRED FOR EXTRA STRENGTH FABRIC IF FIELD PERFORMANCE WARRANTS A STRONGER FENCE. 2.3. WHERE THE FENCE IS INSTALLED, THE SLOPE SHALL NOT BE STEEPER THAN 2H:1V 2.4. IF A TYPICAL SILT FENCE IS USED, THE STANDARD 4'X4' TRENCH MAY BE REDUCED AS LONG AS THE BOTTOM 8 INCHES OF THE SILT FENCE FABRIC IS WELL BURIED AND SECURE IN A TRENCH THAT STABILIZES THE FENCE AND DOES NOT ALLOW WATER TO BYPASS OR UNDERMINE THE SILT FENCE. 2.5. FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOURS WHENEVER POSSIBLE. 3. MAINTENANCE STANDARDS 3.1. ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY. 3.2. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND. 3.3. T IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR SIGNS OF THE FENCE CLOGGING AND ACTING AS A BARRIER TO FLOW AND THEN CAUSING CHANNELIZATION OF FLOWS PARALLEL TO THE FENCE. IF THIS OCCURS REPLACE THE FENCE OR REMOVE THE TRAPPED SEDIMENT. 3.4. SEDIMENT MUST BE REMOVED WHEN SEDIMENT IS 61NCHES HIGH. 3.5. IF THE FILTER FABRIC (GEOTEXTILE) HAS DETERIORATED DUE TO ULTRAVIOLET BREAKDOWN, IT SHALL BE REPLACED. UNLESS OTHERWISE NOTED, DRAWING 15 NOTTOSCALE (NTS) AOX%L STD. PLAN - 214.00 .PUBLICWORKS DEPARTMENT GAZ SILT FENCE PR 9/28/2018 I "` [,mm ."rksaam mn„"r DATE SILT FENCE :45 AN DocuSign Envelope ID;6EECF5B6-602A-4E4A-B436-A317AA638878 CONSTRUCTION ENTRANCE NOTES: DRIVEWAYS SHALL BE PAVED TO THE EDGE OF THE RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE PAD INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PRESENT, AS PER CITY ROAD STANDARDS 4"-8' QUARRY SPALLS GEOTEXTILE 15' MIN. PROVIDE FULL WIDTH OF -1}- INGRESS/EGRESS AREA 12" MIN. THICKNESS J NOTES: 1. CONDITION OF USE 1.1. CONSTRUCTION ENTRANCE SHALL BE STABILIZED WHEREVER TRAFFIC WILL BE LEAVING A CONSTRUCTION SITE AND TRAVELING ON PAVED ROADS OR OTHER PAVED AREAS WITHIN 1,000 FEET OF THE SITE. 1.2. FOR RESIDENTIAL CONSTRUCTION PROVIDE STABILIZED CONSTRUCTION ENTRANCES FOR EACH RESIDENCE IN ADDITION TO THE MAIN SUBDIVISION ENTRANCE. STABILIZED SURFACES SHALL BE OF SUFFICIENT LENGTHIWIDTH TO PROVIDE VEHICLE ACCESSIPARKING, BASED ON LOT SIZE/CONFIGURATION. 2. DESIGN AND INSTALLATION SPECIFICATIONS 2.1. A SEPARATION GEOTEXTILE SHALL BE PLACED UNDER THE SPALLS TO PREVENT FINE SEDIMENT FROM PUMPING UP INTO THE ROCK PAD. THE GEOTEXTILE SHALL MEET THE FOLLOWING STANDARDS: GRAB TENSILE STRENGTH (ASTM D4632) 200 LBS. MIN. GRAB TENSILE ELONGATION (ASTM D4632) 30% MAX. (WOVEN) CBR PUNCTURE STRENGTH (ASTM 06241) 495 LBS. MIN. ADS (ASTM D4751) 20-45 (U.S. STANDARD SIEVE SIZE) 2.2. DO NOT USE CRUSHED CONCRETE, CEMENT. OR CALCIUM CHLORIDE FOR CONSTRUCTION ENTRANCE STABILIZATION BECAUSE THESE PRODUCTS RAISE PH LEVELS IN STORMWATER AND CONCRETE DISCHARGE TO SURFACE WATERS OF THE STATE IS PROHIBITED. 2.3. HOG FUEL (WOOD BASED MULCH) MAY BE SUBSTITUTED FOR OR COMBINED WITH QUARRY SPALLS IN AREAS THAT WILL NOT BE USED FOR PERMANENT ROADS. HOG FUEL IS NOT RECOMMENDED FOR ENTRANCE STABILIZATION IN URBAN AREAS. THE INSPECTOR MAY AT ANY TIME REQUIRE THE USE OF QUARRY SPALLS IF THE HOG FUEL IS NOT PREVENTING SEDIMENT FROM BEING TRACKED ONTO PAVEMENT OR IF THE HOG FUEL IS BEING CARRIED ONTO PAVEMENT. 2A. FENCING SHALL BE INSTALLED AS NECESSARY TO RESTRICT TRAFFIC TO THE CONSTRUCTION ENTRANCE. 2.5. WHENEVER POSSIBLE, THE ENTRANCE SHALL BE CONSTRUCTED ON A FIRM, COMPACTED SUBGRADE. THIS CAN SUBSTANTIALLY INCREASE THE EFFECTIVENESS OF THE PAD AND REDUCE THE NEED FOR MAINTENANCE. 3. MAINTENANCE STANDARDS 3.1. QUARRY SPALLS SHALL BE ADDED IF THE PAD IS NO LONGER IN ACCORDANCE WITH THE SPECIFICATIONS. 3.2. IF THE ENTRANCE IS NOT PREVENTING SEDIMENT FROM BEING TRACKED ONTO PAVEMENT. THEN ALTERNATIVE MEASURES TO KEEP THE STREETS FREE OF SEDIMENT SHALL BE USED. THIS MAY INCLUDE STREET SWEEPING, AN INCREASE IN THE DIMENSIONS OF THE ENTRANCE, OR THE INSTALLATION OF A WHEEL WASH. IF WASHING IS USED. IT SHALL BE DONE ON AN AREA COVERED WITH CRUSHED ROCK, AND WASH WATER SHALL DRAIN TO A SEDIMENT TRAP OR POND. 3.3. ANY SEDIMENT THAT IS TRACKED ONTO PAVEMENT SHALL BE REMOVED IMMEDIATELY BY SWEEPING. THE SEDIMENT COLLECTED BY SWEEPING SHALL BE REMOVED OR STABILIZED ON SITE. THE PAVEMENT SHALL NOT BE CLEANED BY WASHING DOWN THE STREET EXCEPT WHEN SWEEPING IS INEFFECTIVE AND THERE IS A THREAT TO PUBLIC SAFETY. IF IT IS NECESSARY TO WASH THE STREETS A SMALL SUMP MUST BE CONSTRUCTED. THE SEDIMENT WOULD THEN BE WASHED INTO THE SUMP WHERE IT CAN BE CONTROLLED AND DISCHARGED APPROPRIATELY. WASH WATER MUST BE PUMPED BACK ONTO THE SITE AND CANNOT DISCHARGE TO SYSTEMS TRIBUTARY TO SURFACE WATERS. 3.4. ANY QUARRY SPALLS THAT ARE LOOSENED FROM THE PAD AND END UP ON THE ROADWAY SHALL BE REMOVED IMMEDIATELY. 3.5. IF VEHICLES ARE ENTERING OR EXITING THE SITES AT POINTS OTHER THAN THE CONSTRUCTION ENTRANCE(B). FENCING SHALL BE INSTALLED TO CONTROL TRAFFIC. UNLESS OTHERWISE NOTED, DRAWING 15 NOT TO SCALE (NTS) STD. PLAN - 215.10 �• PUBLIC WORKS PPROVED. -1 DEPARTMENT STABILIZED CONSTRUCTION ENTRANCE GAZ 9/28/2018 1 vorbaa,m,asv,o< DATE STABILIZED CONSTRUCTION ENTRANCE :45 At DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 �EE NOTE 2.3 3`6% SEE NOTE 2.2 8'-10" DIA. ROLL SPACING - DEPENDS ON SOIL SEDIMENT, ORGANIC MATTER, TYPE AND SLOPE AND NATIVE SEEDS ARE STEEPNESS CAPTURED BEHIND THE ROLLS STRAW ROLLS MUST BE WOODEN STAKE PLACED ALONG SLOPE CONTOURS 4' 1 ADJACENT ROLLS SHALL TIGHTLY ABUT 1 \ \ `1 1 \ \), LIVE STAKE NOTES: 1. CONDITIONS OF USE I.I. INSTALL ON DISTURBED AREAS THAT REQUIRE IMMEDIATE EROSION PROTECTION. 1.2. USE ON SLOPES REQUIRING STABILIZATION UNTIL PERMANENT VEGETATION CAN BE ESTABLISHED. 1.3. CAN BE USED ALONG THE PERIMETER OF A PROJECT, AS A CHECK DAM IN UNLINED DITCHES AND AROUND TEMPORARY STOCKPILES. 1.4. WATTLES CAN BE STAKED TO THE GROUND USING WILLOW CUTTINGS FOR ADDED REVEGETATION. 1.5. RILLING CAN OCCUR BENEATH AND BETWEEN WATTLES IF NOT PROPERLY ENTRENCHED, ALLOWING WATER TO PASS BELOW AND BETWEEN WATTLES. 2. DESIGN AND INSTALLATION SPECIFICATIONS 2.1. IT IS CRITICAL THAT WATTLES ARE INSTALLED PERPENDICULAR TO THE FLOW DIRECTION AND PARALLEL TO THE SLOPE CONTOUR. 2.2. NARROW TRENCHES SHOULD BE DUG ACROSS THE SLOPE, ON CONTOUR, TO A DEPTH OF 3 TO 51NCHES ON CLAY SOILS AND SOILS WITH GRADUAL SLOPES. ON LOOSE SOILS, STEEP SLOPES, AND DURING HIGH RAINFALL EVENTS, THE TRENCHES SHOULD BE DUG TO A DEPTH OF 5 TO 7INCHES. OR 112 TO 2/3 OF THE THICKNESS OF THE WATTLE. 2.3. START CONSTRUCTION OF TRENCHES AND INSTALLING WATTLES FROM THE BASE OF THE SLOPE AND WORK UPHILL. EXCAVATED MATERIAL SHOULD BE SPREAD EVENLY ALONG THE UPHILL SLOPE AND COMPACTED USING HAND TAMPING OR OTHER METHOD. CONSTRUCT TRENCHES AT CONTOUR INTERVALS OF 3 TO 30 FEET APART DEPENDING ON THE STEEPNESS OF THE SLOPE, SOIL TYPE, AND RAINFALL. THE STEEPER THE SLOPE THE CLOSER TOGETHER THE TRENCHES SHOULD BE CONSTRUCTED. VERTICAL DISTANCE BETWEEN WATTLES IS NOT TO EXCEED 10 FEET, 2.4. INSTALL THE WATTLES SNUGLY INTO THE TRENCHES AND ABUT TIGHTLY END TO END. DO NOT OVERLAP THE ENDS. 2.5. INSTALL STAKES AT EACH END OF THE WATTLE, AND AT 4 FOOT CENTERS ALONG THE ENTIRE LENGTH OF THE WATTLE. 2.6. IF REQUIRED, INSTALL PILOT HOLES FOR THE STAKES USING A STRAIGHT BAR TO DRIVE HOLES THROUGH THE WATTLE AND INTO THE SOIL. 2.7' AT A MINIMUM WOODEN STAKES SHOULD BE APPROXIMATELY 3/4 X 314 X 24 INCHES. WILLOW CUTTINGS OR 318-INCH REBAR CAN ALSO BE USED FOR STAKES. 2.8. STAKES SHOULD BE DRIVEN THROUGH THE MIDDLE OF THE WATTLE LEAVING 2 TO 3 INCHES OF THE STAKE PROTRUDING ABOVE THE WATTLE. 3. MAINTENANCE STANDARDS 3.1. INSPECT WATTLES PRIOR TO FORECASTED RAIN, DAILY DURING EXTENDED RAIN EVENTS, AFTER RAIN EVENTS, WEEKLY DURING THE WET SEASON, AND AT TWO WEEK INTERVALS AT ALL OTHER TIMES OF THE YEAR. 3.2. REPAIR OR REPLACE SPLIT, TORN, RAVELING, OR SLUMPING WATTLES 3.3. REMOVE SEDIMENT ACCUMULATIONS WHEN EXCEEDING 1/2 THE HEIGHT BETWEEN THE TOP OF THE WATTLE AND THE GROUND SURFACE. UNLESS OTHERWISE NOTED. DRAWING IS NOT TO SCALF (NTS) STD. PLAN - 213.40 a PUBLIC WORKS APPR FD DEPARTMENT STRAW WATTLES GAZ 9/28/2018 1 .",k,Aanai.,r DATE STRAW WATTLES NTS C5.0 NTS C5.0 NTS LJ Z � J 1 >- S � W 00 DIRECTION OF FLOW = d 3" (MIN.) 6" MIN. t6C"TYP.) UNION (TYP.) PLAN a 3"MAX. \\` 7_ DO Z CD O 6"MIN. ,f k. �+ 's. J.' J r� r. TO CITY �C-CR STACKED METER SECTION 6" MIN. FREE 30XES DRAINING GRAVEL NOTES: ALL DOJBLE CHEC/, 'VALVE ASSEMBLIES (DCVA's) MUST BE LISTED ON LATEST LIST OF "BACKFLOW PREVENTION ASSEV3-IES ADDROVED FOR INSTALLATION IN WASHINGTON STATE", PUBLISHED BY STATE OF WASHINGTON DEPARTMIEN- OF HEA_-H. 2. THE OWNER/APPLICANT NUS- OBTAIN A SEPARATE CITY OF RENTON PLUMBING PERMIT FOR THE INSPECTION OF THE INS AL_ATION OF THE DCVA AND PIPING. THE OWNER SHALL FURNISH, INSTALL AND MAINTAIN THE DCVA AND ALL D � NG AND APPURTENANCES SHOWN ON THIS PLAN. 3. THE DCVA MUST BE TESTED BY A STATE CERTIFIED BACKFLOW ASSEMBLY TESTER AFTER ITS INITIAL INSTALLATION, AFTER REPAIRS AND ANNUALLY THEREAFTER AT OWNER'S EXPENSE, A COPY OF THE TEST REPORT SHALL BE SENT OR FAXED TO CITY OF RENTON WATER UTILITY ENGINEERING DEPT., ATTN: WATER UTILITY CROSS -CONNECTION CONTROL SPECIALIST, FAX NO. 425-430-7241. �. DCVA ,AND METER 3CX SHALL BE LOCATED ON PRIVATE PROPERTY AND AS NEAR AS POSSIBLE TO THE WATER V=TER. PUBLIC WORKS 34' TO 2" DOUBLE CHECK VALVE STD. PLAN - 340.8 n DEPARTMENT ASSEMBLY FOR IRRIGATION OR RESIDENTIAL FIRE SPRINKLER �I•N,,t.�' MARCH 2O10 DOUBLE CHECK VALVE ASSEMBLY NTS C5.0 NTS coterra ENGINEERING PLLC 6413 Phinney Ave North Seattle, Washington 98103 ud Ph 206.596.7115 Ld coterraengineering.com 2 DO RECORD DRAWINGS REVISION INSIDE HOUSE PREFERRED CONFIGURATION 10 FLOW # ITEM AMT 1 90' GALVANIZED STEEL ELBOW 4 EA. 2 3/4" PACKING JC NT COU'L.ING W/MALE IRON PIPE 2 EA. TFREAD FOR COPPER PIPE SERVICE: FORD C84-33 OR EQUVALENT FOR GALVANIZED PPE SERVICE:FORD C85-33 CR =QUIVALEN- 3 c - PR_r 5...,R_ REDJCNG VALVE W STRAINER - 3 4 / / 1 EA. WITH LNION COLPL.NGS AT INLET AND OUTLET, WI'_K114S 600 SERIES OR EQUAL (WITH INTERNAL BYPASS AND STRAINER) 4 3/4" CLOSE UNION - BRASS (M X F) 1 EA. 5 3/4" BRASS VALVE VARIABLE 6 12" STANDARD METER BOX W/SC_D COVER 1 EA. F 1 4 I CONCRETE: 17 X 28 5 8 INSIDE DIMENSIONS, EQUAL TO FOG TTE METER SEAL CO. +2 PLASTIC: 13 X 24 j INSIDE DIMENSIONS, EQUAL TO BROOKS METER BOX 7 3/4" GALVANIZED STEEL PIPE. THREADED, LENGTH AS VARIABLE REQUIRED 8 3/4" X 1/4" X 3/4" STD. BRASS TEE 1 EA, 9 1/4" PETCOCK (M X F) 1 EA.. 10 3/4" BRASS NIPPLE VARIABLE ADJACENT TO WATER METER PROPERTY LINE /`- - - 1 SAWDUST 5', . `B� 1,91 l 5� fr FILL 1t 1 (7 6 FROM 6" PEA GRPA L WATER METER `1)10/1,3�1.�OJ'�8j10 C�) FLOW FUNCTION THE FUNCTION OF A PRESSURE REDUCING VALVE IS TO REDUCE HIGH-WATER PRESSURES IN THE SERVICE CONNECTION TO AN ACCEPTABLE RANCE OF 55 TO 75 PSI INSTALLATION OF A PRESSURE REDUCING VALVE IS REQUIRED WHERE THE SERVICE CONNECTION PRESSURE EXCEEDS 80 POUNDS PER SOUARE INCH IN ACCORDANCE TO THE UNIFORM PLUMBING CODE. INSTALLATION THE PRESSURE REDUCING VALVE SHALL BE LOCATED ON THE CUSTOMER'S PROPERTY "DOWNSTREAM" OF THE METER BOX. RESPONSIBILITY FOR PROPER INSTALLATION, OPERATION, AND MAINTENANCE OF THE VALVE SHALL BE ASSUMED BY THE CUSTOMER. THREE POSSIBLE CONFIGURATIONS FOR INSTALLATION OF THE VALVE ARE SHOWN ABOVE. A BUILDING DEPARTMENT PLUMBING PERMIT IS REQUIRED PRIOR TO INSTALLATION �n PUBLIC WORKS3'4" & 1" INDIVIDUAL PRESSURE REDUCING STD. PLAN - 340.5 �•` DEPARTMENT VALVE ASSEMBLY j MARCH 2010 PRESSURE REDUCING VALVE ASSEMBLY NTS 4/9/21 SURVEYED: DESIGNED: MB DRAWN: MB CHECKED: PA BY DATE APPR APPROVED: SCALE: 1 "=20' ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY DETAIL NOT USED NTS (1, CONSTRUCTOR RECORD DRAWING THE INFORMATION ON THIS DRAWING INDICATES CHANGES MADE TO THE CONSTRUCTION DOCUMENTS BASED UPON UTILITY AS -BUILT SURVEY PREPARED BY DAVID EVANS & ASSOCIATES, INC., DATED 3/23/21, AND TRANSFERRED TO THE REPRODUCIBLE DRAWINGS BY THE ENGINEER. VERTICAL: NAND 1988 ° CITY O F HORIHORIZONTAL,NAD 1983/183/1991 RENTON DATUM Planning/Building/Public Works Dept. :45 AN 1 �J 0 u� r-J R-408539 IN COMPLIANCE WITH CITY OF RENTON STANDARDS 0 2 WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA CITY OF RENTON CML DETAILS >Z O W DATE: 7/29/19 U FIELDBOOK: PAGE: O DRAWING NO: J C5.0 `J SHEET: OF, 17 35 N DocuSign Envelope ID: 7CDD88BC-C843-439E-9366-C6DBBOFBBBB7 7' 'q0I 10 5i_ALL MANHOLE FRAME AND COVER SFF S-0. PLAN 421 A-:,:11STM-N- RINGS ANC M:)RTA.R JOINTS ';Er NCIE 5 CONE (ECCENTP.C) RURFIFR ',ASK-TF) J',)IN-C IN ACC HL)D %NCL 'Ad ti `,,SAl C �d,) STEPS - PC_" F'RCPYLENC STEPS SHA__ BE INCL-DEC CONCRETE RRISER. B'" ,IPE INC OR APPROVED ECUA_. - v.D-R P IY ROPYLENE ,HA-_ Bt A LACHED TO MAN-OLE MAX. PIPE SIZE - 'E' CONCRETE S-ELF PRECAST BASE SECTION. OR CAS- IN SHE_=. A, B, ,C, 'D' ,E, p � 4, h,H 18 - I�• b M J. 5 , •.1L• J 21 tv SIN I C. "4" MH 54" 8" MIN 5.5" VIN. 24" MIN. /4 L ?. 5C" hA 5l' 8" MIN "MIN_ 42" MIN, 30I.U. NOTES: I. sTFPS TO BF POI Y-RUP rl F'",F Fr ` TFPS. 2. S I EPS ARt 10 BE IN PLACE B F ^ ' ° FdHCLE SEC I IONS ,"•.RE NS I ALLED. 3. CASTING S ALL BE PE: STD. F- 4. "AANHO17 3ECTICN= TC BE OF F =ED PRECAST CO\CRETE. 5. ADJ_STM. NT OF THE CASTING L- SHALL BE PEP, STD PLAN 106. TH= USE C= SHIMS IS PRGH'31TED. a SANITARY SENiER MANHOLE",`:H�.11- ,E ALL INTERIOR tiURFACES, INCLUDING CHANNELING, COATED (SEALED) 'N TH r, H :;H _i � URET-ANE CU ATING; AASSER MC -SHIELD; CAT "CC OR API'RO'•/ED EQUAL COLOR OF C.C;A III'J:_ SHALL BE 'A"HI-E. r , RUBBER GA.SKETEC JCIr T -A.I 1_ BE IN C:�NF')Rh,'ANCE ,.ITH ATM 4L? 8. 'CH,AN\EL HEIGHT SHALL E MIN MUN OF 3/4 OF TH- INSIDE DIAMETER r__ THE _ARG, S'T =11`= 9. C'ONN_CIIONS IO VANHL__ SHALL BE MADE USING GI'K AI2AIPICN. -'JN `, _EAL BOOIS OH A.PPROV'FFI FJUAI 10. IN UNIMPROVED AREAS, M.AN-OLEO, SHALL EXTEND A MINIMUM O- 6" AND A r14' IVUt•A 07 12" ABOVE ` IN SHED GRADE OR MUST HAVE A MI\IMLJr.1 2' DIAMETER CCNCF E F I I r I I FF -.F =.D= N PAV-D AkLAS, COVER MUSI SLOPE IN ALL -IRE! (IONS 10 MATCH PAVING 11. MANH LLI CVL. 20' DtFI SHALL BE A VINIhaUH OF 60" III _�I'tNEI R. D� STD. PLAN - 400.1 •�. PUBLIC WORKS PROVED: DEPARTMENT STANDARD SANITARY MANHOLE GAZ 9/11/2019 1 a.cswa+�wmn'^u, DATE 1 STANDARD SANITARY MANHOLE NTS DocuSian Envelope ID: 7CDD88BC-C843-439E-9366-C6DBBOF8BBB7 2:12 P r<q r--i-r---------- I�� EX. SEWER MAIN PROPERTY LINE F IIIz IIAS NEEDED) iii1 3•-0" MIN.WER STUB I FUTURE 4" SIDE SEWER tjj i2"x 4" STUD MARKING POST PAINTED 6" CAP WHITE WITH THE WORD "SEWER" STENCILED EE X 6" TEE i i i i I IN 3" HIGH BLACK LETTERS AND g6 WIRE I I I I• w WRAPPED AROUND THE STUD AND I I I SIDEWALK I • z EXTENDED TO THE TOP OF THE STUD. COUPLING (TYP.) L_J_L___-_----J : Q ta, 6"X6"X6" SURFACE CLEANOUT WITH CAST IRON RING AND COVER i (EAST JORDAN IRON WORKS PRODUCT NO. 00367502 OR APPROVED EQUAL, SPECIFY "SEWER" ON LID), CLEANOUT TO BE CENTERED IN A 2'x2' CONCRETE PAD. CONCRETE PAD TO BE 8" IN DEPTH. i 1 L___J BEND AS �� g" REQUIRED /'EXISTING SANITARY -a / SEWER MAIN �-2.07.. MIN. SLOPE \\ ! \ ` FUTURE 4" SIDE SEWER �6" SEWER STUB `6"X6"X6" WYE FUTURE 6"x 4" REDUCER SEWER MAIN 512E X 6" TEE ACCEPTABLE PROCEDURES FOR SIDE SEWER CONNECTIONS TO EXISTING SEWER MAIN A. VITRIFIED CLAY MAIN - CUT IN A NEW PVC "TEE" USING "STRONG -BACK" FLEXIBLE COUPLINGS (FERNCO OR APPROVED EQUAL). B. CONCRETE MAIN - CUT IN A NEW PVC "TEE" USING "STRONG -BACK" FLEXIBLE COUPLINGS (FERNCO OR APPROVED EQUAL). C. PVC & C900 PVC MAIN - CUT IN NEW TEE USING RIGID COUPLINGS OR CORE -DRILLED WITH A ROMAC SADDLE (OR APPROVED EQUAL). D. DUCTILE IRON MAIN - CORE -DRILLED WITH A ROMAC SADDLE (OR APPROVED EQUAL) E. LINED MAIN - CONNECTION TO SEWER MAINS THAT HAVE BEEN LINED (CIPP, ETC.); CUT IN A NEW PVC "TEE" USING "STRONG -BACK" FLEXIBLE COUPLINGS (FERNCO OR APPROVED EQUAL). F. HDPE - CORE -DRILLED WITH A ROMAC SADDLE. "INSERTA-TEE" MAY BE USED ON SEWER MAINS 12" DIAMETER OR LARGER. G. MANHOLE CONNECTION - ALL CONNECTIONS TO MANHOLES SHALL BE AT MANUFACTURED KNOCK -OUTS OR THE STRUCTURE SHALL BE CORE -DRILLED. OVA 3000 CONCRETE X /Ny BLOCKING _-- 2% M / / CONOE� _2q; MIN SLOPE HORIZONTAL I 6' TEE 6" MIN. SEWER SEWER MAIN MAIN CONCRETE BLOCKING ANGLE OF TEE AT MAIN BETWEEN 25' AND 45' TYPICAL SIDE SEWER NOTE: UNLESS OTHERWISE SHOWN ON PLAN, SIDE SEWER SHALL HAVE A MINIMUM 2.5' COVER AT PROPERTY LINE OR 3-5' LOWER THAN THE LOWEST HOUSE ELEVATION, WHICHEVER IS LOWER. PUBLIC WORKS SIDE SEWER STUB STD. PLAN -406.1 .a�• APPR °' P„ DEPARTMENT INSTALLATION GAZ 9/11/2019 1 VtOF (SEWER MAIN TO PROPERTY LINE) ruuxwo.�adml DATE SIDE SEWER AND CLEANOUT INSTALLATION :12 DocuSign Envelope ID: 7CDD88BC-C843-439E-9366-C6DBBOFSBBB7 MANHOLE FRAVE AND COVER PER STD. ILAN 401 AD,•U .TV T RINGS AND r,4CRT `R ,.CANT SLL NOIE s • '� 4" hAIPJ. TO 12" MAX. 24„ a° \ n e u L d � OL 1L' N is + W a > 4 a ° e . d V G a e d ° a v 1T 6r, NOTES: 1. STEPS TC PnI YF ,OP FNF SA -FT, STFP`;. 2. STEPS APT 1 IN P A( EFF R- MANH)F SFCTIONS .ARE INSTALLED. 1. CA`_.TIN, 'I I L =R SID. 'LAN 401. 4. I\4ANH I 1C B_ J- H.LIN FOH'C'ED 'RECAST CONCRETE. 5. AD.,II_,-= C.ASTRJG TO CONCRETE- - -E SHALL BE PER STD P-AN 106. THE ('.'--,E C,F .`_H11:.1`I IS PR.-1I-•ITED. 6. SANITARY SF1hTR A4A'JFCLES ?IAII IIA'VF ALL INT171,11.07 S. FAC ,. INCLUDING CHANN--ING, OAT ? �_E,ALED) '04TH A HIGH _DUDS URE-HANE COATING; WASSER PAC_�!d1 r ;OAT 100 OR APPROy-C FOUAI C'OICR COATING, SHAII BE *HITF. RULs3L. L,ASKLILD JOINTS SHALL 3L IN CONFORMANl L 'WIIH ASIM C-443. v CI IANPJFI FIC-11- `-.IIAI I fir .4 h•11V14✓.,'od CiF 3/4 TI IF INSI-F F)1,4MFTFR OF THE I A.RG -'IPF. 9. CCNNFCTIC)NS T) MANHOI F SHAI I BE MADE- I:SINC CPK A --AFTER, KOR-N-SFAI BOu S ON ,Al''ROVED -QJAL. - - I_. IN UNIMPROVED ,�'E � D;1'IJH�LES _H. LL TIC. A r.AINIMJha ,. b AND A. 4 11^✓.>,I OF 12" ABOVE F"V HEU JRAD J- MUol Hi`•._ A MINIMUIvi 2' UTAMETLIH CONCHE FINGS POURED AT GRACE IN AREAS, COVER MUS- SLOPE IN ,ALL DI4EC71;,NS -C' VATCH PAVING. STD. PLAN - 400.2 iR PUBLIC WORKS SANITARY MANHOLE APP a ED: DEPARTMENT SHALLOW GAZ 9/11/2019 1 DATE SANITARY MANHOLE SHALLOW NTS DocuSign Envelope ID: 7CDD88BC-C843-439E-9366-C6DBBOFBBBB7 38" POST 62" 24" SEWER MANHOLE MARKER POST SEWER MANHOLE MARKER NOTES: SEWER MANHOLE MARKER POST SHALL BE EQUAL TO CARSONITE UTILITY MARKER SEWER MANHOLE MARKER POST TO BE USED FOR SANITARY SEWER MANHOLES IN UNIMPROVED AREAS. SEWER MANHOLE MARKER POST SHALL IDENTIFY THE MANHOLE AS "SANITARY SEWER". STD. PLAN - 404.2 r PUBLIC WORKS PPR D` ��1 DEPARTMENT SEWER MANHOLE MARKER POST GAZ 9/11/2019 I DATE 0 SEWER MANHOLE MARKER POST NTS C5.1 NTS coterra ENGINEERING PLLC 6413 Phinney Ave North Seattle, Washington 98103 uj ph 206.596.7115 Ld coterraengineering.com 2 DO RECORD DRAWINGS REVISION :12 PM :12 PP DocuSign Envelope ID: 7CDD88BC-CB43-439E-9366-C6DBBOF8BBB7 BOLTHO_ES - 3 PiCS EQUALLY SPACED 120" APART =N 23 1/16' C586'r TJIA 3L :SEE ➢F-AII RENTON \ O z SEWER ° COVER & FRAME PLAN VIEW r:," D C635rtP�J _ �; �' ��-srnr•�J C1`�'•Ir�J COVER SECTION VIEW 26 lit' DIA _ CG73nr^J �c 1.'4' 1 1/1G" 1 � - C�_7n-) h.LJFk-NL _ _ L I 1 6TTA t Cl�c-'r�J 1 -1 L16rrr' L59%'IgPJ y _ 27 t/.6° ICA -'94mr7 ;4 ' /C DIA_ COVER BOTTOM VIEW JLI S=L - LL__N HEAD) 3/R X 1. T S LI�13EN WAASHLR BOLTING DETAIL '✓4' 1 1/16' LSInnJ - t [P7Mm- t C3nrn] GASKET GROOVE DETAIL 67mml NOT FRAME SECTION VIEW 1, A._L _: )'.L <S -,I ALL HL L: LIP NL < L..;=-1 F_FI:AN 1-01,1 .. F �'7CI `)H FOI.141 2 I L I PAI4L AN, P_ I I,I (;PLCI Y L J )N "L I EC 1 1, F•JF� L 'r ��T vTFR7'';. pp�� STD. PLAN - 401L PUBLIC WORKS PPROVED: DEPARTMENT MANHOLE FRAME AND COVER GAZ 9/11/2019 1 2 wniK w.,x„amm„o-.,u. DATE MANHOLE FRAME AND COVER NTS DocuSign Envelope ID: 7CDD88BC-C843-439E-9366-C6DBBOFBBBB7 W (SEE NOTE 7) LIMITS OF PIPE ZONE 1 -0" BEDDING MATERIAL FOR SANITARY SEWER PIPE ; O.D. OF PIPE (SEE NOTE 5) FOUNDATION LEVEL 6„ BEDDING FOR SANITARY SEWER PIPE NOTES: 1. PROVIDE UNIFORM SUPPORT UNDER BARREL. 2. HAND TAMP UNDER HAUNCHES. 3. COMPACT BEDDING MATERIAL TO 95% MAX. DENSITY EXCEPT DIRECTLY OVER PIPE. HAND TAMP ONLY. 4. PIPE INSTALLATION SHALL BE PER SECTION 7-08 OF THE STANDARD SPECIFICATIONS. 5. PIPE ZONE MATERIAL SHALL BE PER SECTION 9-03.12(3)' OF THE STANDARD SPECIFICATIONS OR PEA GRAVEL. 6. PIPE MUST BE ANCHORED IN SUCH A MANNER AS TO ENSURE FLOW LINE IS MAINTAINED. 7. TRENCH WIDTH SHALL BE PER SECTION 2-09.4 OF THE STANDARD SPECIFICATIONS. STD. PLAN - 405 PUBLIC WORKS PIPE BEDDING [PP"O'VID: ,1` DEPARTMENT FOR SANITARY SEWERS GAZ 9/11/2019 I DATE 0 PIPE BEDDING FOR SANITARY SEWER NTS 4/9/21 SURVEYED: DESIGNED: MB DRAWN: MB CHECKED: PA BY DATE APPR APPROVED: SCALE: 1 "=20' ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL NAD 1983/1991 DATUM :12 P :12 PN DocuSign Envelope ID: 7CDD88BC-C843-439E-9366-C6DBBOFBBBB7 TEE OF APPROPRIATE SIZE r SEE NOTE 6 "RELINER" BRAND STAINLESS STEEL ADJUSTABLE CLAMPING BRACKETS OR APPROVED EQUAL e' :r 90° BEND 3/4 THE DIAMETER OF ' THE DOWNSTREAM PIPE NOTES: 1. SANITARY SEWER MANHOLE DROPS ARE ONLY TO BE USED UPON APPROVAL BY THE WASTEWATER UTILITY SECTION. 2. ALL PIPES AND FITTINGS SHALL BE SIMILAR SIZE AND MATERIAL AS INCOMING MAINLINE. 3. MINIMUM SIZE MANHOLE FOR INSIDE DROP CONNECTION SHALL BE 60" DIAMETER. 4. CONNECTIONS TO MANHOLE SHALL BE MADE USING GPK ADAPTOR, KOR-N-SEAL BOOTS OR APPROVED EQUAL. 5. WITHIN A 60" DIAMETER MANHOLE, THE MAXIMUM ALLOWABLE DIAMETER OF THE INSIDE DROP PIPING IS 12". INSIDE DROPS EXCEEDING 12" IN DIAMETER OR MULTIPLE DROPS SHALL BE REVIEWED BY THE WASTEWATER UTILITY AND MAY REQUIRE A LARGER DIAMETER MANHOLE. 6. "RELINER" BRAND STAINLESS STEEL ADJUSTABLE CLAMPING BRACKETS OR APPROVED EQUAL SHALL BE INSTALLED WITHIN 6" OF BOTH BELL AND SPIGOT ENDS OF EACH DROP PIPE. IF DROP PIPE LENGTH EXCEEDS 5 FEET THEN CENTER STRAPS SHALL BE INSTALLED WITH A MAXIMUM SPACING OF 4 FEET ON CENTER. BRACKETS SHALL BE ATTACHED UTILIZING STAINLESS STEEL EXPANSION BOLTS, MIN. 2 EACH AT CONNECTION POINTS. STD. PLAN - 402.2 .r.� PUBLIC WORKS INSIDE DROP CONNECTION D DEPARTMENT GAZ 9/11/2019 I VR]FOR SANITARY MANHOLE DATE INSIDE DROP CONNECTION NTS CONSTRUCTOR RECORD DRAWING THE INFORMATION ON THIS DRAWING INDICATES CHANGES MADE TO THE CONSTRUCTION DOCUMENTS BASED UPON UTILITY AS -BUILT SURVEY PREPARED BY DAVID EVANS & ASSOCIATES, INC., DATED 3/23/21, AND TRANSFERRED TO THE REPRODUCIBLE DRAWINGS BY THE ENGINEER. 0 CITY OF RENTON Planning/Building/Public Works Dept. :12 PP R-408540 0I 0 uS r l • T a J z 0 VJ W L C) o W Ir-n n V O z 0 I- U U) z O U J_ IS Lm S-408507 w 45 IN COMPLIANCE WITH CITY OF RENTON STANDARDS 0 2 WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA CITY OF RENTON CML DETAILS >z O W DATE: 7/29/19 U FIELDBOOK: PAGE: O DRAWING NO: J C5.1 `J SHEET: OF: 18 35 n N THE BY-PASS ASSEMBLY SHALL BE INCLUDED AS PART OF THE DETECTOR AS PART OF THE DOUBLE CHECK VALVE ASSEMBLY 4" FL.x'.E. DUCTILE RON CLASS 52 CEMENT LINED PIPE WITH COLLAR 'B" EROM P.E. AS SUPPLIED BY TOUCH READ PIT LID SENSOR PACIFIC WATER WCRKS SUPPLY CO INC. MOUNTED ON STEEL PLATE COVER THROUGH 2" DIA. DRILLED HOLE IN COVER. PRIVATE CITY INSTALL EPDXY NON -SHRINK GROUT P PING PIPING 12" _ 3'-4" LONG T-0" 4" DUCTILE IRON CLASS 53. P.E.xP.E. PIPE. TEE (MJ x FL) CEMENT LINED, LENGTH TO FIT. �. GATE VALVE DEADMAN BLOCK REQUIRED (FL x MS) 2'-4„ 1 " - 4'-8" -_ C_ TO BUILDING 2'. 4„ 2" CONCRETE BLOCKING 12" ,ALL AROUND 4" GATE VALVE (MJ) WITH INDICATOR POST. INDICATOR POST VALVE SAME SIZE AS DOUBLE CHECK VALVE, PAINTED RED. 4" FLANGED COUPLING ADAPTER EQUAL TO ROMAC. .A__ DETECTOR DCLBLE CHECK VALVE ASSEMBLIES SI IALL N;; JDL dLSI L\I LATED S•U'OFF DOUBLE CHECK VALVE ASSEMBLY INCLUDES TWO VA_VES AND T_ST COCKS AN CAPS AND RESILENT SEATED SHUTOFF VALVES. APPROVED CROSS CDNNECLON CONTROL ASSEMBLIES PER D.S.H.S. LATEST APPROVED LIST. PLAN TOUCH READ PIT LID SENSOR U UPRECAST CONCRF-F VA,:LT WITH 2 - Tx3' HINGED MOUNTED ON STEEL PLATE STEEL PLATE COVER. DIMENSION 4'-B' x 7'-0" x 7' 0" COVER THROUGH 2" DIA. UTILITY VAU_- CO. 577-LA OR EQUAL. -GALVANIZED DRILLED HOLE IN COVER. STEEL LADDER r3„ 1 6' TO 46" INSTALL EPDXY q•_3•• NON -SHRINK GROUT (TYP.) I 7'-0" -� , 12" .. I _12„ 2'-9� CONCRETE SUPPORT e PADS OR ADJUSTABLE 1 PIPE SUPPORTS. ELEVATION NOTE: 6" MIN- DRAIN TO DAYLIGHT OR STORM DRAIN SYSTEM INSTALL GALVANIZED LADDER FOR ACCESS. AFTER FIELD IN5TALLA-ION, MAIN DDCVA AND BY-PASS COMPACTED FOUNDATION DCVA MUST BE TESTED SATISFACTORI_Y BY A DEPT. OF GRAVEL HEA TH C-R 11 E) 3ACKFLOW ASSEMBLY TESTER. TEST REPORT TO BE SUBMITTED TC CITY OF RENTON WATER U-ILITY ENGINEERING DFP-. PRIOR TO ACTIVATION OF NEW LINE. INSTALL Y" FLARE TEST COCKS WITH Y4" FLARE CAPS. +► f PUBLIC WORKS 4" DDCV ASSEMBLY WITHOUT STD. PLAN - 360.3 '`•` ` DEPARTMENT STANDPIPE OUTSIDE INSTALLATION MARCH 2O10 OUTSIDE BLDG DDCVA f 1 0 FT X'STING WATER LINE TESTING DETAIL STING TEE, DEAD END LINE, CAP OR PLUG NOT DISTURB BLOCKING NEW WATER LINE VERTICAL CROSS (MJxFL) FOR POLYPIGGING 1 -BLIND FLANGE ON TOP WITH 2"TAP & 2"PLUG 1 -BLIND FLANGE ON BOTTOM 1-PLUG(MJ) W/2"TAP & 2" BLOW -OFF TEMP. BLOCK FINAL CONNECTION DETAIL NEW WATER LINE EXIST. WATER LINE AFTER ALL TESTING, CLEANING BY POLYPIG AND DISINFECTION, REMOVE TEMP. BLOCK & BLOW -OFF & CONNECT TO EXISTING WATER LINE WITH SLEEVE MJ AND D.I. SPOOLS ( ) FINAL CONNECTION BY CITY FORCES �n^�+ PUBLIC WORKS CONNECTION TO WATER MAIN STD. PLAN - 300.5 DEPARTMENT EXISTING TEE OR END LINE CAP "f'FN,ip� MAk01i 2010 EXISTING END LINE CAP CONNECTION TEMPORARY 2" GALVANIZED PIPE AND 2" GATE VALVE 1111SHED GRADE ELEVATION IINST.e.,LL 2" PLUG ON TOP BLIND FLANGE AFTER REMOVAL OF POLYPIG 3 FT MIN. COVER (10-INCH DIAMETER AND UNDER) / 4 FT MIN. COVER (12-INCH DIAMETER AND OVER) ( NEW WATER MAIN POLYPIG ^ -. I VERTICAL CROSS FOR POLYPIGGING STATION: SIZE OF VERTICAL CROSS SHALL BE THE SAME AS SIZE OF MAIN LINE VER-ICA_ CROSS (M" X FL) ONE BLI\D FLANC= ON TOP OF CROSS WITH 2" TAP & 2" TEMPORARY BLOW -OFF ASSEMBLY (REMOVE BLOW OFF ASSEMBLY AND INSTALL 2" PLUG AFTER REMOVAL OF CLEANING "POLY -PIG") ONE BLI\D FLANGE ON BOTTOM OF CROSS ONE PLUG 'MJ) C\ END OF CROSS CONCRETE B_CCKING ALL D-BRIS A\D POLYPIGS SHALL BE REMOVED FROM SUMP OF VERTICAL CROSS BEFORE DISINFECTION OF NEW WATER MAIN n PUBLIC WORKS POLY PIG STATION FOR CLEANING OF STD. PLAN - 300.6 DEPARTMENT WATER MAINS biAkCli 2010 POLY PIG STATION OFI RE HYDRANT SHALL BE COREY-TYPE EQUAL TO IOWA F-5110 OR CCIVFRESS ON -Y-E SUCH AS CLOW MEDALLION; M & H 929, MUELLER SUPER CENTJRION 20C, AND WATEROUS PACER WITH 6" MECHANICAL JOINT INLET WITH _UGS. 5-1/4" MAIN VALVE OPENING. TWO 2-1/2" HOSE CONNECTIONS NATIONAL STANDARD THREADS. 4" PUMPER CONNECTION CITY OF SEA`TLE THREADS WITH A STORZ ADAPTOR, 4.875" SEATTLE THREAD X 5" STORZ, ATTACHED WITH 1/8" STAINLESS STEEL CABLE. 1-1/4" PENTAGON OPERATING NUT. FIRE HYDRANT TO BE PAINTED WITH TWO COATS OF PAINT. KELLY- MOORE/PRESERVATI VE PAINT No. 5780-563 DTV1 ACRYLIC GLOSS, SAFETY YELLOW OR APPROVED EQJA_. PUMPER CONNECTION TO FACE ROADWAY OR AS DIRFCTED Bv RENTON FIRE DEPARTMENT. FIRE HYDRANT EXTENSION TO BE JSED L-- REOU RED. f MIN. 18" TO 20" BEHIND BACK OF CURB OR 12" BEHIND BACK OF 3' SIDEWALK THAT IS ADJACENT TO CURB 4.875" x 5" STORZ TWO-PIECE CAST IRON VALVE BOX WITH LUG 5x5'x6" THICK CONCRETE PAD AROUND TYPE COVER. EQUAL TO OLYMPIC FOUNDRY CO. HYDRANT. FINISH TO MATCH SIDEWALK. STANDARD 8" TOP SECTION WITH REGULAR BASE ac EXPANSION JOINT AT SECTION LENGTH TO FIT. VALVE NUT EXTENSION BACK OF SIDEWALK AS REQUIRED. fCONCRETE SIDEWALK --- RAISED PAVEMENT MARKER TYPE 88-A OR PLANTING STRIP / STIMSONITE TWO-WAY BLUE REFLECTIVE 36" MIN COVER CONCRETE BLOCKING Y CONCRETE THRUST BOCK MAIN LINE TEE. WITH 6" FLANGE SIDE OUTLET. r 6" GATE VALVE (FL X MJ) AWWA C-509, RESILIENT SEAT 6" DUCTILE IRON PIPE, CLASS 52 CEMENT LINED, LENGTH TO FI- 2-3/4" COR-TEN STEEL TIE RODS. 16" x 8" x 4" MNINUM 1/2 YARD OF 1-1/4" WASHED DRAIN ROCK CONCRETE B_AINNC; 1' ABOVE BOOT FLANGE. PLACE 8 MIL BLOCK UN-iFR HYDRAN- POLYETHYLENE FILM AROUND TOP AND SIDES OF GRAVEL. FIRE HYDRANT ASSEMBLY LEVEL ALL GROUND LEVEL ALL GRFIUND MIN 3' RADIUS MIN 3' RADIUS iL ONE MAN ROCK D s 6" CONCRETE PAD 6" CONCRETE PAD 41, im CUT FILL HYDRANT I OCATION IN CUT OR FILL Y. n o' PUBLIC WORKS FIRE HYDRANT ASSEMBLY STD. PLAN - 310.1 DEPARTMENT ,11AI{Cli 2010 FIRE HYDRANT CONNECTION NTS C5.2 NTS C5.2 NTS C5.2 NTS 13%24" PLASTC M -ER BOX ECLAL TO MID -STATES PLASTIC, INC BC" SERIES MSBCF 1324 '8 WITH 1.75" THICK DUCTILE CITY PRIVATE IRON DIAMOND PLATE COVER -QUA O MID -STATES PLASTICS, INC. VSC3C-1324-R WILT1 REACER LID AND 2" DRILLED HOLE PIPING PIPING FOR TOUCHREAD PIT LID (SEE )ETAI_ A -A) K I IN UNIMPROVED RIGHT OF WAY INSTALL METER BOX AT PROPERTY LINE WITH 12" W LONG COPPER TAILPIECE. w 9" MIN a I SIDEWALK a 12" MAX -WISH GRADE rr _ z ¢ rc TOUCHREAD WATER - 0 \ METER TO BE O SUPPLIED BY THE 12" z 36" MIN COVER n" CITY ` s> J TYPE "K" SOFT o ' COPPER TUBING j; NEW DUCTLE­ IRON WATFRMA!N IF SERVICE LINE TO HOUSE IS 3/4" OR 1" TO BE INSTALLED IN THE FUTURE GALVANIZED INSTALL FORD C14-33 OR 44 FIPT PLUG x COMPRESSION COUPLING LOOP DOWN TO CENTERLINE OF WATER MAIN TO PROVIDE SLACK IN COPPER COPPERSETTER FOR 5/8"x3/4" METER: FORD SERVICE LINE TO METER. VBH72-15W-44-33G, OR McDONALD BRASS: 21-215WCQQ33, OR MUELLER: 3/4-3-2470-2 WITH ANGLE BALL VALVE ON INLET AND SINGLE CHECK VALVE ON OUTLET - CORPORATION STOP WITH BALL VALVE. FORD COPPERSETTER FOR 1" METR_L FORD VBH72-15W-44-44G, OR TAPERED THREAD (CC). QUICK ..DINT McDONALO BRASS: 21-415WC0044, OR MUELLER: 1-8-2470-2 (3/4" FB1000-3-0) OR AY VCCCNALD 4701E BOTH INLET AND OUTLET WITH QUICK JOINT. PADLOCK WINGS ON (1" F81000-4-Q) OR AY MCDONAI_D 47018 INLET ANGLE BALL VALVE AND SINGLE CHECK VALVE ON OUTLET. ALL FITTINGS SHALL BE WITH QUICK JOINT, NO -. AL.. MFTFR BOXFS INSTALLED WITHIN CONCRETE OR PAVED DRIVEWAYS SHALL BE CASI-IRON EQUAL 0 OLYMPIC FOUNDARY. EXPANSION JOINTS MUSH BE INSTALLED ON 3011- SIDES OF METER BOX. A- A DRILL 2" DIA. HOLE FOR AMR (AUTOMATIC METER READ) 70UCHREAD DEVICE 2-1/2" MIN. FROM NEAREST AND FRONT EDGE OF PIT LID �t TYPICAL RIB I NOTE: THE CENTER OF THE HOLE MUST BE AT LEAST 1" FROM UNDERNEATH RIBS UNLESS THE RIB SPACING ALLOWS THE NUT TO TIGHTEN AGAINST THE OPEN SIDE OF MORE THAN ONE RB. �Y PUBLIC WORKS 34" AND 1" WATER SERVICE STD. PLAN - 320.1 n `. �'•` �` DEPARTMENT NOVLIMBEI{ 20UD 1" WATER SERVICE A PLAN VIEW A VALVE BOX LID WITH EARS IN DIRECTION OF 2" SQUARE WATER MAIN AND WORD "WATER" OPERATING NUT 12" MIN r_,'�,.'=_"•'" CAST INTO IT 18" MAX 4" CONCRETE COLLAR FOR VALVES IN PAVED AREAS 4-1/4" DIA. 1/8" MIN. THICKNESS SEE DETAIL 2 PIECE CAST IRON VALVE BOX, RICH-SEATTLE TYPE OR OLYMPIC FOUNDRY 1" STEEL LENGTH AS REQUIRED 1/8" MIN. THICKNESS �- 2-1/4" INSIDE MEASUREMENT 2-1/4" DEPTH VALVE OPERATING NUT SECTION A -A EXTENSION VALVE OPc_RAIION NUI EXTENSION NOTE: EXTENSIONS ARE REQUIRED WHEN VALVE NUT IS MORE THAN THREE (3) FEET BELOW FIN S-IED GRAD__. EXTENSIONS ARE TO BE A MINIMIJM 0= ONE (1) FOOT LONG. ONLY ONE EXTENSION -0 BE USED PER VALVE, NOTE: ALL EXTENSIONS ARE TO BE MADE OF STEEL, S ZLD AS NOTED, AND PAINTED WITH TWO COATS OF METAL PAINT. VALVE MARKER NOTES: VALVE MARKERS SHALL BE EQUAL -0 GARSONITE UTILITY MARKER VALVE MARKER PCS- TO BE USED FOR ALL MAIN LINE VALVES OUTSIDE PAVED AREAS a%.. T � _ } 3„ 38" MIN. WIDTH WHITE POST - - 62" j I Ti 24" VALVE MARKER POST Y PUBLIC WORKS VALVE BOX, MARKER &OPERATING STD. PLAN - 330.1 DEPARTMENT NUT EXTENSION ter. MARCH 2010 WATER VALVE BOX NTS C5.2 NTS co errs ENGINEERING PLLC 6413 Phinney Ave North Seattle, Washington 98103 uj ph 206.596.7115 uj coterraengineering.com 2 DO RECORD DRAWINGS REVISION 2 ! 4�_ 11-1/4" BEND 22-1/2' BEND 45' BEND CAP TEE 90' BEND THRUST BLOCK BEARING AREA IN SQUARE FEET (SEE NOTES) FQR HORIZONTAL AND DOWNWARD VERTICAL BENDS SOIL FIRM SILT OR FIRM SILTY SAND COMPACT SAND COMPACT SAND & GRAVEL 90` 45' BEND 11 1/4' 90' 45' BEND 11 1/4' 90' 45' BEND 11 1/4' FITTING BEND TEE CAP OR PLUG & 22 1/2' BEND TEE CAP OR PLUG & 22 1/2- BEND TEE CAP OR PLUG & 22 1/2- BEND BEND 1-) BEND 4' 7.0 42 42 1.7 2.9 2.1 2.1 2.2 1:6 1.6 1.0 6" 13.3 9.4 9.4 3.8 6.7 4.7 4.7 1.9 1 5.0 3.5 3.5 1.4 8" 23 .3 "6,7 16 ? 6.7 11.7 8.4 8.4 3.4 1 8.8 6.3 613 2 3 12" 53.0 3Z5 37.5 15.0 26.5 18.8 I&B 7.5 120.0 14.0 14.0 5.6 AREAS CALCULA. _D ON 300 PSI TESI PRESSURE. S-0- MIN. COVER FOR WAIERMAIN LESS THAN 12". 4'-D" MIN. COVER FOR WATERMAIN 12' OR GREATER. MAX. HEIGI-- ::- IHRUST BLOCK (FT) - 0.5 x DEPTH OF TRENCH MIN. HEIGHT OF THRUST BLOCK (FT) - O.D. PIPE + 1.0' 1RU5T BLOCK BEARING TEA REFERS TO THE ICE DF FLOCK MEASURED IN SQUARE FEET NOTES: 1. LOCATION AND SIZE OF BLOCKING FOR PIPE LARGER THAN 12"DIAMETER AND FOR SOIL TYPES DIFFERENT THAN SHOWN SHALL BE DETERMINED BY THE ENGINEER. 2. ALL BLOCKING SHALL BE POURED IN PLACE AGAINST UNDISTURBED NATIVE GROUND. 3. ALL POURED THRUST BLOCKS SHALL BE BACKFILLED AFTER MIN, 1 DAY. PRESSURE TESTING SHALL OCCUR AFTER CONCRETE HAS REACHED NOMINAL COMPRESSIVE STRENGTH. 4. AL_ BLOCKING SHALL BE CONCRETE CL 5 (1-1/2"). 5. B_CCKING AGAINST FITTINGS SHALL BEAR AGAINST THE GREATEST FITTING SURFACE AREA. POSSIBLE, BUT SHALL NOT COVER OR ENCLOSE BELL ENDS, JOINT BOLTS OR GLANDS REASONABLE ACCESS TO BOLTS AND GLANDS SHALL BE PROVIDED. Tt ° CONCRETE BLOCKING FOR STD. PLAN - 330.2 PUBLIC WORKS HORIZONTAL AND DOWNWARD DEPAh''PMENT VERTICAL BENDS MARCH 2010 CONCRETE THRUST BLOCKING NTS 4/9/21 SURVEYED: DESIGNED: MB DRAWN: MB CHECKED: PA BY DATE APPR APPROVED: SCALE: 1 "=20' ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL, NAD 1983/1991 DATUM CONCRETE DEAD MAN BLOCKING WITH SHACKLE RODS TO CAP, BLOCK SHALL BE POURED AGAINST UNDISTURBED E.ARTI, SIZE OF BLOCK TO BE DETERMINED DASED ON TEST PRESSURE OF WATER LINE .AND SOIL CHARACTERISTICS. ,`�, ,R ,•skCAST IRON CAP OR PLUG WITH �.� 2" IPS TAP SHALL BE A ROCKWELL 482 END CAP COUPLING. WATER MAIN I 2" GALVANIZED IRON PIPE - AS REQUIRED. 2" CLOSE NIPPLE 2" 90' ELBOW 2" GALVANIZED IRON PIPE. 12" LONG. PLAN TWO PIECE CAST IRON VALVE, BOX I EQUAL TO RICH VALVE CO. STANDARD 8" TOP SECTION, WITH REGULAR BASE SECTION LENGTH TO FIT. 2" CA_VAN ZE IRON PIPE 12" 1 ONG VALVE NUT EXTENSION IF REQUIRED ;SEE DWG BR46 / PACE B090) / INSTALL 2" 90- ELBOW, SCREWED -� 2" PLUG, SCREWED i _- 2" GALVANIZED IRON PIPE AS REQUIRED. 2" RESILIENT GATE VALVE, SCREWED INSTALL 2" 90' ELBOW, - ✓ SCREWED 2" GALVANIZED IRON PIPE AS REQUIRED. ELEVATION 1 STD. PLAN - 340.2 1' Gr °+ PUBLIC WORKS_ 2" BLOW -OFF ll1PAP.I'MENT TEMPORARY ASSEMBLY MAR(.I1 �010 2' BLOW OFF ASSEMBLY NTS CONSTRUCTOR RECORD DRAWING THE INFORMATION ON THIS DRAWING INDICATES CHANGES MADE TO THE CONSTRUCTION DOCUMENTS BASED UPON UTILITY AS -BUILT SURVEY PREPARED BY DAVID EVANS & ASSOCIATES, INC., DATED 3/23/21, AND TRANSFERRED TO THE REPRODUCIBLE DRAWINGS BY THE ENGINEER. +_ CITY OF RENTON Planning/Building/Public Works Dept. CO M T Nt O T 01i u0 ^r 11 Z O 0 W co L C) o W 0 z O I- U I- v/ z O U \J_ IS LJ R-408541 W-408505 w 75 IN COMPLIANCE WITH CITY OF RENTON STANDARDS 0 2 WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA CITY OF RENTON CML DETAILS >z O W DATE: 7/29/19 V FELDBOOK: PAGE: O DRAWING NO: J C5.2 `J SHEET: OF: 19 35 DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 ', 4', 6', 12', OR 24' ONE #3 BAR HOOP FOR 6" HEIGHT INCREMENT (SPACED EQUALLY), SEE NOTE 1 RECTANGULAR ADJUSTMENT SECTION 6 PIPE ALLOWANCES MAXIMUM PIPE MATERIAL INSIDE DIAMETER REINFORCED OR PLAIN 17, CONCRETE ALL METAL PIPE 15" CPSSP", 12" S.M. SPEC. 9-05.20 SOLID WALL PVC, STD. SPEC. 9-05.12(1) 15" PROFILE WALL PVC, STD. SPEC. 9-05.12(2) 15" ' CORRUGATED POLYETHYLENE STORM SEWER PIPE ���QCE sFFNo, NOTES: s res 1. AS ACCEPTABLE ALTERNATIVES TO THE REBAR SHOWN IN THE PRECAST BASE SECTION. FIBERS (PLACED IN ACCORDANCE WITH STANDARD SPECIFICATION 1 / 9-05.50(9)), OR WIRE MESH HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT SHALL BE USED WITH THE MINIMUM REQUIRED REBAR SHOWN IN THE ALTERNATIVE PRECAST BASE SECTION. WIRE MESH SHALL NOT BE PLACED IN THE KNOCKOUTS. AS AN ACCEPTABLE ALTERNATIVE TO THE RESAR SHOWN IN THE RECTANGULAR ADJUSTMENT SECTION, WIRE MESH 43 BAR EACH CORNER I i I I HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER #3 BAR EACH SIDE J,l.• Y� #3 BAR EACH WAY PRECAST BASE SECTION #3 BAR HOOP FOOT MAY BE USED. 2. THE KNOCKOUT DIAMETER SHALL NOT BE GREATER THAN 20'. KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2'MINIMUM TO 2.5"MAXIMUM. PROVIDE IS" MINIMUM GAP BETWEEN THE KNOCKOUT WALL AND THE OUTSIDE OF THE PIPE. AFTER THE PIPE IS INSTALLED, FILL THE GAP WITH JOINT MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 904.3. 3. THE MAXIMUM DEPTH FROM THE FINISHED GRADE TO THE LOWEST PIPE INVERT SHALL BE 5 FEET. 4. THE FRAME AND GRATE MUST BE INSTALLED WITH THE FLANGE DOWN, 5. THE PRECAST BASE SECTION MAY HAVE A ROUNDED FLOOR, AND THE WALLS MAY BE SLOPED AT A RATE OF 1H24V OR STEEPER. 6. THE OPENING SHALL BE MEASURED ATTHE TOP OF THE PRECAST BASE SECTION. 7. ALL PICKUP HOLES SHALL BE GROUTED FULL AFTER THE INLET HAS BEEN PLACED. USE GROUT TYPE 2 FOR #3 BAR EACH NON -SHRINK APPLICATIONS IN ACCORDANCE WITH CORNER 18" MIN. STANDARD SPECIFICATION 9-20.3(2). 8. ALL GRADE RINGS AND CASTINGS SHALL BE SET IN MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 9-D4.3. THEN APPLY MORTAR TO INSIDE AND OUTSIDE OF ALL JOINTS, RINGS. RISERS, AND FRAMES. 9. MORTAR SHALL BE MIXED AND APPLIED PER MANUFACTURER'S DIRECTIONS. 10. FRAME SHALL BE ADJUSTED TO PAVEMENT GRADE BY TAPPING UNTIL FRAME IS FLUSH WITH PAVEMENT AS DETERMINED WITH A STRAIGHT EDGE OF SUFFICIENT LENGTH. 11. ALL MORTAR JOINTS SHALL BE TRIMMED FLUSH AND SEE NOTE 1 REMAIN VISIBLE UPON COMPLETION. ALTERNATIVE PRECAST BASE SECTION UNLESS OTHERWISE NOTED, DRAWING IS NOTED SCALE (NTS) STD. PLAN - 200.00 v�• PUBLIC WORKS APPR ED: '�„ DEPARTMENT CATCH BASIN TYPE 1 GAZ 9/28/2018 I DATE CATCH BASIN TYPE 1 C5.3 NTS DocuSign Envelope ID: 6EEC F586-602A-4E4A-B436-A317AA638878 25 114' 29 1A' BOLT -DOWN HOLE (TYP.) - 5/8 11 NO. SEE DETAIL AND NOTE 2 TOP RECESSED ALLEN HEAD CAP SCREW 518" - I I INC x 2" GRATE FRPME SECTION BOLT -DOWN DETAIL SEE NOTE 2 24 114" I SECTION A SEE DETAIL _ ISOMETRIC VIEW / I 1 ur, 1 NOTES: 4 1�" 1. THIS FRAME IS DESIGNED TO ACCOMMODATE 20" x 24" GRATES OR COVERS, SEE STANDARD PLANS 204.10, 204.20, 204.30, AND 204.40. 1 618" I 2. BOLT -DOWN CAPABILITY I$ REQUIRED ON ALL FRAMES, GRATES, AND ` I COVERS, UNLESS OTHERWISE SPECIFIED. PROVIDE TWO HOLES IN THE FRAME THAT ARE VERTICALLY ALIGNED WITH THE GRATE OR COVER SLOTS. 314" / THE BEING APPED,4LL ACCEPT OR CREW BY OTH R THE M CHAR SM. LOCATION F / BOLT -DOWN HOLES VARIES BY MANUFACTURER. 21/2 3. REFER TO STANDARD SPECIFICATION 91 FOR ADDITIONAL \ DETAIL REQUIREMENTS. UNLESS OTHERWISE NOTED. DRAWING IS NOTTO SCALE (NTS) STD. PLAN - 204.00 a PUBLIC WORKS ° DEPARTMENT RECTANGULAR FRAME GAZ 9/28/2018 1 wrk.aemnnrr"m, DATE RECTANGULAR FRAME :45 AI :45 m DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 PIPE ALLOWANCES MAXIMUM PIPE MATERIAL INSIDE DIAMETER REINFORCED OR PLAIN 18" CONCRETE ALL METAL PIPE 21" CPSSP', 18" STD. SPEC. 9-05.20 SOLID WALL PVC, STD. SPEC. 9-05.12(1) 21" PROFILE WALL PVC, STD. SPEC. 9-05.12(2) 21" " CORRUGATED POLYETHYLENE STORM SEWER PIPE NOTES: 1. AS ACCEPTABLE ALTERNATIVES TO THE REBAR SHOWN IN THE PRECAST BASE .4', 6", 12', OR 24" SECTION, FIBERS (PLACED IN ACCORDANCE WITH STANDARD SPECIFICATION 9-05.50(9)), OR WIRE MESH HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT SHALL BE USED WITH THE MINIMUM REQUIRED REBAR SHOWN IN THE ALTERNATIVE PRECAST BASE SECTION. WIRE MESH SHALL NOT BE PLACED IN THE KNOCKOUTS. AS AN ACCEPTABLE ALTERNATIVE TO THE REBAR SHOWN IN THE JR 6" HEIGHT RECTANGULAR ADJUSTMENT SECTION, WIRE MESH HAVING A MINIMUM AREA OF INCREMENT (SPACED EQUALLY), 0.12 SQUARE INCHES PER FOOT MAY BE USED. SEE NOTE 1 2. THE KNOCKOUT DIAMETER SHALL NOT BE GREATER THAN 26". KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 7' MINIMUM TO 2.5" MAXIMUM. PROVIDE A 1.5" MINIMUM RECTANGULAR ADJUSTMENT SECTION GAP BETWEEN THE KNOCKOUT WALLAND THE OUTSIDE OF THE PIPE. AFTER THE PIPE 15 INSTALLED, FILL THE GAP WITH JOINT MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 9-04.3. 3. THE MAXIMUM DEPTH FROM THE FINISHED GRADE TO THE LOWEST PIPE INVERT SHALL BE V. 4. THE FRAME AND GRATE MUST BE INSTALLED WITH THE FLANGE DOWN. 5. THE PRECAST BASE SECTION MAY HAVE A ROUNDED FLOOR, AND THE WALLS MAY BE SLOPED AT A RATE OF 1H:24V OR STEEPER. 6. THE OPENING SHALL BE MEASURED AT THE TOP OF THE PRECAST BASE SECTION. 7. ALL PICKUP HOLES SHALL BE GROUTED FULL AFTER THE INLET HAS BEEN PLACED. USE GROUT TYPE 2 FOR NOWSHRINK APPLICATIONS IN ACCORDANCE WITH STANDARD SPECIFICATION 9-20.3(2). 8. ALL GRADE RINGS AND CASTINGS SHALL BE SET IN MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 9-04.3. THEN APPLY MORTAR TO INSIDE AND OUTSIDE OF ALL JOINTS, RINGS, RISERS, AND FRAMES. 9. MORTAR SHALL BE MIXED AND APPLIED PER MANUFACTURER'S DIRECTIONS. 10. FRAME SHALL BE ADJUSTED TO PAVEMENT GRADE BY TAPPING UNTIL FRAME IS FLUSH WITH PAVEMENT AS DETERMINED WITH A STRAIGHT EDGE OF SUFFICIENT LENGTH. P 11. ALL MORTAR JOINTS SHALL BE TRIMMED FLUSH AND REMAIN VISIBLE UPON COMPLETION. „ n. •-c 6� / \SEER �8* 93 BAR HOOP REDUCING SECTION #3 BAR EACH CORNER 18" MIN. #3 BAR EACH CORNER #3 BAR EACH SIDI PRECAST BASE SECTION VRCAT• PUBLIC WORKS CH BASIN TYPE 1L "` DEPARTMENT GAZ 9/28/2018 1 wark,A DATE CATCH BASIN TYPE 1L C5.3 NTS DocuSign Envelope ID: 6EEC F586-602A-4E4A-B436-A317AA638878 24" O 2117' DIA. HOLE 2p" A Q� TOP ISOMETRIC SEE NOTE 1 ALTERNATIVE PRECAST BASE SECTION UNLESS OTHERWISE NOTED, DRAWING IS NOTED SCALE (NTS) STD. PLAN - 200.10 PPR D: I 1!2" BOLT -DOWN SLOT, glq I SEE DETAIL AND NOTE 1 "1 14' I S,B•' I I I I I BOLT -DOWN SLOT DETAIL SEE NOTE 1 1� 3• R26", SEE NOTE 2 4 314" 1 1!2" SECTION B 1 5,W MAX. R39". SEE NOTE 2 5„ NOTES: J 12" -- r 3/4" 1 5/8" 1. BOLT -DOWN CAPABILITY IS REQUIRED ON ALL FRAMES, GRATES, AND COVERS, UNLESS OTHERWISE SPECIFIED. PROVIDE TWO HOLES IN THE FRAME THAT ARE VERTICALLY ALIGNED WITH THE GRATE OR COVER SLOTS. THIEF RAME SHALL ACCEPT THE 5/8'-11 NC x 2' ALLEN 4" HEAD CAP SCREW BY BEING TAPPED, OR OTHER II` DIA. HOLE APPROVED MECHANISM. LOCATION OF BOLT -DOWN HOLES VARIES BY MANUFACTURER. 112' DIA. HANDLE 1 1/2" 2. ALTERNATIVE REINFORCING DESIGNS ARE ACCEPTABLE IN SECTION C LIEU OF THE RIB DESIGN. 3. REFER TO STANDARD SPECIFICATION 9-05.15(2) FOR ADDITIONAL REQUIREMENTS. 4. FOR FRAME DETAILS, SEE CITY OF RENTON STANDARD PLAN 204.00. UNLESS OTHERWISE NOTED, DRAWING IS NOT70 SCALE (NTS) STD. PLAN - 204.30 ,a� PUBLIC WORKS ^I� DEPARTMENT RECTANGULAR SOLID METAL COVER ° GAZ 9/28/2018 1 DATE RECTANGULAR SOLID METAIL COVER NTS C5.3 NTS cPm*ote r r a ENGINEERING PLLC 6413 Phinney Ave North Seattle, Washington 98103 Ph 20b.59b.7115 Ld coterraengineering.com 2 DO RECORD DRAWINGS REVISION :45 AI :45 AN DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 CATCH BASIN FRAME AND VANED GRATE PER STD. PLAN 204.00 RECTANGULAR OR CIRCULAR ADJUSTMENT SECTION (TWO SECTIONS MAX.) MORTAR, (TYP.), SEE NOTE 5 4" MIN. 28" MAX. 16" MAX. FLAT SLAB TOP 96% 120" OR 144" E NOTE 6, TYP. 15' MAX. FOR MAINTENANCE STEPS OR LADDER 12" (TYP.) IINTEG.L.A.E 1"MIN"O'RING 2' 2.5'MAORCING STEEL, ("fYP.) MIN. 12" GRAVEL BACKFILL FOR PIPE ZONE BEDDING PER WSDOT STD. SPECIFICATION SECTION 9-03.12(3) 6' SEPARATE BASE PRECAST PRECASTWITH RISER NOTES: 1. NO STEPS ARE REQUIRED WHEN HEIGHT IS 4' OR LESS. 2. THE BOTTOM OF THE PRECAST CATCH BASIN MAY BE SLOPED TO FACILITATE CLEANING. 3. THE RECTANGULAR FRAME AND GRATE MUST BE INSTALLED WITH THE FLANGE DOWN. THE FRAME MAY BE CAST INTO THE ADJUSTMENT SECTION. 4. KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM TO 2.5' MAXIMUM. PROVIDE A 1.5" MINIMUM GAP BETWEEN THE KNOCKOUT WALL AND THE OUTSIDE OF THE PIPE. AFTER THE PIPE IS INSTALLED, FILL THE GAP WITH JOINT MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 9-04.3. 5. ALL GRADE RINGS, RISERS, AND CASTINGS SHALL BE SET IN MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 9-04.3. 6. WHEN CONNECTING TO A NEW PIPE, USE A FLEXIBLE CONNECTOR (KOR-N-SEAL BOOT WITH CORRUGATED PIPE ADAPTER OR APPROVED EQUAL). WHEN CONNECTING TO AN EXISTING PIPE. USE A FABRICATED SAND COLLAR OF THE SAME MATERIAL AS THE CONNECTING PIPE. 7. MORTAR SHALL BE MIXED AND APPLIED PER MANUFACTURER'S DIRECTIONS. 8. FRAME SHALL BE ADJUSTED TO PAVEMENT GRADE BY TAPPING UNTIL FRAME IS FLUSH WITH PAVEMENT AS DETERMINED WITH A STRAIGHT EDGE OF SUFFICIENT LENGTH. 9. ALL MORTAR JOINTS SHALL BE TRIMMED FLUSH AND REMAIN VISIBLE UPON COMPLETION. PUBLIC WORKS '41� DEPARTMENT CATCH BASIN DIMENSIONS CATCH BASIN DIAMETER MIN. WALL THICKNESS MIN. BASE THICKNESS MAXIMUM KNOCKOUT SIZE MINIMUM DISTANCE BETWEEN KNOCKOUTS *.. 4' IF, 36. 8., 1.. 4.5" 8" 42' 8" W, 5' 8" 48" 8" 72" 6" 8" 80' 17' M, 8- 17' 72' 17' 96" 8' 17' 84' 12" 120" 10' 1 Z. 144' 12- 17' 108" 17 PIPE ALLOWANCES CATCH BASIN PIPE MATERIAL WITH MAXIMUM INSIDE DIAMETER DIAMETER CONCRETE ALL METAL CPSSP, SOLID WALL PVC, PROFILE WALL PVC, 48' 24" 30" 24" 30" 30" 54" 30" 36" 30" 36" 36" 60" 36" 42' 36" 42" 42" 72" 42' 54' 42" 4B" 49" 84" 54' 60" 54" 45" 48" 96' 60' 72" 1 60" 1 48" 1 48" 120" 66' 84" 60" 48" 48" 144' 78" 96" 60" 48" 48" CORRUGATED POLYETHYLENE STORM SEWER PIPE (STD. SPEC. 9-05.20) Z STD. SPEC. 9-05.120) 'STD. SPEC. 9-05.12(2) CATCH BASIN TYPE 2 CATCH BASIN TYPE 2 HERWISE NOTED, DRAWING IS NOTED SCALE (NTS) STD. PLAN - 201.00 R GAZ 9/28/2018 I warksAem DATE :45 AI DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 CLEAN SURFACE AND BOTTOM AREA. PROVIDE UNIFORM COMACT. THE SURFACE AREA OF THE BASE SECTION MUST BE MORTARED TO THE BOTTOM AREA OF THE ADJUSTMENT SECTION ADJUSTMENT SECTION I I I I I I I I SEE NOTE 4 NOTES: 1. THE COVER OR GRATING OF A CATCH BASIN SHALL NOT BE ADJUSTED TO FINAL GRADE UNTIL THE FINAL ELEVATION OF THE PAVEMENT, GUTTER, DITCH, OR SIDEWALK IN WHICH IT IS TO BE PLACED HAS BEEN ESTABLISHED, AND UNTIL PERMISSION THEREAFTER IS GIVEN BY THE ENGINEER TO MORTAR IN PLACE IN ACCORDANCE WITH WSDOT/APWA STANDARD SPECIFICATION 7-05.3. 2. SHIMS SHALL NOT BE USED TO SET FRAME TO GRADE. THE USE OF SHIMS 15 PROHIBITED. 3. A CONTINUOUS LAYER OF MORTAR SHALL BE PLACED BETWEEN ADJUSTMENT RINGS AND BRICKS PRIOR TO PLACEMENT. 4. ONLY BY APPROVAL OF THE CITY, THE USE OF BRICKS IS PERMITTED WHERE THE BRICKS ARE STAGGERED TO CREATE A RUNNING BOND ORY2 BOND. 5. BASE SECTION SHALL BE SEALED TO THE BOTTOM AREA OF THE ADJUSTMENT SECTION WITH MORTAR. 6. MORTAR SHALL MEET THE REQUIREMENTS OF WSDOTIAPWA STANDARD SPECIFICATION 9-04.3. 7. PICK ! LIFTING HOLES ARE TO BE GROUTED WATER TIGHT. USE GROUT TYPE 2 FOR NON -SHRINK APPLICATIONS IN ACCORDANCE WITH STANDARD SPECIFICATION 9-20.3(2). 8. MORTAR SHALL BE MIXED AND APPLIED PER MANUFACTURER'S DIRECTIONS. 9. FRAME SHALL BE ADJUSTED TO PAVEMENT GRADE BY TAPPING UNTIL FRAME IS FLUSH WITH PAVEMENT AS DETERMINED WITH A STRAIGHT EDGE OF SUFFICIENT LENGTH. 10. ALL MORTAR JOINTS SHALL BE TRIMMED FLUSH AND REMAIN VISIBLE UPON COMPLETION. UNLESS OTHERWISE NOTED, DRAWING IS NOTED SCALE (NTS) • PUBLIC WORKS STD. PLAN - 202.00 • PRo 2, DEPARTMENT CATCH BASIN INSTALLATION GAZ 9/28/2018 1 9 A DATE CATCH BASIN INSTALLATION C5.3 NTS C5.3 NTS DocuSign Envelope ID: 6EEC F586-602A-4E4A-B436-A317AA638878 FL n 'a i LL 3 o OUTFACE TO STREAM DUMP NO POLLUTANTS � I 1 I I I I BOLT -DOWN SLOT,1 1/2" SEEDEFAILAND NOTE 1 4' 1 I 1I1a' I I � I I TI I I I I I BOLT -DOWN SLOT DETAIL SEE NOTE 1 TOP (m) 3ED LETTERING ISOMETRIC SECTION B NOTES: 1. BOLT -DOWN CAPABILITY IS REQUIRED ON ALL FRAMES, GRATES, AND COVERS, UNLESS OTHERWISE SPECIFIED. PROVIDE TWO HOLES IN THE FRAME THAT ARE VERTICALLY ALIGNED WITH THE GRATE OR COVER SLOTS. THE FRAME SHALL ACCEPT THE 518"-11 NO x 2' ALLEN HEAD CAP SCREW BY BEING TAPPED, OR OTHER APPROVED MECHANISM. LOCATION OF BOLT -DOWN HOLES VARIES BY MANUFACTURER. 2. REFER TO STANDARD SPECIFICATION 9-05.15(2) FOR ADDITIONAL REQUIREMENTS, 3. FOR FRAME DETAILS, SEE STANDARD PLAN 204.00. UNLESS OTHERWISE NOTED. DRAWING IS NOT TO SCALE (NTS) STD. PLAN - 204.20 •�• PUBLIC WORKS DEPARTMENT RECTANGULAR VANED GRATE LPR�`R„ Z 9/28/2018 I wrk.aem "n,ra", DATE RECTANGULAR VANED GRATE NTS 4/9/21 SURVEYED: DESIGNED: MB DRAWN: MB CHECKED: PA BY DATE APPR APPROVED: SCALE: 1 "=20' ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL NAD 1983/1991 DATUM :45 AN CONSTRUCTOR RECORD DRAWING THE INFORMATION ON THIS DRAWING INDICATES CHANGES MADE TO THE CONSTRUCTION DOCUMENTS BASED UPON UTILITY AS -BUILT SURVEY PREPARED BY DAVID EVANS & ASSOCIATES, INC., DATED 3/23/21, AND TRANSFERRED TO THE REPRODUCIBLE DRAWINGS BY THE ENGINEER. CITY OF RENTON Planning/Building/Public Works Dept. a J Z O v / uj :45 A I..L L C) Er o I W Ir-n n V / 0 Z O U I- v/ Z O U J_ > U R-408542 w IN COMPLIANCE WITH CITY OF RENTON STANDARDS 0 2 WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA CITY OF RENTON CML DETAILS >Z O U) W DATE: 7/29/19 U FIELDBOOK: PAGE: O DRAWING NO: J C5.3 `J SHEET: OF: 20 35 o \ DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 I I 112' BOLT -DOWN SLOT, IyII SEE DETAIL AND 34' NOTE 1 I I � I I I I I BOLT -DOWN SLOT DETAIL SEE NOTE 1 ISOMETRIC iF24" 4 EQUAL SPACES 4 EQUAL SPACES 1 5,'8" MAX. J SECTION A NOTES: 1. BOLT -DOWN CAPABILITY IS REQUIRED ON ALL FRAMES, GRATES, AND COVERS. UNLESS OTHERWISE SPECIFIED. PROVIDE TWO HOLES IN THE FRAME THAT ARE VERTICALLY ALIGNED WITH THE GRATE OR COVER SLOTS. THE FRAME SHALL ACCEPT THE 518"-11 NC x 2" ALLEN HEAD CAP SCREW BY BEING TAPPED, OR OTHER APPROVED MECHANISM. LOCATION OF BOLT -DOWN HOLES VARIES BY MANUFACTURER. 2. REFER TO STANDARD SPECIFICATION 9-05.15(2) FOR ADDITIONAL REQUIREMENTS. 3. USE ONLY IN SAGS ON VERTICAL CURVES. 4. FOR FRAME DETAILS, SEE STANDARD PLAN 204.00. UNLESS OTHERWISE NOTED, DRAWING 15 NOT TO SCALE (NTS) STD. PLAN - 204.30 PUBLICWORI<S RECTANGULAR BI-DIRECTIONAL PPR D: JL-�IINAF DEPARTMENT VANED GRATE GAZ9/28/2018 I DATE RECTANGULAR BI-DIRECTIONAL VANED GRATE C5,4 NTS DocuSign Envelope ID: 6EEC F586-602A-4E4A-B436-A317AA638878 SEE STANDARD PLANS 110, 110.1, 11 D.2, AND 111 FOR PAVEMENT RESTORATION REQUIREMENTS SURFACE RESTORATION AS SPECIFIED IN CONTRACT DOCUMENTS --- 12"MIN.--- EXISTING PAVEMENT SURFACE Ii -`-------r--------- M N. , SEE NOTE 4 t7 NEAT LINE TRENCH �� 'CRUSHED SURFACING TOP COURSE" PER / WSDOT STD. SPEC 9-03.9(3), COMPACTED OF MAXIMUM DENSITY "CRUSHED SURFACING TOP COURSE" PER WSDOT STD. SPEC 9-03.9(3),'BANK RUN GRAVEL FOR TRENCH BACKFILL' PER WSDOT STD. SPEC 9-03.19. OR'GRAVEL BORROW' PER WSDOT STD. SPEC 9-03.14(1), COMPACTED TD 95% OF MAXIMUM DENSITY BENCH AS NEEDED FOR SHORING SYSTEM WHEN DEPTH IS 4' OR GREATER PIPE PIPE ZONE BEDDING AND BACKFILL ie PER STD. PLANS 220.00 AND 220.10 �- SEE NOTE 1 ► UNPAVED AREAS I PAVED AREAS NOTES: 1. SEE WSDOTIAPWA STANDARD SPECIFICATIONS SECTION 2-09.4 FOR MEASUREMENT OF TRENCH WIDTH. 2. EXCAVATIONS OVER 4' DEEP SHALL COMPLY WITH THE SAFETY STANDARD DESCRIBED IN CHAPTER 295-155 PART N OF THE WAC. 1 MAXIMUM BACKFILL DEPTH ABOVE PIPE SHALL NOT BE EXCEEDED, AS DETERMINED BY PIPE MANUFACTURER. 4. IN PAVED AREAS IF PIPE HAS LESS THAN T OF COVER USE "CRUSHED SURFACING TOP COURSE" FOR THE ENTIRE BACKFILL DEPTH ABOVE PIPE ZONE. 5. SEE CONSTRUCTION PLANS FOR SPECIFIC PROJECT REQUIREMENTS. UNLESS OTHERWISE NOTED, DRAWING IS NOT70 SCALE (NTS) STD. PLAN - 220.20 [PR9/28/2018 I GAZ PUBLIC WORI<S U'RDEPARTMENT TYPICAL TRENCH AND BACKFILL wrt.a DATE TYPICAL TRENCH AND BACKFILL :45 AN :45 m DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 1/2" LETTERING BOLT HOLES-3 PLACES EQUALLY SPACED 120' APART ON 23 1/16" DIA. B.C. RENTO DRAIN (1) 1" DIA. PICKHOLE o m nu um, 11/4'LETTERING 25' DIA. 314" 2 112" COVER SECTION VIEW 26 1/2" DIA. 25 1/4" DIA. 114" DIA. NEOPRENE GASKET 1116' 6" 5; 8" 23 318" DIA. CL OPEN .7 5/16' DIA. 34 1/8" DIA. FRAME SECTION VIEW COVER BOTTOM VIEW (3) BLT SOC. (ALLEN HEAD) 518'-11 x 1.5 SS RUBBER WASHER EON BOLTING DETAIL 18" R1/8' GASKET GROOVE DETAIL NOTES: 1. ALL COVERS SHALL BE LOCKING LID PER EJ No. 3717C1 OR APPROVED EQUAL. UNLESS OTHERWISE NOTED, DRAWING 15 NOT TO SCALE (NTS) STD. PLAN - 204.50 •�• PUBLIC WORKS ft� "` DEPARTMENT STORM ROUND FRAME AND COVER Z 9/28/2018 I DATE STORM ROUND FRAME AND COVER C5.4 NTS DocuSign Envelope ID: 6EECF586-602A-4E4A-B436-A317AA638878 ®r�, 4' FLAT FACE GOTHIC 9"DIA 4" 7 8-1/8"OIA1O-VTDIA(2) 318%16 SS SOCKET HEAD CAP 15" DIA(1) OPEN PICKHOLSCREW (ALLENHEAD) WNVSHRS ON A 8' DIA BOLT CIRCLE CAST IRON FRAME AND COVER, SEE E'� NOTE 3 I- I I 'Qv 8" CLA55 ASPHALT, SEE NOTE4 ql� CLEANOUT RISER, SEE NOTE 2 SOIL TIGHT 45' BEND WYE SOIL TIGHT COUPLER -\\\ UNDERDRFCOLLECTOR G DRAIN COLR ROOF DRA PIPE, SEE t TO OVERFLOW C STRUCTURE OR - STORM MAIN PAVED AREA (TYP.) 12' EXTEND CLEANOUT RISER 2" ABOVE DESIGN PONDING ELEVATION OR PER PLAN - DESIGN PONDING ELEVATION 4COMPACTED SAND OR GRAVEL BACKFILL FOR DRAINS PER WSDOT9-03.12(4) Q ��I I CLEANOUT RISER, SEE NOTE 2 - MECHANICAL PLUG OR CONTINUED CONNECTION TYPICAL CLEANOUT CONFIGURATION -1 8-13116" DIA 518" FERNCO GASKETED QUIK CAP OR SIMILAR 4" STREAMBED COBBLES PER WSDOT 9-03.11(2) NOTES: 1. DIAMETER TO BE 6-INCHES MINIMUM PRIVATE. 8-INCHES MINIMUM PUBLIC. UNDERDRAIN PIPE PER STD. PLAN 262,10. 2. CLEANOUT RISER SHALL BE SAME SIZE AND MATERIAL AS CONNECTED UNDERDRAIN, FOOTING DRAIN COLLECTOR, OR ROOF DRAIN COLLECTOR PIPE. 3. FRAME AND COVER SHALL BE EJ PRODUCT NO.00367549BOl OR APPROVED EQUAL. COVER TO BE LOCKING WITH ALLEN HEAD BOLT, MARKED'STORM'. 4. FOR CLEANOUTS FULLY OR PARTIALLY WITHIN UNPAVED AREAS OUTSIDE OF BIORETENTION PONDING AREA, POUR 8" THICK, 2'x2' SQUARE CONCRETE COLLAR AROUND FRAME. CONCRETE COLLAR SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI. GENERAL NOTES: 1. CLEANOUTS FOR UNDERDRAIN, FOOTING DRAIN COLLECTOR, AND ROOF DRAIN COLLECTOR PIPES SHALL BE INSTALLED AT A MINIMUM OF EVERY 1 DO FEET, AT EVERY 90 DEGREE OR SECOND 45 DEGREE BEND, AT THE END OF EVERY COLLECTOR PIPE, AND AT EACH END OF AN UNDERDRAIN PIPE NOT CONNECTED TO AN OVERFLOW STRUCTURE. CLEANOUTS SHALL BE INSTALLED TO ALLOW FOR MAINTENANCE ACCESS TO ALL PIPES. 2. ALL FITTINGS SHALL BE SOIL TIGHT. 3. CLEANOUT RISER SHALL BE LOCATED OUTSIDE OF BIORETENTION PONDING WHERE POSSIBLE. 4. CLEANOUTS SHALL NOT BE LOCATED WITHIN THE STREET TRAVEL LANE, UNLESS OTHERWISE APPROVED BY THE CITY. UNLESSOTHERWISE NOTED, DRAWING IS NOT705CALF (NTS) STD. PLAN - 226.00 PUBLIC WORKS APPROVED DEPARTMENT STORM SYSTEM CLEANOUT GAZ 9/28/2018 I DATE STORM SYSTEM CLEANOUT NTS C5.4 NTS CPR o t errs ENGINEERING PLLC 6413 Phinney Ave North Seattle, Washington 98103 Ph 20b.59b.7115 Ld coterraengineering.com 2 DO RECORD DRAWINGS REVISION :45 AN :45 Ar DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 #6 BARS @ 7' SPACING 12" (fYP.) 20'x24", ZV DIA., 46" 48' DIA., OR 54" MAX. DIA. HOLE 8' f 2" (TYPJ _L - 9" 12 12 T_ 1"MIN. 2 112" MAX. 84" or 96" FLAT SLAB TOP PREFABRICATED LADDER 12" MIN. 6" #5 BARS @ 6" SPACING STEP s vz" MAX. 20"x24", 24" DIA., Ix 48" DIA., OR 54" DIA. HOLE �+ 2' (TYP.) 24" 1"MIN.21/2"MAX. MIN 72" FLAT SLAB TOP18"MIN. 021" 42" MAX. #4 BARS @ 6- SPACING - 20"x24"OR 26" DIA. HOLE 48' IN --� TYPICAL ORIENTATION ECCENTRIC CONE SECTION 2" (TYP.) FOR ACCESS AND STEPS 1"MIN. 8 2 112" MAX. 48", 54", or 60" FLAT SLAB TOP S0 32 2R 2p. 34 5 S+ � 1", 2', 4', 8", 1T, OR 24" ONE #3 BAR HOOP FOR 6" \Il , 5' HEIGHT INCREMENT �.I EQUALLY), SEE NOTE 1 'I �S. 1"• 2", 4"� 6". 12", OR 24" ONE #3 BAR HOOP FOR 6" HEIGHT INCREMENT (SPACED EQUALLY), CIRCULAR ADJUSTMENT SECTION SEE NOTE 1 RECTANGULAR ADJUSTMENT SECTION NOTES: 1. AS AN ACCEPTABLE ALTERNATIVE TO REBAR, WIRE MESH HAVING A MINIMUM AREA OF 0,12 SQUARE INCHES PER FOOT MAY BE USED FOR ADJUSTMENT SECTIONS. UNLESS OTHERWISE NOTED, DRAWING 15 NOT TO SCALE (NTS) " Ds STD. PLAN - 204.60 . PUBLIC WORI<S MISCELLANEOUS DETAILS FOR APR '�„ DEPARTMENT DRAINAGE STRUCTURESAZ 9/28/2018 �reaw m"m.r DATE art,aammrsr".a MISC. DETAILS FOR DRAINAGE STRUCTURES 45 AN DocuSign Envelope ID: 6 EEC F5B6-602A-4E4A-B436-A317AA638878 SEE NOTE 4, LIMIT OF PIPE ZONE PIPE ZONE BEDDING AND 'T BACKFILL, SEE NOTE 5 f 6' O.D. FOUNDATION LEVEL 6' FOUNDATION MATERIAL, IF REQUIRED, SEE NOTE 6 FLEXIBLE PIPE GRAVEL BACKFILL FOR PIPE ZONE BEDDING (WSDOT 9-03.12(3)) OR MAINTENANCE ROCK (WSDOT 9-03.9(4)) FLEXIBLE PIPE NOTES: 1. PROVIDE UNIFORM SUPPORT UNDER BARRELS. 2. HAND TAMP UNDER HAUNCHES. 3. DIRECTLY OVER PIPE, HAND TAMP ONLY. 4. SEE STANDARD WSDOT/APWA SPECIFICATIONS SECTION 2-09.4 FOR TRENCH WIDTH. 5. PIPE ZONE BEDDING AND BACKFILL MATERIAL SHALL BE PLACED IN 6" LOOSE LAYERS AND COMPACTED TO 95% MAXIMUM DENSITY. 6. EXCAVATE UNSTABLE MATERIAL DOWN TO FIRM SOIL AND REPLACE WITH FOUNDATION MATERIAL CLASS A DR B PER STANDARD WSDOT/APWA SPECIFICATIONS SECTION 9-D3.17. MINIMUM ALLOWED IN ZONE 1 PIPE TYPE COVER (FT) PUBLIC? PRIYATE? OF THE APAT LINE CORRUGATED POLYETHYLENE PIPE (LCPE) 20 YES YES YES CORRUGATED POLYETHYLENE PIPE (CPE) - TRIPLE WALL 2 0 YES YES YES POLYVINYL CHLORIDE PIPE (PVC) 3.0 YES YES YES SOLID WALL HIGH DENSITY POLYETHYLENE PIPE (HOPE) 2 0 YES YES YES DIAMETER MINIMUM DISTANCE BETWEEN BARRELS 12" TO 24" 12' 30' TO W' DIAMETER 13 102" TO 180' 4B" UNLESS OTHERWISE NOTED, DRAWING 15 NOT TO SCALE (NTS) STD. PLAN - 220.10 rr PUBLIC WORI<S PIPE ZONE BEDDING AND PPR "_ '�„ DEPARTMENT COMPACTION -FLEXIBLE PIPE GAZ 9/zs/zols I DATE :45 Ar PIPE ZONE BEDDING AND COMPACTION - FLEXIBLE PIPE C5.4 NTS C5.4 NTS DocuSign Envelope ID;6EECF5B6-602A-4E4A-B436-A317AA638878 OPTIONAL PARALLEL TANK r------ - - - - - - - - - - - - - - - - - - - - - - - - I 136"MIN.I I\ I H-1--J ( ) 1 1 1 INLET PIPE (BACKUP SYSTEMS, �L-------------------------------J ACCESS RISERS, SEE NOTE 4 �� i/ �TT� SAME SIZE AS INLET PIPE, WHERE ALLOWED) I/ I 12" MIN. DIA Ill 2-MIN. I I I I I ACCESS RISERS PER FLOW _ A u� OUTLET PIPE O STD. PLAN 235.10 N� O INLET PIPE CONTROL 0 (FLOW THROUGH) STRUCTURE WITH SOLID LOCKING LID 36" MIN. CONNECTOR PLAN PIPE TYPE 2REQUICATCHBASIN(CB) "FLOW-THROUGH" SYSTEM SHOWN SOLID. ED FOR FLO DESIGNS FOR "FLOW BACKUP" SYSTEM AND SYSTEM ONLY PER STD. PLAN 201. PARALLEL TANKS SHOWN DASHED FINISH GRADE 50' MAX. 100' MAX, 2" MIN. DIA. AIR VENT PIPE ACCESS RISERS, SEE WELDED TO TANK (REQUIRED STD. PLAN 235.10 IF NO ACCESS RISER ON TANK) 2' MAX T MIN. ® 2' MIN. SEE NOTE 10 DETENTION TANK (TYPO � (SIZE AS REQUIRED) .-Y 6" SEDIMENT STORAGE �-r FLOW -�` 2' MIN. 2' MIN. 36' MIN. DIA, (T1'P.) SEE NOTE 10 (T1'P.) CONTROL STRUCTURE (PROP-T SECTION A SHOWN), MIN. 54- DIA. TYPE 2 CB PER STD. PLAN 237.00 FLOW RESTRICTOR PER STD. PLAN 237,00 NOTES: 1. THIS DETAIL IS A SCHEMATIC REPRESENTATION ONLY. ACTUAL CONFIGURATION WILL VARY DEPENDING ON SPECIFIC SITE CONSTRAINTS AND APPLICABLE DESIGN CRITERIA. 2. MINIMUM TANK DIAMETER IS 36 INCHES. 3. METAL PARTS PREFERRED TO BE STAINLESS STEEL. ALUMINIZED STEEL, OR ALUMINUM. ALL OTHER STEEL PARTS MUST BE GALVANIZED WITH TREATMENTS 1, 2, OR 5. 4. ACCESS RISERS REQUIRED CENTERED NO MORE THAN 50 FEET FROM ANY LOCATION WITHIN THE DETENTION TANK. 5. H-20 LIVE LOADS MUST BE ACCOMMODATED FOR TANKS LYING UNDER PARKING AREAS, ROADWAYS, AND ACCESS ROADS. 5. BEDDING OF THE PIPE SHALL BE IN ACCORDANCE WITH STD. PLAN 220.00. 7. PRIOR TO STARTUP, DETENTION TANK SHALL PASS LEAK TEST. 8. PIPE MATERIAL, JOINTS, AND PROTECTIVE TREATMENT FOR TANKS SHALL BE IN ACCORDANCE WITH SECTIONS 7-04 AND 9-05 OF THE WSDOT/APWA STANDARD SPECIFICATION. 9. ALL TANK ACCESS OPENINGS MUST BE READILY ACCESSIBLE BY MAINTENANCE VEHICLES. 10. WHEN CONNECTING TO A NEW PIPE, USE A FLEXIBLE CONNECTOR (KOR-N-SEAL BOOT WITH CORRUGATED PIPE ADAPTER OR APPROVED EQUAL). WHEN CONNECTING TO AN EXISTING PIPE, USE A FABRICATED SAND COLLAR OF THE SAME MATERIAL AS THE CONNECTING PIPE. 11. SEE CONSTRUCTION PLANS FOR SPECIFIC PROJECT REQUIREMENTS. UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) STD. PLAN - 235.00 Aou• " PUBLIC WORKS PPROVED. `� DEPARTMENT TYPICAL DETENTION TANK GAZ 9/28/2018 I v"rt,aam"�vmr" DATE TYPICAL DETENTION TANK NTS 4/9/21 SURVEYED: - DESIGNED: MB DRAWN: MB CHECKED: PA BY DATE APPR APPROVED: SCALE: 1 "=20' ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL, NAD 1983/1991 DATUM :45 AI CONSTRUCTOR RECORD DRAWING THE INFORMATION ON THIS DRAWING INDICATES CHANGES MADE TO THE CONSTRUCTION DOCUMENTS BASED UPON UTILITY AS -BUILT SURVEY PREPARED BY DAVID EVANS & ASSOCIATES, INC., DATED 3/23/21, AND TRANSFERRED TO THE REPRODUCIBLE DRAWINGS BY THE ENGINEER. +_ CITY OF RENTON Planning/Building/Public Works Dept. z O v / W f O Er o I W Ir-n n V 0 z 0 I- U I/ ') li I- v/ z O U \J_ WU R-408543ui IN COMPLIANCE WITH CITY OF RENTON STANDARDS 0 2 WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA CITY OF RENTON CML DETAILS >z O U) W DATE: 7/29/19 U FIELDBOOK: PAGE: O DRAWING NO: J C5.4 `J SHEEP: OF, 21 35 DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 3 7r` ADDITIONAL LADDER RUNGS (IN SETS) TO 2' MIN. CLEARANCE TO y, � �� ALLOW ACCESS TO TANKS OR VAULTS ANY PORTION OF FLOW RESTRICTOR \` \ WHEN CATCH IS FILLED WITH WATER TEE INCLUDING ELBOWS REMOVABLE WATERTIGHT COUPLING OR FLANGE 2'MIN. A I ELBOW RESTRICTOR, \ II �-� SEE DETAIL AND NOTE 10 1 ANGLE AS / NEECESSCESSARY, / \ SEE NOTE 7 6' MIN. 2- MIN, �-- 6' MAX. PLATE WELDED TO ELBOW WITH PLAN VIEW ORIFICE AS SPECIFIED, SEE NOTE 3 ELBOW RESTRICTOR DETAIL ELEVATION PER PLANS 12" MIN. UNDER FRAME 6 SOLID COVER MARKED "DRAIN" PAVEMENT WITH LOCKING BOLTS PER STD. PLAN 204.50 - , A 16" MAX. VERTICAL BAR GRATE FOR SECONDARY INLET 6' MIN DESIGN WATER ELBOW RESTRICTOR. SURFACE SEE DETAIL AND NOTE 10 HANDHOLDS, STEPS. OR LADDER PIPE SUPPORTS, SEE NOTE 6 r 12" (TYPJ 1.5 R D -{I- SEE NOTE 9 (TYR) MIN. 2' MIN. T ISOMETRIC IL OUTLET PIPE, SEE INLET PIPE NOTES 1 8 5 2' INVERT AND G MIN. SHEAR GATE WITH CONTROL ROD FOR ELEVATION PER PLANS CLEANOUTlORAIN (ROD BENT AS REQUIRED FOR VERTICAL ALIGNMENT WITH COVER) 12" SECTION OF PIPE ATTACHED BY PER STD. PLAN 237.30 GASKETED BAND TO ALLOW REMOVAL 2' 2' MIN. WELDED RESTRICTOR PLATE WITH ORIFICE DIA. AS SPECIFIED, SEE NOTE 10 NOTES: SECTION A 1. USE A MIMIMUM OF A 54' DIAMETER TYPE 2 CATCH BASIN, 2. OUTLET CAPACITY: 1DO-YEAR DEVELOPED PEAK FLOW. 3. METAL PARTS PREFERRED TO BE STAINLESS STEEL, ALUMINIZED STEEL, OR ALUMINUM. ALL OTHER STEEL PARTS MUST BE GALVANIZED WITH TREATMENTS 1, 2, OR 5. 4. FRAME AND LADDER OR STEPS OFFSET SO: A. CLEANOUT GATE IS VISIBLE FROM TOP. B. CLIMB -DOWN SPACE IS CLEAR OF RISER AND CLEANOUT GATE. C. FRAME IS CLEAR OF CURB. 5. IF METAL OUTLET PIPE CONNECTS TO CEMENT CONCRETE PIPE: OUTLET PIPE TO HAVE SMOOTH O.D. EQUAL TO CONCRETE PIPE I.D. LESS 1/4". 6. PROVIDE AT LEAST ONE 3" X .090 GAGE SUPPORT BRACKET ANCHORED TO CONCRETE WALL. (MAXIMUM 3'-0' VERTICAL SPACING). 7. LOCATE ELBOW RESTRICTOR(S) AS NECESSARY TO PROVIDE MINIMUM CLEARANCE AS SHOWN. 8. LOCATE ADDITIONAL LADDER RUNGS IN STRUCTURES USED AS ACCESS TO TANKS AND VAULTS TO ALLOW ACCESS WHEN CATCH BASIN IS FILLED WITH WATER. 9. WHEN CONNECTING TO A NEW PIPE, USE A FLEXIBLE CONNECTOR (KOR-N-SEAL BOOT WITH CORRUGATED PIPE ADAPTER OR APPROVED EQUAL). WHEN CONNECTING TO AN EXISTING PIPE, USE A FABRICATED SAND COLLAR OF THE SAME MATERIAL AS THE CONNECTING PIPE. 10. IF TEE SECTION IS USED ONLY FOR SPILL CONTROL, THEN ELBOW RESTRICTORS AND RESTRICTOR PLATES WITH ORIFICES ARE NOT REQUIRED. UNLESS OTHERWISE NOTED, DRAWING 15 NOT TO SCALE (NTS) STD. PLAN - 237.00 v�• PUBLIC WORI<S FLOW CONTROL STRUCTURE - APPRo EO: '�„ DEPARTMENT RESTRICTOR TEE G/�►►Z 9/28/2018 I work,ae GATE FLOW CONTROL STRUCTURE - RESTRICTOR TEE C5.5 NTS DocuSign Envelope ID: 6EECF5B6-602A-4E4A-8436-A317AA638878 UNDISTURBED NATIVE VEGETATION UNDISTURBED NATIVE SOIL 3"4' ARBORIST WOOD CHIP MULCH, SEE STD. PLAN 262.60 PLANTING BEDS/UNDISTURBED UNDISTURBED TURF (LAWN)AREAS, VEGETATION, SEE NOTE 1 SEE NOTE 1 J GRASS: SEED OR SOD D• UNDISTURBED NATIVE SOIL OPTION 1 - NO DISTURBANCE PLANTING BEDS TURF (LAWN) AREAS GRASS: SEED OR SOD 3' OF COMPOST INCORPORATED - - - - �i�i -- 1.75' OF COMPOST INCORPORATED INTO INTO 5' OF SITE SOIL (TOTAL - I I I ( -III I I ( I 6.25" OF SITE SOIL (TOTAL AMENDED DEPTH AMENDED DEPTH OF 9.5', FOR A OF 9.5', FOR A SETTLED DEPTH OF 8') SETTLED DEPTH OF 6") I I I I I I I 6• I I I 11- I rl I I I I I I TT ' I /\� SUBSOIL SCARIFIED BELOW SUBSOIL SCARIFIED 4'BELOW \\/ /\� -1�. _ - COMPOST AMENDED ER COMPOST AMENDED LAYER (12- BELOW SOIL SURFACE) (12' BELOW SOIL SURFACE) OPTIONS 2, 3, AND 4 - AMEND IN PLACE OR STOCKPILE AND AMEND PLANTING BEDS TURF (LAWN) AREAS 3 WOOD CHIP /////////// / GRASS: SEED OR SOD MULCH, SEE STD. / l`/ / 0" PLAN 262.60 NOTES: 1. AREAS OF NO DISTURBANCE TO BE FENCED AND EXISTING VEGETATION AND SOIL TO BE _ PROTECTED FROM CONSTRUCTION IMPACTS. 6'IMPORTED I 6'IMPORTED TOPSOIL MIX - - l - I I - - TOPSOIL MIX GENERAL NOTES: (COMPACTED (COMPACTED DEPTH) TT"-T' jT= DEPTH) g --III" UU I f--' - 1. TO MEASURE SETTLED DEPTH, WATER SOIL SUFFICIENTLY TO FULLY SATURATE WITHOUT - CAUSING EROSION !,. SUBSOIL IS 2. COMPOST TO MEET STD. PLAN 262.60. SUBSOIL IS / , -,%�\\ /\\� \��\ \\// \/ / BELOW IMPORTED (WHERE 3. COMPACTION OF TOPSOILDPROCTOR. SCARIFIED 6" \;<, -T� \ \ \ \/ TOPSOIL MIX TO BE TO 85%OF STANDARD PROCTOR. BELOW IMPORTED TOPSOIL MIX \\ `\\\ /\� ... \ \\\� \/ 4. SEE CONSTRUCTION PLANS FOR SPECIFIC /�\\�\\�/\�/X 12' / \ I PROJECT REQUIREMENTS. OPTION 5 - IMPORTED TOPSOIL UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) STD. PLAN - 264.00 PUBLIC WORI<S APPR D: SOIL AMENDMENT SECTIONS GAZ 9/28/2018 I %,$1'%AF DEPARTMENT VASOF•ort,aam,n- DATE SOIL AMENDMENT SECTION :45 AN :45 Ar DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 (6) EVENLY SPACED HOLES ON 10 3/8" BOLT CIRCLE FOR BOLTING TO FLANGE CONNECTION O SIDE MAXIMUM OPENING OF GATE HANDLE WITH LOCK PIN ADJUSTABLE LOCK HOOK WITH LOCK SCREW O LIFT HANDLE SHALL BE ATTACHED PER MANUFACTURER'S RECOMMENDATIONS V ROD OR TUBING, VARIABLE LENGTH NOTES: 1. SHEAR GATE SHALL BE ALUMINUM ALLOY PER ASTM B-26-ZG-32a OR CAST IRON ASTM A48 CLASS 30B AS REQUIRED. 2. GATE SHALL BE 8 INCH DIA. UNLESS OTHERWISE SPECIFIED. 3. GATE SHALL BE JOINED TO TEE SECTION BY BOLTING (THROUGH FLANGE), WELDING, OR OTHER SECURE MEANS. 4. LIFT ROD: AS SPECIFIED BY MFR. WITH HANDLE EXTENDING TO WITHIN ONE FOOT OF COVER AND ADJUSTABLE HOOK LOCK FASTENED TO FRAME OR UPPER HANDHOLD. 5. GATE SHALL NOT OPEN BEYOND THE CLEAR OPENING BY LIMITED HINGE MOVEMENT, STOP TAB, OR SOME OTHER DEVICE. 6. NEOPRENE RUBBER GASKET REQUIRED BETWEEN RISER MOUNTING FLANGE AND GATE FLANGE. T MATING SURFACES OF LID AND BODY TO BE MACHINED FOR PROPER FIT. 8. FLANGE MOUNTING BOLTS SHALL BE 318" DIA. STAINLESS STEEL, 9. ALTERNATE CLEANOUT/SHEAR GATES TO THE DESIGN SHOWN ARE ACCEPTABLE, PROVIDED THEY MEET THE MATERIAL SPECIFICATIONS ABOVE AND HAVE A SIX BOLT, 10 318' BOLT CIRCLE FOR BOLTING TO THE FLANGE CONNECTION. UNLESS OTHERWISE NOTED, DRAWING 15 NOT TO SCALE (NTS) STD. PLAN - 237.30 • PUBLIC WORKS ORGAZ 9/ TEE SECTION SHEAR GATE 28/2018 I DEPARTMENT DATE TEE SECTION SHEAR GATE C5.5 NTS DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 STANDARD TYPE 2, 60" DIA. CATO BASIN (CB) CONCRETE TOP SLAB LADDI 36" CMP RI; PLAN 24-INCH BOLT LOCKING RING AND COVER. ADJUSTMENT RINGS AS NECESSARY, PER STANDARD PLAN 204.50 - CRUSHED SURFACING TOP COURSE PER WSDOT STD. SPEC 9-03.9(3) COMPACTED TO 95% MAX DENSITY (TYP.) MANHOLE STEPS, I7 O.C. WELD OR BOLT STANDARD MANHOLE STEPS J LID (MARKED "DRAIN") 24" DIA. ECCENTRIC OPENING MAINTAIN 1' GAP BETWEEN BOTTOM OF SLAB AND TOP RISER. PROVIDE PLIABLE GASKET TO EXCLUDE DIRT l PLACE CEMENT MORTAR SEAL BETWEEN TOP SLAB AND MANHOLE, SEE NOTE 6 RISER, 36' DIA. MIN., SAME MATERIAL AND GAUGE AS TANK WELDED OR FUSED TO TANK DETENTION TANK NOTES: 1. USE ADJUSTING BLOCKS AS REQUIRED TO BRING FRAME TO GUIDE. 2. METAL PARTS PREFERRED TO BE STAINLESS STEEL, ALUMINIZED STEEL, OR ALUMINUM. ALL OTHER STEEL PARTS MUST BE GALVANIZED WITH TREATMENTS 1, 2, OR 5. 3. MUST BE LOCATED FOR ACCESS BY MAINTENANCE VEHICLES. 4. MAY SUBSTITUTE WSDOT SPECIAL TYPE IV MANHOLE (RCP ONLY). 5. TOP SLAB SHALL BERATED FOR HS-20 LOADING. 6. ALL GRADE RINGS AND CASTINGS SHALL BESET IN MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 9-04.3. UNLESS OTHERWISE NOTED, DRAWING IS NOT70 SCALE (NTS) STD. PLAN - 235.10 v PUBLIC WORKS 1le.D. DEPARTMENT DETENTION TANK ACCESS GAZ 9/28/2018 I vort, am"„��ro< DATE DETENTION TANK ACCESS NTS C5.5 NTS o errs ENGINEERING PLLC 6413 Phinney Ave North Seattle, Washington 98103 Ph 206.59b.7115 coterraengineering.com 2 DO RECORD DRAWINGS REVISION :45 Al :45 AN DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 SURFACE WATER STANDARD PLAN NOTES: THE FOLLOWING IS A LISTING OF GENERAL NOTES THAT SHALL BE INCORPORATED IN THE DRAINAGE PLAN SET. ALL THE NOTES ON THE LIST MAY NOT PERTAIN TO EVERY PROJECT. THE APPLICANT OR OWNER, HEREBY REFERRED TO AS APPLICANT, MAY STRIKE OUT IRRELEVANT NOTES IF NOT APPLICABLE TO THE PROJECT. HOWEVER, THE APPLICANT SHALL NOT RENUMBER NOR EDIT THE REMAINING NOTES. IF ADDITIONAL NOTES ARE NEEDED FOR SPECIFIC ASPECTS, THEY SHALL BE ADDED AFTER THE SURFACE WATER STANDARD PLAN NOTES. 1. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY OCCURS, A PRE -CONSTRUCTION MEETING SHALL BE HELD AMONG THE CITY OF RENTON. HEREBY REFERRED TO AS THE CITY, THE APPLICANT, AND THE APPLICANTS CONTRACTOR. 2. THE APPLICANT SHALL BE RESPONSIBLE FOR SECURING ALL NECESSARY CITY, STATE, AND FEDERAL PERMITS PRIOR TO CONSTRUCTION. 3. ALL STORM DRAINAGE IMPROVEMENTS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE LATEST EDITION OF THE CITY OF RENTON SURFACE WATER DESIGN MANUAL (RENTON SWDM), RENTON MUNICIPAL CODE (RMC), AND THE STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION PREPARED BY WSDOT AND THE AMERICAN PUBLIC WORKS ASSOCIATION (APWA). IT SHALL BE THE SOLE RESPONSIBILITY OF THE APPLICANT TO CORRECT ANY ERROR, OMISSION OR VARIATION FROM THE ABOVE REQUIREMENTS FOUND IN THE PLANS. ALL CORRECTIONS SHALL BE AT NO ADDITIONAL COST TO THE CITY. 4. APPROVAL OF THE ROAD, GRADING, PARKING, BUILDING, AND DRAINAGE PLAN DOES NOT CONSTITUTE AS APPROVAL OF ANY OTHER CONSTRUCTION (E.G. WATER. SEWER, GAS, ELECTRICAL, ETC.). PLANS FOR STRUCTURES SUCH AS BRIDGES, VAULTS, AND RETAINING WALLS REQUIRE A SEPARATE REVIEW AND APPROVAL BY THE CITY PRIOR TO CONSTRUCTION. THE SURFACE WATER DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED PLANS. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE COORDINATION FOLLOWED BY WRITTEN APPROVAL FROM THE CITY. 5. A COPY OF THE APPROVED PLANS SHALL BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 6. THE LOCATIONS OF ALL EXISTING UTILITIES SHOWN HEREON HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHALL THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE APPLICANT AND THE APPLICANT'S CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN, AND TO FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON THAT MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. THE APPLICANT SHALL RECORD ON THE AS -BUILT DRAWINGS ALL UNDOCUMENTED UTILITIES DISCOVERED AND ANY CHANGES TO THE APPROVED PLANS. THE APPLICANT SHALL IMMEDIATELY NOTIFY THE ENGINEER OF RECORD IF A CONFLICT EXISTS. T. VERTICAL DATUM SHALL BE NAVD 88 AND HORIZONTAL DATUM SHALL BE NAD 83 (WA STATE PLANE, NORTH), UNLESS OTHERWISE APPROVED BY THE CITY. REFERENCE BENCHMARK, DATUM, AND ELEVATIONS SHALL BE NOTED ON THE PLANS. S. ALL UTILITY TRENCH BACKFILL AND ROADWAY SUBGRADE SHALL BE COMPACTED TO 957. MAXIMUM DRY DENSITY PER SECTION 2-03.3(14)D - COMPACTION AND MOISTURE CONTROL TESTS OF THE WSDOT STANDARD SPECIFICATIONS. IN PERMEABLE PAVEMENT AND OTHER INFILTRATION AREAS, ALL TRENCH BACKFILL SHALL BE FIRM AND UNYIELDING BUT IN NO CASE SHALL BE COMPACTED TO MORE THAN 92% OF MAXIMUM DRY DENSITY. 9. OPEN CUTTING OF EXISTING ROADWAYS FOR STORM DRAINAGE WORK IS NOT ALLOWED UNLESS SPECIFICALLY APPROVED BY THE CITY AND NOTED ON THESE APPROVED PLANS. ANY OPEN CUT SHALL BE RESTORED IN ACCORDANCE WITH THE CITY TRENCH RESTORATION STANDARDS. 10. ALL PIPE AND STRUCTURES SHALL BE STAKED FOR SURVEY LINE AND GRADE PRIOR TO THE START OF CONSTRUCTION. WHERE SHOWN ON THE PLANS OR WHERE DIRECTED BY THE CITY, THE EXISTING MANHOLES, CATCH BASINS, OR INLETS SHALL BE ADJUSTED TO THE GRADE AS STAKED. 11. ALL FLOW CONTROL FACILITIES SHALL BE INSTALLED AND IN OPERATION PRIOR TO, OR IN CONJUNCTION WITH, ANY CONSTRUCTION ACTIVITY UNLESS OTHERWISE APPROVED BY THE CITY. 12. ALL PIPE AND APPURTENANCES SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION IN ACCORDANCE WITH THE CURRENT STATE OF WASHINGTON STANDARD SPECIFICATION FOR ROAD AND BRIDGE CONSTRUCTION. THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL, AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE, UNYIELDING BASE. ALL PIPE BEDDING AND BACKFILL SHALL BE AS SHOWN ON THE CITY STANDARD PLAN 220.00, 220.10. AND 220.20. 13. STEEL PIPE SHALL BE ALUMINIZED, OR GALVANIZED WITH ASPHALT TREATMENT 1, 2, OR 51NSIDE AND OUTSIDE. 14. ALL DRAINAGE STRUCTURES SUCH AS CATCH BASINS AND MANHOLES SHALL BE FITTED WITH DUCTILE IRON, BOLT -LOCKING LIDS PER THE CITY STANDARD PLAN 204.10. 204.20, 204.30, AND 204.60. STRUCTURES SHALL HAVE: • RECTANGULAR OR ROUND, SOLID LIDS WHEN NOT COLLECTING RUNOFF, AND OUTSIDE OF THE ROADWAY. • ROUND, SOLID LIDS WHEN NOT COLLECTING RUNOFF, AND LOCATED WITHIN THE ROADWAY, BUT OUTSIDE OF THE CURBIGUTTER LINE. • ROUND, SOLID LIDS DISPLAYING THE CITY LOGO WHEN WITHIN THE PUBLIC RIGHTHOF-WAY OR IN AN EASEMENT TO THE CITY, PRIVATE STRUCTURE LIDS OUTSIDE PUBLIC RIGHT-0E-WAY AND EASEMENTS TO THE CITY SHALL NOT DISPLAY THE CITY LOGO. 15. BUILDINGS AND OTHER STRUCTURES SHALL BE PLACED IN ACCORDANCE WITH TABLE 4.1 EASEMENT WIDTHS AND BUILDING SETBACKS LINES OF THE RENTON SWUM. 16. LIDS OF MANHOLES/CATCH BASINS WITHIN PUBLIC RIGHT-OF-WAY SHALL NOT BE ADJUSTED TO FINAL GRADE UNTIL AFTER PAVING. ALL MANHOLEICATCH BASIN RIMS SHALL BE ADJUSTED TO BE FLUSH WITH FINAL FINISHED GRADES, UNLESS OTHERWISE SHOWN. 1 T ALL DRIVEWAY CULVERTS LOCATED WITHIN CITY RIGHT-OF-WAY SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH. UNLESS OTHERWISE NOTED, DRAWING 15 NOT TO SCALE (NTS) STD. PLAN - 267.00 PUBLICWORI<5 SURFACE WATER STANDARD PLAN PPR(. U DEPARTMENT NOTES (1 OF 2) GAZ 9/28/2018 wet wmt,admmramro< DATE SURFACE WATER STANDARD NOTES :45 An DocuSign Envelope ID: 6 EEC F5B6-602A-4E4A-B436-A317AA638878 CONFIGURATION ON SLOPING GROUND DOWNSPOUT WITH CLEANOUT FILTER, SEE DETAIL L'E'R ER STD. PLAN 226.00 L TRENCH WITH I PIPE, SEE NOTE 1 I 6 MIN. I �> � I I (_9 � I CLEANOUT PER STD. PLAN 226.00 TO STORM DRAIN SYSTEM , FOOTING DRAIN BYPASS 5 5 MIN. MIN. CLEANOUT PER STD. PLAN 226.00 1 TO STORM DRAIN SYSTEMDOWNI FILTER, SEE DETAILPOUT WITH CLEANOUT , 1V MIN. LEVEL TRENCH WITH PERFORATED PIPE, SEE NOTE 1 I - - _ _ _ - - _ - - J CONFIGURATION ON FLAT GROUND PLAN VIEW OF PARCEL COMPACTED TOPSOIL OR OTHER CLEAN FILL / NON -WOVEN GEOTEXTILE FOR SEPARATION 6' MIN. PVC 11 ON TOP AND SIDES OF TRENCH PER WSDOT PERFORATED PIPE SPECIFICATIONS SECTION 9-33.2(1) TABLE 3 PER ASTM D1785 SOLIDS/ o n LEAVES 6"MIN :� t1nbFILTER SCREEN 18" MIN. O�I 1 1!2' - 3!4' WASHED / 1��O DRAIN ROCK \ CKUI iN Ll \ % D ,\ RV \\ 24" MIN. UNDISTURBED NATIVE SOIL = TYPICAL DOWNSPOUT MIN. 1'ABO% SEASONAL HIGH FILTER DETAIL GROUNDWATER TABLE SECTION A NOTES: 1. TRENCH LENGTH TO BE 10 FEET IN LENGTH FOR EVERY 5,D00 SF OF CONTRIBUTING IMPERVIOUS SURFACE, OR 35,000 SF OF NON-NATIVE PERVIOUS SURFACE, OR PORTION THEREOF. GENERAL NOTES: 1. INFILTRATION TRENCHES LIMITED TO ROOF RUNOFF FROM SINGLE-FAMILY OR DUPLEX HOMES OR TO CONTROL BASEMENT FLOODING. CONSULT WA DEPARTMENT OF ECOLOGY REGULATIONS FOR UNDERGROUND INJECTION CONTROL PROGRAM (UIC) FOR OTHER TYPES OF RUNOFF MANAGEMENT. 2. IMPERVIOUS AREAS LARGER THAN 10,000 SF AND NON-NATIVE PERVIOUS AREAS LARGER THAN 35,000 SF MAY REQUIRE LARGER PIPE AND SHOULD BE DESIGNED BY A CIVIL ENGINEER, 3. THE PERFORATED PIPE MAY NOT BE PLACED IN A CRITICAL AREA BUFFER OR ON SLOPES STEEPER THAN 25%. 4. SEE CONSTRUCTION PLANS FOR SPECIFIC PROJECT REQUIREMENTS. UNLESS OTHERWISE NOTED, DRAWING 15 NOT TO SCALE (NTS) STD. PLAN - 263.40 .L PUBLIC WORI<S PERFORATED STUB -OUT APPR E" DEPARTMENT CONNECTION GAZ 9/28/2018 I work,an DATE PERFORATED STUB -OUT CONNECTION C5.5 NTS C5.5 NTS DocuSign Envelope ID: 6EECF566-602A-4E4A-B436-A317AA638878 SURFACE WATER STANDARD PLAN NOTES: THE FOLLOWING IS A LISTING OF GENERAL NOTES THAT SHALL BE INCORPORATED IN THE DRAINAGE PLAN SET. ALL THE NOTES ON THE LIST MAY NOT PERTAIN TO EVERY PROJECT. THE APPLICANT OR OWNER, HEREBY REFERRED TO AS APPLICANT, MAY STRIKE OUT IRRELEVANT NOTES IF NOT APPLICABLE TO THE PROJECT. HOWEVER, THE APPLICANT SHALL NOT RENUMBER NOR EDIT THE REMAINING NOTES. IF ADDITIONAL NOTES ARE NEEDED FOR SPECIFIC ASPECTS, THEY SHALL BE ADDED AFTER THE SURFACE WATER STANDARD PLAN NOTES. 18. ROCK FOR EROSION PROTECTION OF ROADSIDE DITCHES, WHERE REQUIRED, SHALL BE OF SOUND QUARRY ROCK PLACED TO A MINIMUM DEPTH OF ONE (1) FOOT AND SHALL MEET THE FOLLOWING SPECIFICATIONS: • 4-8INCH ROCK 140 - 70% PASSING; • 2-4 INCH ROCK130-40%PASSING:AND • LESS THAN 2 INCH ROCK 110 - 20% PASSING. 19. FOOTING DRAINAGE SYSTEMS AND ROOF DOWNSPOUT SYSTEMS SHALL NOT BE INTERCONNECTED AND SHALL SEPARATELY CONVEY COLLECTED FLOWS TO THE CONVEYANCE SYSTEM OR FLOW CONTROL FACILITY ON THE SITE, UNLESS APPROVED BY THE CITY. FOOTING DRAINS SHALL NOT BE CONNECTED TO ON -SITE BMPS. 20. THE END OF EACH STORM DRAIN STUB SHALL BE CAPPED. A CLEANOUT TOPPED WITH A BOLT -LOCKING LID MARKED "STORM" SHALL BE LOCATED AT THE PROPERTY LINE OR ATTHE POINT OF CONNECTION OF A PRIVATE STORM DRAINAGE CONVEYANCE SYSTEM PER THE CITY STANDARD PLAN 227.00. 21. ALL STORM SYSTEM EXTENSIONS SHALL BE STAKED FOR LINE AND GRADE BY A SURVEYOR LICENSED IN WASHINGTON STATE, AND CUT SHEETS SHALL BE PROVIDED TO THE CITY PRIOR TO CONSTRUCTION. 22. ALL NEWLY -INSTALLED AND NEWLY -REHABILITATED (PUBLIC AND PRIVATE) STORM CONVEYANCE SYSTEMS SHALL BE INSPECTED BY MEANS OF REMOTE CCTV ACCORDING TO THE CITY STANDARD PLAN 266.00. CCTV INSPECTIONS AND REPORTS SHALL BE SUBMITTED TO THE CITY PRIOR TO RECEIVING APPROVAL TO INSTALL PROJECT CURBS, GUTTERS AND/OR PAVEMENT. 23. ALL STORM SYSTEMS AND CONNECTIONS TO EXISTING MAINS SHALL BE TESTED IN ACCORDANCE WITH SECTION 7-04.3(1) OF THE WSDOT STANDARD SPECIFICATIONS AND IN THE PRESENCE OF A REPRESENTATIVE OF THE CITY. STORM DRAIN STUBS SHALL BE TESTED FOR ACCEPTANCE AT THE SAME TIME THE MAIN STORM IS TESTED. 24. FOR ALL DISTURBED PERVIOUS AREAS (COMPACTED, GRADED, LANDSCAPED, ETC.) OF THE DEVELOPMENT SITE. TO MAINTAIN THE MOISTURE CAPACITY OF THE SOIL EITHER STOCKPILE AND REDISTRIBUTE THE EXISTING DUFF LAYER AND NATIVE TOPSOIL OR AMEND THE SOIL WITH COMPOST IN ACCORDANCE WITH STANDARD PLAN 264.00. 25. ISSUANCE OF THE BUILDING OR CONSTRUCTION PERMITS BY THE CITY DOES NOT RELIEVE THE APPLICANT OF THE CONTINUING LEGAL OBLIGATION ANDIOR LIABILITY CONNECTED WITH STORMWATER DISPOSAL. THE CITY DOES NOT ACCEPT ANY OBLIGATION FOR THE PROPER FUNCTIONING AND MAINTENANCE OF THE STORM SYSTEM PROVIDED DURING CONSTRUCTION. 26, ADEQUATE SAFEGUARDS, SAFETY DEVICES, PROTECTIVE EQUIPMENT, FLAGGERS. AND ANY OTHER ACTIONS NEEDED TO PROTECT THE LIFE, HEALTH, AND SAFETY OF THE PUBLIC, AND TO PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK SHALL BE PROVIDED. ANY WORK WITHIN THE TRAVELED RIGHT-OF-WAY THAT MAY INTERRUPT NORMAL TRAFFIC FLOW SHALL REQUIRE A TRAFFIC CONTROL PLAN APPROVED BY THE CITY. ALL SECTIONS OF THE WSDOT STANDARD SPECIFICATIONS 1-10 TEMPORARY TRAFFIC CONTROL SHALL APPLY. 27. PROJECTS LOCATED WITHIN THE CITY'S AQUIFER PROTECTION AREA (APA) SHALL COMPLY WITH SPECIAL REQUIREMENT #6 OF THE RENTON SWUM AND AQUIFER PROTECTION REGULATIONS (RMC 4-3-050). 28, PLACEMENT OF SURFACE APPURTENANCES (CATCH BASIN/MANHOLE LIDS, CLEANOUTS, INLETS, ETC.) IN THE STREET TRAVEL LANE WHEEL PATH, INTERSECTIONS OF STREET TRAVEL LANES, BIKE LANES, SIDEWALKS, AND CROSSWALKS SHALL BE AVOIDED WHENEVER POSSIBLE. ANY SURFACE APPURTENANCE PLACED IN A SIDEWALK OR CROSSWALK SHALL BE FITTED WITH A NONSLIP OR NON-SKID LID PER ADA REQUIREMENTS. 29. CLEARLY LABEL PUBLIC AND PRIVATE SYSTEMS ON THE PLANS. PRIVATE SYSTEMS SHALL BE MAINTAINED BY THE APPLICANT. 30. MINIMUM COVER OVER STORM DRAINAGE PIPE SHALL CONFORM TO TABLE 4.2.1.A2 OF THE RENTON SWDM. 31. CONSTRUCTED PERMEABLE PAVEMENT SHALL BE PERMEABLE ENOUGH TO ABSORB WATER AT A MINIMUM RATE OF 20 INCHES PER HOUR IMMEDIATELY AFTER THE PAVEMENT SURFACE HAS BEEN WETTED CONTINUOUSLY FOR AT LEAST 10 MINUTES. COMPLIANCE WITH THIS MINIMUM RATE SHALL BE CHECKED PRIOR TO CONSTRUCTION APPROVAL OF THE PAVEMENT. COMPLIANCE MAY BE CHECKED USING A SIMPLE BUCKET TEST IN WHICH 5 GALLONS OF WATER IS POURED ONTO THE PAVEMENT SURFACE ALL AT ONCE. IF ONLY A MINOR AMOUNT OF WATER PONDS OR RUNS OFF THE SURFACE, THEN THE PAVEMENT IS CONSIDERED TO MEET THE MINIMUM RATE OF ABSORPTION. AT LEAST ONE TEST SHALL BE CONDUCTED PER 1,000 SQUARE FEET OF PERMEABLE PAVEMENT. IF THIS TEST IS NOT CONCLUSIVE, THEN ANOTHER TEST PER ASTM C1701 SHALL BE CONDUCTED. FOR LARGE AREAS (E.G., PARKING AREAS), TESTING OBSERVATION MAY BE ACCOMPLISHED WHILE WALKING BEHIND A SLOWLY MOVING WATER TRUCK DISCHARGING WATER AT A RATE SIMILAR TO THE BUCKET TEST. PERMEABLE PAVERS SHALL BE TESTED USING ASTM C1781. UNLESS OTHERWISE NOTED, DRAWING 15 NOT TO SCALE (NTS) fnOSTD. PLAN - 267.10 .L PUBLIC WORKS SURFACE WATER STANDARD PLAN PPR DEPARTMENT NOTES (2 OF 2) GAZ 9/28/2018 vort,aam.ay.".o< DATE SURFACE WATER STANDARD NOTES NTS 4/9/21 SURVEYED: - DESIGNED: MB DRAWN: MB CHECKED: PA BY DATE APPR APPROVED: SCALE: 1 "=20' ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY :45 AI CONSTRUCTOR RECORD DRAWING THE INFORMATION ON THIS DRAWING INDICATES CHANGES MADE TO THE CONSTRUCTION DOCUMENTS BASED UPON UTILITY AS -BUILT SURVEY PREPARED BY DAVID EVANS & ASSOCIATES, INC., DATED 3/23/21, AND TRANSFERRED TO THE REPRODUCIBLE DRAWINGS BY THE ENGINEER. VERTICAL: ° CITY O F HORIZONHORIZONTAL,NAD AD 1983/183/1991 RENTON DATUM Planning/Building/Public Works Dept. :45 AN U R-408544ui IN COMPLIANCE WITH CITY OF RENTON STANDARDS 0 2 WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA CITY OF RENTON CML DETAILS >z O W DATE: 7/29/19 U FIELDBOOK: PAGE: O DRAWING NO: J C5.5 `J SHEET: OF, 22 35 L;j Q z J FACTORY FABRICATED WELDED MANIFOLD END SECTIONS (TYP). PROVIDE LAYOUT PLAN SHOWING JOINT LOCATIONS AS PART OF SUBMITTALS FOR ENGINEER APPROVAL. IEv326.80 v ----- v -- IJLAIN CONNECT TO CB WITH WATER TIGHT CONNECTION (TYP) " TYPE 2 CB fH ROUND SOLID CKING LID 000 ' i0" DIA. CONTROL 2 ;TRUCTURE C5.6 V' DIA. ADS N-12 PIPE ONNECTING WELDED STUB IE 322.97 CONNECT TO CB WITH WATER TIGHT CONNECTION (TYP) ............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................. ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... 3 !ASPHALT .. ........ c5.1 HAVEMENT . ......... 335 335 ...............................................................................................................................................................................................................................................:...............................................................................:....................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... 3. ASPHALT C5.1 PAVEMENT.... . ........ . 36 � ACCESS ... . RISER 5.5 ....... 330 330 ....................................................................................................................................................:.,..,....:..:.....,........,.....,............ ............ ...........................,......... ..................................... Af5 ........o o ... ......... .....BACKFILL PER o° o'0'0 0 .. ....... DETAIL 5. o° o.°. p 325 0. . . . . . . . . . . . . . . . . . . . . . o . . . . . . . . . . . . . . . SHEET: C5.4 . °.o . . . . p . . . . . . . . . . . . . . . . 325 0 0 ............................................................................................................................................o... O ........................................................................................................................................................................................................................................................................................................................ IE 322.40 ....................... ........................... ..... BEDDING PER o .. . o......................................................... o j ,ir. .znn �� o : . . �. . . . . . . . . . . . . . . . . . . . . . DETAIL 5 0 P. o o SHEET C5:1.. ° o. P ..... oo Do° °°°°o ....... ...... 320 C _._._ — — _.. _ _ — — — - 60" DIA. 2 A 0.5' ..... 320 3 . 6 ,� . .... C5.6 UNDERDRAIN; PERFORATED .... : ......... PROVIDE- If .... : ......... : ......... : ......... ......... : ......... : ....STRUCTURE. ......... ......... ......... 5.6 . ......... ; ... ......... ; 60' DIA - . .....GROUNDWATER. IS. . . . ......... . q............................................. ....TRENCH BOTTOM ......... ORAPPROYED,EQUAL.,PIPE. 321.6 ......... SHALL MEET AASHTO M294 TYPE S SPECIFICATION (TYP) ..............................................................................................................................................................................................................................................................................................................................:...............................................................................................................................................................................................................................................................................................................................:...............................................................................:...............................................................................:...............................................................................:...............................................................................:...............................................................................:.............................................................................. ELEVATION SECTION A 1 DETENTION SYSTEM C5.6 NTS GRAVEL BACKFILL FOR DRAINS OR APPROVED (6" MIN 2.66' o°°oo°°°° SURROUNDING PIPE) MIRAFI 140N °°°°°°°°° o00 °°°°°° 6" PERFORATED PVC RIGID GRAVEL BACKFILL FOR DRAINS FILTER FABRIC o° o° PIPE (SCHD 40 OR ASTM (WSDOT/APWA 9-03.12(4)) WRAP ON TOP, z o o °o ° Q o0 o D3034 SDR 35) w SIDES AND ENDS, °° °° GRAVEL BACKFILL FOR DRAINS OVERLAP 12" ON > 13" (TYP) COMPACT IN 6" LIFTS TO 95% DENSITY TOP. 18" MIN [WSDOT/APWA 9-03.12(4)] MIRAFI 140N OR 6" PVC SDR 35 PERF. PIPE APPROV'D EQUIVALENT W/SOLVENT WELD JOINTS UNDERDRAIN PIPE DETAIL . ' .. i6 NTS LE PER PLANS UNDISTURBED NATIVE MATERIAL, SCARIFY SIDES AND BOTTOM PRIOR TO PLACING FABRIC _ 13" (TYP) 4 PERFORATED INTERCEPTOR DRAIN C5.6 NTS coterra ENGINEERING PLLC 6413 Phinney Ave North Seattle, Washington 98103 ph 206.596.7115 coterraengineering.com 2 DO RECORD DRAWINGS REVISION SURVEYED: DESIGNED: MB DRAWN: MB CHECKED: PA BY I DATE I APPR I APPROVED: SCALE: L_ 36" PIPE TO DETENTION TANK MANIFOLD SYSTEM. INVERT ELEVATION PER PLAN RIM 332, ROUND SOLID COS MARKED "DRAIN" W LOCKING BOL REMOVAE WATER -TIGHT COUPLI 4" DIA. ELB ORIFICE 1.80" DIAMET ELEV 326.. ELBOW 325. ORIFICE ELEV 325. ORIFICE 1.24" DIAMET ELEV 325. ELBOW 324. ORIFICE ELEV 323. 36" PIPE FROM DETENTIC TANK MANIFOLD SYSTE IE 321.93 36" N1E 322 CLEANOUT GA1 SHEAR GA1 STEPS OR LADDE ORIFICE 0.71" DIAMETI ELEV 322.! . 60" TYPE 2 CATCH BASIN 1988 1 »=20' HORIZO TAL- NAD NAVD1983/1991 ONE INCH DATU M AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY �� SECTION A FLOW CONTROL STRUCTURE 1 "=2' CONSTRUCTION RECORD DRAWING THE INFORMATION ON THIS DRAWING INDICATES CHANGES MADE TO THE CONSTRUCTION DOCUMENTS BASED UPON UTILITY AS -BUILT SURVEY PREPARED BY DAVID EVANS & ASSOCIATES, INC., DATED 3/23/21, AND TRANSFERRED TO THE REPRODUCIBLE DRAWINGS BY THE ENGINEER. ,� CITY OF RENTON Planning/Building/Public Works Dept. )UTLET PIPE RT ELEVATION PLAN S. 327.47 ISER 326.43 IORT(S): I )$ 2"gin 8" IE 321.93 S R-408545 IN COMPLIANCE WITH CITY OF RENTON STANDARDS WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA CML DETAILS z O 0 Lu G Lu 0- 0 I— O 0- z O U U) z O U J_ A 7/29/19 PAGE: DRAWING NO: C5.6 23 A� T a J N T O TO V J U) Lu O >z O U) Lu U O J J 4" CEMENT CONCRETE CL. 3000 3" CSTC NOTE: ALL DEPTHS SHOWN ARE COMPACTED DEPTHS. CEMENT CONCRETE WALK NTS ASPHALI PAVI N G F.G. CEMENT CONCRE COM PAC SUBGRA CEM. CONC. VERTICAL CURB NTS coterra ENGINEERING PLLC 6413 Phinney Ave North Seattle, Washington 98103 ph 206.596.7115 coterraengineering.com 3" HMA CLASS 1/2", PG 64-22 8" CSBC 12" COMPACTED SUBGRADE NOTE: ALL DEPTHS SHOWN ARE COMPACTED DEPTHS. ASPHALT CONCRETE PAVEMENT NTS ADA SIG" PLATED CARRIAGE BOLT NUT WITH NYLON WASHER. PER SIGN, TYP 14 GA. TELESPAR QW PUNCH SIGN POST, 2" S W/ BLACK POWDER COS CURB WHERE PRESENT 12" MIN. DIA. CEMENT CONCRETE 3' TELESPAR BASE V BLACK POWDER CO, ADA SIGN NTS 2 DO 6" THICKENED EDGE AT LIMITS OF VEHICULAR PAVING (NOT REQ. WHERE PVMT ABUTS CURB) ADA SIGNS RESERVED VAN PARKING ACCESSIBLE R7-8a STATE DISABLED PARKING It PERMIT REUIRED R7-8 -POROUS ACP: 4" DEPTH IN PARKING STALLS 6" DEPTH IN ALL OTHER LOCATIONS 3" CHOKER COURSE 12" WASHED RAILROAD BALLAST PROOF ROLLED IRAFI 160N GEOTEXTILE\ SUBGRADE OR APPROVED EQUIVALENT PROVIDE 4" MIN THICKNESS OF GRAVEL BACKFILL FOR DRAINS (WSDOT/APWA 9-03.12(4)) AROUND SIDES AND TOP OF UNDERDRAIN. BRING GRAVEL UP TO BOTTOM OF RAILROAD BALLAST AND WRAP ON TOP, BOTTOM AND SIDES WITH GEOTEXTILE 4" SCH. 40 SLOTTED PIPE UNDERDRAIN WHERE SHOWN ON PLANS. SET CROWN 4" BELOW BOTTOM OF RAILROAD BALLAST NOTES: 1. ALL DEPTHS SHOWN ARE COMPACTED DEPTHS. 2. CHOKER COURSE SHALL BE 5/8" WASHED, CLEAN CRUSHED ROCK. 3. RAILROAD BALLAST SHALL BE PER PER WSDOT/APWA SECTION 9-03.9 (2), EXCEPT 100% SHALL PASS THE 2" SIEVE, AND THE MATERIAL SHALL BE WASHED. 4. CHOKER COURSE AND BALLAST SHALL HAVE 0-3% PASSING THE #200 SIEVE AND 0-2% PASSING THE #100 SIEVE, RESPECTIVELY POROUS ASPHALT CONCRETE PAVEMENT NTS NOTE: / z SIGN SHALL BE ATTACHED => WITH TOP EDGE OF SIGN �•S' FLUSH WITH TOP OF POST. RECORD DRAWINGS REVISION NOTE: ORIENT PERPENDICULAR TO FACE (NEAR EDGE OF FACE AT ANGLED STALLS) 1.5' FROM END OF STALL. WHEEL STOP NTS 4/9/21 SURVEYED: DESIGNED: MB DRAWN: MB CHECKED: PA BY DATE APPR APPROVED: SCALE: END OF PARKING STALL FACE OF WHEEL STOP 6' LONG CEMENT CONC. WHEEL STOP ffo Rr-omR HlvunuR WITH 18" EMBEDMENT IN SUBGRADE OR EPDXY BOND 1988 1 »=20' HORIZO TAL• NAD D1983/1991 ONE INCH DATUM AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY " CEMENT CONCRETE CL 3000 4" CSTC 1' STRUCTURAL FILL COMPACTED SUBGRADE NOTE: 1. ALL DEPTHS SHOWN ARE COMPACTED DEPTHS. CEMENT CONCRETE PAVEMENT NTS FILTER FABRIC WRAP- & PLACE UNDER TOP ROCK UNDISTURBED SOIL- 8" MIN. THICKNESS QUARRY SPALLS 4" PERFORATED DRAIN PIPE, DAYLIGHT OR TIGHTLINE TO SD SYSTEM PROVIDE FOUNDATION FOR MIN. 2000 PSF. ROCKERY NTS CONSTRUCTION RECORD DRAWING THE INFORMATION ON THIS DRAWING INDICATES CHANGES MADE TO THE CONSTRUCTION DOCUMENTS BASED UPON UTILITY AS -BUILT SURVEY PREPARED BY DAVID EVANS & ASSOCIATES, INC., DATED 3/23/21, AND TRANSFERRED TO THE REPRODUCIBLE DRAWINGS BY THE ENGINEER. CITY O F +_ F RENTON Planning/Building/Public Works Dept. � 1 LN >X E� o 4 > _ 4 x x x h d SIZE BASE SIZE TOP 2' 8" 2 MAN 1 MAN 4' 12" 3 MAN 2 MAN MAX. SLOPE LINE OF ROCK FACING EXISTING OR PROPOSED GRADE z O 0 W rr L u I..r. II-_ V O n z O U rr� vJ z O U J_ I, u R-408546 IN COMPLIANCE WITH CITY OF RENTON STANDARDS WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA CML DETAILS 7/29/19 PAGE: DRAWING NO: C5.7 SHEET. OF. 24 3: 0 H H H T a J N T O 0 T n U) w 75 O >z O W It U O J J TOP OF CURB FLUSH W/RAMP FINISHED GRADE AT TOP OF RAMP (TYP) 6" WIDE CURB POURED MONOLITHIC W/RAMP (TYP BOTH SIDES) TOP OF CURB ELEV. J PER PLAN (TYP) 1 SLOPE PER PLAN, 1:12 Ml ADJACENT WALKWAY TOP OF RAMP LINE PER PLANS WHITE PAINTED STRIPING TOP OF CURB FLUSH W/F FINISHED GRADE AT TOP C RAMP (TYP) v 6" WIDE CURB POURED VG MONOLITHIC W/RAMP (TYP BOTH SIDES) ASPHALT PVMT PERK NOTE: CURB/RAMP ORIENTATION VARIES PER PLAN PLANS. HORIZONTAL LAYOUT OF CURBS/RAMP SHALL BE PER THE PLANS WALKWAY RAMP NTS DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 FOR EDGE TREATMENT OPTIONS. SEE $TO. PLAN 262.20 ROADWAY/ 6" MIN. PARKING LOT TOP BANK ELEVATION ION 2� TRANSITION ZONE SOIL, ' 2 5 MIN SEE STD. PLAN 262.20 t t A T-4DEPTH ARBORIST - r DESIGNER TO SPECIFY WATER STORAGE ELEVATION 11 1 OVERFLOW STRUCTURE PER STD. PLAN 262.40 UNLESS SPECIFIED OTHERWISE JSIDEWALK OR LANDSCAPING BOTTOM WIDTH SIDE SLOPE IITREE, BEE NOTE 9 MIN. 18" 6" MIN. 11 W MIN. 2"-12" PONDING FREEBOARD DEPTH 15 �- - - - - - =11 ITI 1- L+ e % 8 MIN WOOD CHIP MULCH, .,I. + , _ ANGLE OF REPOSE SEE NOTE 7 "''ir• �'V :�''- BIORETENTION SOIL MIX (BSM), 12" MIN� SEE NOTE 5 UNDERDRAIN AGGREGATE, jy SEE NOTE 6 OVERFLOW TO STORM MAIN `\\\ / ` SCARIFIED AND UNCOMPACTED SUBGRADE, LOW PERMEABILITY LINER SEE NOTES 1 AND 2 WHEN REQUIRED, SEE NOTE 3 UNDERDRAIN, SEE NOTE 4 NOTES: GRAVEL BASE, SEE STD. PLAN 262.40 1. AVOID COMPACTION OF EXISTING SUBGRADE BELOW BASIN. 2. SCARIFY SUBGRADE TO A DEPTH OF 3 INCHES MINIMUM IMMEDIATELY PRIOR TO PLACEMENT OF BIORETENTION SOIL MIX AND UNDERDRAIN AGGREGATE, EXCEPT WHEN LINER IS REQUIRED. 3. LINER TO BE INSTALLED ONLY WHEN REQUIRED IN THE CITY OF RENTON SURFACE WATER DESIGN MANUAL (RENTON SWDM). LOW PERMEABILITY LINER TO BE 30 MIL MIN. GEOMEMBRANE LINER OR 12 INCHES MIN. (DRY) CLAY LINER. CLAY LINER TO BE COMPACTED TO 95% MINIMUM DRY DENSITY (ASTM D698), WITH AT LEAST 30%CLAY PARTICLES PASSING (ASTM D422) AND AT LEAST 15% PLASTICITY INDEX (ASTM D4318). 4. UNDERDRAIN TO BE 6" MIN. (PRIVATE), 8" MIN. (PUBLIC) SLOTTED PVC PER ASTM D1785 SCH 40. SLOTS SHOULD BE CUT PERPENDICULAR TO THE LONG AXIS OF THE PIPE AND BE 0.014 TO 0.069 INCHES BY 1 INCH LONG AND BE SPACED 0.25 INCHES APART (SPACED LONGITUDINALLY). SLOTS SHOULD BE ARRANGED IN FOUR ROWS SPACED ON 45-DEGREE CENTERS AND COVER 112 OF THE CIRCUMFERENCE OF THE PIPE. SLOPE PIPE AT 0.5%MIN UNLESS OTHERWISE SPECIFIED. PROVIDE ONE CLEANOUT MIN. PER 100 FEET OF UNDERDRAIN, AND AT EACH END. SEE STD. PLAN 226.00. MATCH CROWN ELEVATION OF UNDERDRAIN TO OVERFLOW PIPE UNLESS OTHERWISE SPECIFIED. 5. 18" MIN. BIORETENTION SOIL MIX ON BOTTOM AND SIDES TO TOP OF PONDING AREA. BIORETENTION SOIL MIX TO MEET STD. PLAN 262.60. 6. UNDERDRAIN AGGREGATE TO MEET STD. PLAN 262.60. 7. ARBORIST WOOD CHIP MULCH TO MEET STD. PLAN 262.60. 8. MAXIMUM LONGITUDINAL SLOPE (ALONG DIRECTION OF FLOW) OF BIORETENTION SWALES SHALL BE 6%. 9. WHERE NOT CONFLICTING WITH REQUIRED CLEARANCES OR UTILITIES. TREES MAY BE LOCATED IN BIORETENTION. REDUCE BOTTOM WIDTH TO 6 INCHES MINIMUM AND INCREASE SIDE SLOPE TO 1.5H:1V ADJACENT TO TREE. TREES TO BE LOCATED ONLY OUTSIDE OF LINER FOR LINED FACILITIES. GENERAL NOTES: 1. MINIMUM UTILITY SETBACKS AND PROTECTION MEASURES MUST CONFORM TO CURRENT CITY STANDARDS, STD. PLANS 265.D0, 265.10, AND 265.20, AND OTHER UTILITY PROVIDER REQUIREMENTS. COORDINATE WITH CITY ENGINEER IN THE EVENT OF UTILITY CROSSINGS OR CONFLICTS. 2. BSM PLACEMENT, GRADING, AND CONSOLIDATION SHALL NOT OCCUR WHEN THE BSM IS EXCESSIVELY WET OR HAS BEEN SUBJECTED TO MORE THAN 1/2" OF PRECIPITATION WITHIN 48 HOURS PRIOR TO PLACEMENT. EXCESSIVELY WET IS DEFINED AS BEING AT OR ABOVE 22% SOIL MOISTURE BY A GENERAL TOOLS AND INSTRUMENTS DSMM500 PRECISION DIGITAL SOIL MOISTURE METER WITH PROBE EQUIVALENT). . THERE SHOULD BE NO ( ) VISIBLE FREE WATER IN THE MATERIAL. THE CONTRACTOR SHALL PLACE BSM LOOSELY WITH A CONVEYOR BELT OR WITH AN EXCAVATOR OR LOADER FROM A HEIGHT NO HIGHER THAN 6 FEET, UNLESS OTHERWISE APPROVED BY THE ENGINEER (I.E., DO NOT DUMP MATERIAL DIRECTLY FROM TRUCK INTO CELL). COMPACT BSM USING NON -MECHANICAL COMPACTION METHODS (E.G.. BOOT PACKING, HAND TAMPING, OR WATER CONSOLIDATION) TO 83% It 2%) OF THE MAXIMUM DRY DENSITY PER MODIFIED PROCTOR TEST (ASTM D1557), OR AS DIRECTED BY THE ENGINEER. 3. SEE CONSTRUCTION PLANS FOR SPECIFIC PROJECT REQUIREMENTS. UNLESS OTHERWISE NOTED, DRAWING 15 NOT TD SCALE (NTS) STD. PLAN - 262.10 11 PUBLIC WORKS BIORETENTION SECTION PR D 4, DEPARTMENT (WITH UNDERDRAIN) GAZ 9/28/2018 I wara,adm,n.,v.,m, DATE 0 BIORETENTION SECTION WITH UNDERDRAIN :45 AN ADA SYMBOL NTS DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 CAST IRON BEEHIVE GRATE AND FRAME, SEE NOTE 1 - OPTIONAL W OR 8" STREAMBED COBBLES, PER WSDOT 9-03.11(2), SEE NOTE 2 SEE NOTE 3 - VARIES, 6 MAX. I SEE NOTE 4 (NP.) 1 STORM DRAIN PIPE, DESIGNER TO SPECIFY 6' MIN. 6" MIN. - W MIN. 12"MIN. SUMP 7„ CATCH BASIN ADJUSTMENT SECTION AS REQUIRED, DESIGNER TO SPECIFY ELEVATION DESIGN PONDING ELEVATION UNDERDRAIN PIPE, IF REQUIRED, SEE STD. PLAN 262.10 CATCH BASIN TYPE 1 PER STD. PLAN 200.00 OR OTHER STRUCTURE WITH APPROVAL CONCRETE BASE GRAVEL BACKFILL FOR DRAINS, COMPACT PER WSDOT STD. SPEC. 9-03.12(4) NOTES: 1. FRAME AND GRATE SHALL BE LOCKING AND GRATE SHALL BE BOLTED TO FRAME. FRAME SHALL CONFORM TO WSDOT STANDARD PLAN 0-30.10-01. GRATE TO BE DUCTILE IRON BEEHIVE GRATE FITTING 20'%24° FRAME. OLYMPIC FOUNDRY PART SM60BH OR EQUAL. SEE STANDARD SPECIFICATIONS 9-05.15(2). 2. MINIMUM STREAMBED COBBLE DIAMETER SHALL BE LARGER THAN MAXIMUM GRATE OPENING. 3. ALL GRADE RINGS AND CASTINGS SHALL BE SET IN MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 9-04.3. THEN APPLY MORTAR TO INSIDE AND OUTSIDE OF ALL JOINTS, RINGS, RISERS, AND FRAMES. 4. WHEN CONNECTING TO A NEW PIPE. USE A FLEXIBLE CONNECTOR (KOR-N-SEAL BOOT WITH CORRUGATED PIPE ADAPTER OR APPROVED EQUAL). WHEN CONNECTING TO AN EXISTING PIPE, USE A FABRICATED SAND COLLAR OF THE SAME MATERIAL AS THE CONNECTING PIPE. GENERAL NOTES: 1. PLANT SPACING WITHIN FACILITY TO ALLOW MAINTENANCE ACCESS TO STRUCTURE. 2. 12-INCH MIN. CLEARANCE WITHIN OVERFLOW STRUCTURE SHALL BE PROVIDED FOR MAINTENANCE ACCESS. 3. OVERFLOW PIPES MUST BE LOCATED AT AN ELEVATION HIGHER THAN THE STORM DRAIN HYDRAULIC GRADE LINE TO PREVENT BACKFLOW INTO THE BIORETENTION FACILITY. 4. OVERFLOW STRUCTURE SHALL BE LOCATED WITHIN 10 FEET OF ROAD EDGE FOR MAINTENANCE ACCESS, UNLESS APPROVED OTHERWISE. OVERFLOW STRUCTURE MAY BE LOCATED IN SIDE SLOPES. 5. SEE CONSTRUCTION PLANS FOR SPECIFIC PROJECT REQUIREMENTS. UNLESS OTHERWISE NOTED, DRAWING 15 NOT TO SCALE (NTS) STD. PLAN - 262.40 PUBLIC WORKS BIORETENTION - OVERFLOW OUTLET APPR ED: I DEPARTMENT STRUCTURE GAZ 9/28/2018 1 wexwmk,admmramrw DATE 0 BIORETENTION OVERFLOW STRUCTURE NTS C5.8 NTS cPm*ote r r a ENGINEERING PLLC 6413 Phinney Ave North Seattle, Washington 98103 Ph 206.596.7115 Ld coterraengineering.com 2 DO RECORD DRAWINGS REVISION :45 AN 4" WHITE PAINT STRIPE AROUND PERIMETER 4" WHITE PAINT STf 18" O.C. © 45° OUTLINE PER PLAN BLUE PAINTED BACKGROUND TO EXTEND MIN. 1' BEYOND SYMBOL (TYP ALL 4 SIDES) ADA LOADING STRIPING NTS DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 PLANTINGZONES, SEE BELOW 2 I I I I I I 2"-4- DEPTH ARBORIST I I I I I WOOD CHIP MULCH, SEE STD. PLAN 262.60 BOTTOM WIDTH SIDE SLOPE AT MIN, IS" TREE, SEE NOTE 1 ROADWAY � L-:-�,-- - - SIDEWALK OR LANDSCAPING 2"-12" DPTH PONDING - DEPTH 1.5 re TRANSITIONZONE SOIL, / \ \", d J ,, .:Cj „ •-q" •"' L`?' SEE STD. PLAN 262.20�� .6'-MIN.`-'� ' MIN''` BIORETENTION SOIL MIX, *+'1� " T ;. x ,1�. -r y' n�J'\ \ SEE STD. PLAN 262.80 NOTES: SCARIFIED AND UNCOMPACTED SUBGRADE 1. WHERE NOT CONFLICTING WITH REQUIRED CLEARANCES OR UTILITIES, TREES MAYBE LOCATED IN BIORETENTION. REDUCE BOTTOM WIDTH TO 6" MIN. AND INCREASE SIDE SLOPE TO 1.5H:1V ADJACENT TO TREE. TREES TO BE LOCATED ONLY OUTSIDE OF LINER FOR LINED FACILITIES. GENERAL NOTES: 1. ALL PLANTS SHALL BE SELECTED WITH A MAXIMUM MATURE HEIGHT NOT GREATER THAN 30-INCHES ABOVE THE TOP OF THE FACILITY. WITH THE EXCEPTION OF TREES AND ACCENT SHRUBS. 2. SEE STD. PLANS 262.00, 262.10, AND 262.20 FOR SECTION VIEWS OF BIORETENTION FACILITIES. 3. SEE THE CITY OF RENTON SURFACE WATER DESIGN MANUAL (RENTON SWDM) TABLE C.2.6.A FOR A SELECTION OF APPROVED WATER TOLERANT PLANTS. ADDITIONAL SPECIES ARE ALLOWED WITH CITY APPROVAL. 4. SELECT MINIMUM OF 50% EVERGREEN PLANTS. 5. PLANTS ADJACENT TO STREET, DRIVEWAY, OR SIDEWALK SHALL BE SELECTED AND SPACED TO ALLOW ACCESS TO VEHICLES AND NOT IMPEDE PEDESTRIANS. 6. PLANTS SHALL BE SPACED TO ENSURE CLEAR ACCESS AND UNIMPEDED FLOW FROM INLETS, OUTLETS, AND OVERFLOWS. 7. CONTINUE MULCH FOR A MINIMUM OF 2-FEET PAST THE TOP OF BANK ELEVATION OR INSTALL LANDSCAPE EDGING IF FACILITY IS ADJACENT TO TURF. S. PLANTING DESIGN SHOULD MINIMIZE COMPACTION OF SIORETENTION SOIL MIX THROUGH PLANNED MAINTENANCE ACCESS. ANNUAL PLANTS REQUIRING SOIL DISTURBANCE FOR HARVESTING (E.G.. CARROTS) OR ANNUAL REPLANTING ARE NOT PERMITTED. 9. SEE CONSTRUCTION PLANS FOR SPECIFIC PROJECT REQUIREMENTS. TABLE: PLANTING ZONES ZONE PLANT TYPE LOCATION EMERGENTS, PERENNIALS & LOW SHRUBS (PLANTS O THAT CAN TOLERATE STANDING WATER) FACILITY BOTTOM PERENNIALS & LOW SHRUBS (PLANTS OEMERGENTS, '2 THAT CAN TOLERATE OCCASIONAL STANDING LOWER SLOPE TO TOP OF PONDING WATER) OGROUNDCOVERS/SHRUBS UPPER SLOPE I SIDEWALK GRADE OOO ACCENT SHRUB SHRUB SIDEWALK GRADE I LOWER SLOPE 1 FACILITY BOTTOM ASED ON ZONE)PRIATE OI TREE UPPER SLOPE, SEE NOTE 1 UNLESS OTHERWISE NOTED, DRAWING IS NOTTO SCALE (NTS) STD. PLAN - 262.50 oPUBLIC WORKS BIORETENTION PLANTING - APPR `�„ DEPARTMENT SECTION VIEW GAZ 9/28/2018 1 n"rk.admmrrmro< DATE 0 BIORETENTION PLANTING - SECTION VIEW NTS 4/9/21 SURVEYED: DESIGNED: MB DRAWN: MB CHECKED: PA BY DATE APPR APPROVED: SCALE: ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL, NAVD 1988 HORIZONTAL, NAD 1983/1991 DATUM :45 AN 3" O.D. SEE CONCRETE PP OR LANDSCAF PRE MOLDED JOINT FILLER 3" EXTENSION AS REQUIRED 6 X 3" REDU DOWNSPOUT CONNECTION C5"8 NTS DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 UNDERDRAIN AGGREGATE TABLE: UNDERDRAIN AGGREGATE GRADATION SIEVE SIZE PERCENT PASSING 3!44NCH 10O PERCENT 114-INCH 30 TO 60 PERCENT U.S. NO. 8 20 TO 50 PERCENT U.S. NO. 50 3 TO 12 PERCENT U.S. NO. 2D0 D TO 1 PERCENT UNDERDRAIN AGGREGATE MUST CONSIST OF SCREENED SAND, GRAVEL OR OTHER INERT MATERIALS. OR COMBINATIONS THEREOF, FROM SOURCES APPROVED BY THE ENGINEER, HAVING HARD, DURABLE PARTICLES FREE FROM ADHERENT COATINGS. THE MATERIALS MUST BE WASHED THOROUGHLY TO REMOVE CLAY, LOAM, ALKALI, ORGANIC MATTER, OR OTHER DELETERIOUS SUBSTANCES. PARTICLES HAVING A SPECIFIC GRAVITY LESS THAN 1.95 MUST NOT EXCEED 1.0 PERCENT OF THE TOTAL WEIGHT. ORGANIC MATTER, BY CALORIMETRIC TEST, MUST NOT BE DARKER THAN THE REFERENCE STANDARD COLOR (ORGANIC PLATE NO. 3) AASHTO T21 UNLESS OTHER TESTS PROVE A DARKER COLOR TO BE HARMLESS. BIORETENTION SOIL MIX BIORETENTION SOIL MIX (BSM) SHALL BE A WELL -BLENDED HOMOGENEOUS MIXTURE OF 60 TO 65 PERCENT BY VOLUME MINERAL AGGREGATE FOR BIORETENTION SOIL AND 35 TO 40 PERCENT BY VOLUME COMPOST AS DETAILED IN THE TABLES BELOW. MINERAL AGGREGATE FOR BIORETENTION SOIL TABLE: MINERAL AGGREGATE GRADATION SIEVE SIZE PERCENT PASSING 318-INCH 100 PERCENT U.S. NO. 4 95 TO 100 PERCENT U.S. NO. 10 75 TO 90 PERCENT U.S. NO. 40 25 TO 40 PERCENT U.S. NO, 10U 4 TO 10 PERCENT U.S. NO. 200 2 TO 4 PERCENT MINERAL AGGREGATE FOR BIORETENTION SOIL MUST BE FREE OF WOOD, WASTE. COATING, OR ANY OTHER DELETERIOUS MATERIAL, AND ALL AGGREGATE PASSING THE NO. 200 SIEVE SIZE MUST BE NON -PLASTIC. MINERAL AGGREGATE MUST BE ANALYZED BY AN ACCREDITED LAB USING THE SIEVE SIZES NOTED IN THE TABLE TO THE LEFT, AND MUST MEET THE REQUIRED GRADATIONS. COMPOST TABLE: COMPOST GRADATION SIEVE SIZE MIN. PERCENT PASSING 2-INCH 100 PERCENT 1-INCH 89 PERCENT SM-INCH 90 PERCENT 1A-INCH 75 PERCENT COMPOST MUST ORIGINATE A MINIMUM 65 PERCENT BY VOLUME FROM RECYCLED PLANT WASTE COMPRISED OF YARD DEBRIS, CROP RESIDUES, AND BULKING AGENTS, AND MEET THE DEFINITION OF "COMPOSTED MATERIAL" IN WAC 173-350-100. COMPOST SHALL HAVE A MOISTURE CONTENT THAT HAS NO VISIBLE FREE WATER OR DUST PRODUCED WHEN HANDLING THE MATERIAL. COMPOST SHALL HAVE AN ORGANIC MATTER CONTENT OF 40 PERCENT TO 65 PERCENT BY DRY WEIGHT, A CARBON TO NITROGEN RATIO BELOW 25:1, AND A pH BETWEEN 6.0 AND 8.0 ABORIST WOOD CHIP MULCH TABLE: ARBORIST WOOD CHIP MULCH GRADATION SIEVE SIZE PERCENT PASSING 6-INCH 100 PERCENT 2-INCH 95 TO 100 PERCENT 1-INCH 70 TO 100 PERCENT 518-INCH 0 TO 50 PERCENT U.S. NO. 4 0 TO 30 PERCENT ARBORIST WOOD CHIP MULCH SHALL BE COARSE GROUND WOOD CHIPS (APPROXIMATELY 112" TO 6" ALONG THE LONGEST DIMENSION) DERIVED FROM THE MECHANICAL GRINDING OR SHREDDING OF THE ABOVE -GROUND PORTIONS OF TREES. IT MAY CONTAIN WOOD, WOOD FIBER, BARK, BRANCHES, AND LEAVES, BUT MAY NOT CONTAIN WEEDS, WEED SEEDS, OR VISIBLE AMOUNTS OF SOIL. UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) UNDERDRAIN AGGREGATE, PI°R( I STD. PLAN-262.60 �s PUBLIC WORKS BIORETENTION SOIL MIX, AND MULCH 9/28/2018 I "` DEPARTMENT GAZ SPECIFICATIONS DATE 0 BIORETENTION SOIL MIX AND MULCH SPECS NTS /I `' CONSTRUCTOR RECORD DRAWING THE INFORMATION ON THIS DRAWING INDICATES CHANGES MADE TO THE CONSTRUCTION DOCUMENTS BASED UPON UTILITY AS -BUILT SURVEY PREPARED BY DAVID EVANS & ASSOCIATES, INC., DATED 3/23/21, AND TRANSFERRED TO THE REPRODUCIBLE DRAWINGS BY THE ENGINEER. +_ CITY OF RENTON Planning/Building/Public Works Dept. 35 TO SD ?% :45 AN U (0 M T Nt 0) T T a J R-408547 w IN COMPLIANCE WITH CITY OF RENTON STANDARDS 0 2 WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA CML DETAILS z O U) W DATE: 7/29/19 U FIELDBOOK: PAGE: O DRAWING NO: C5.8 `J SHEET. OF, 25 35 CONNECT SD TO DETENTION TANK SYSTEM m7 36' CATCH BASIN i O O � PERFORATED PVC PIPE-// S=0% coterra ENGINEERING PLLC 6413 Phinney Ave North Seattle, Washington 98103 ph 206.596.7115 coterraengineering.com PLAN 6" PERFORATED PVC PIPE-Z S=0% BIORETENTION PLANTER DETAIL NTS UNLESS NOTED OTHERWISE 2 DO RECORD DRAWINGS REVISION RIP RAP - 2-6" COBBLES ,--/ 1' THICK X 4' X 4' 4/9/21 SURVEYED: DESIGNED: MB DRAWN: MB CHECKED: PA BY DATE APPR APPROVED: SCALE: 2 C5.9 CONCRETE WALL PER STRUCTURAL DETAIL 8 3" ARBORIST WOOD CHIPS 5.8 $ 8 18" BIORETENTION SOIL MIX 8 18" DRAIN ROCK C5.8 6" PERFORATED PVC PIPE S=0% WATERPROOFING EXTEND ABOVE WATER LEVEL VEnCAL,1988 1 »=20' HORIZO TA NAD NAVD - 1983/1991 ONE INCH DATU M AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY 4' 6" 1' MIN irk 0519911 0 ►0 Im • BIORETENTION CELL WITH WALLS - TYPICAL SECTION cn J_ 0 cn 0 w z X a 12" PROVIDE LINKSEAL FOR ALL PIPE PENTRATIONS (2) #4 CONT. TOP PER CIVIL BIORETENTION MATERIALS SEE DETAIL THIS SHEET a #5 @ 12" OC VERT. - WITH STANDARD HOOKS INTO FOOTING #4 ® 12" OC HORIZ. KEYWAY @ WALL/FTG. (5) #4 CONT, TOP & BOTTOM I %a 6" CURB NOTE: DETAIL PROVIDED BY SWENSON SAY FAGET STRUCTURAL ENGINEERS i 12" 8" 13" CLR #4 ® 12" OC TOP & BOT. W/ STANDARD HOOKS EA END PAVING PER PLAN CENTER REINFORCING IN WALL FREE DRAINING BACKFILL MATERIALS BIORETENTION VAULT- STRUCTURAL DETAIL NTS CONSTRUCTION RECORD DRAWING THE INFORMATION ON THIS DRAWING INDICATES CHANGES MADE TO THE CONSTRUCTION DOCUMENTS BASED UPON UTILITY AS -BUILT SURVEY PREPARED BY DAVID EVANS & ASSOCIATES, INC., DATED 3/23/21, AND TRANSFERRED TO THE REPRODUCIBLE DRAWINGS BY THE ENGINEER. 0 CITY OF RENTON Planning/Building/Public Works Dept. z O U) W rr L nW I..r. rr� v! O n z O U rr rr� v! z O U J_ u R-408548 IN COMPLIANCE WITH CITY OF RENTON STANDARDS WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA CML DETAILS 7/29/19 PAGE: DRAWING NO: C5.9 SHEET. OF: 26 3: CO M T O O 0) Ir- �� N T O O O T w 75 O >z O W U O J J Ln 00 C) I O I 0 I..LI Cn w 5 O z O CI) —^ W rr U O J J w Q z ILI LL M M M L I ((C 30.00' I I I I I I I I I 1 I 1 I 1 1 I 1 1 I 1 1 I 1 I I I 1 I 1 I I I 1 I 1 I I I 30'-0" m{ SSMH- 'IM=308'IE 8" C N2977. 8IE 8" S=29" � V M GAS VALVE I I I � I I OF WASH tG \ M. Cyq /'LC coo ���a�] o U 20 7202 EXP• 11 i co I I M I I I I M Cn LO , CD I i I L-- 1 I I I I HASE II DEDICATION I I 1 . . . .. . .. . .. . .. . .. . .. . .. . . L-- . . - . . . .. . .. . .. . .. - - - - (;D-- . . 41 . . i w _z J • 2 FIRE LANE MARKING - PER RMC 4-4-0801.6.c ENTIRE LENGTH OF FIRE LANE .•r LIMITS OF GRADING 0 ;.. w BIO-RETENTION QI�''''' _�.: �•-'.•; . ` CELL, SEE CIVIL AND .•.a,'.'.' STRUCTURAL, TYP. Li :;' F"'' ' "•` SPECIALTY PAVING, ` TYP. SEE PAVING '.` PLAN .. . :.'.. LIMITS OF GRADING ` / UTILI AS r PAD MOUNTED ~� TRANSFORMER '• �: �'::"": 000 -. POPOL:. Ljj 0*_U zi P:Q LU N88.55'42"W 289.52' PROPERTY LINE - r..............,rr '0I �I M M rirrrurlrriir ri���������.i II r� II I : CALCULATED PR S88'56'54"E 318.87' _ co 174.62' — I Hl..I..VIVIIMJU/A I C IVCVV ``„„J 1 " I I_•.'•:.�:••;; ACCESSIBLE RAMP TO N r `. ••:'•,•`"•'•' PARKING TEL. ' i-;, RISERS ,SSMH-48" I LADDER 0 W '' L I RIM=345. 4' r ..:• (2) NEW PARKING i r �' I IE 10" C N=334.69� :'; �;;. `•; I STALLS i IE 10" C S=334.5 ' � FIRE LANE MARKING i }•;,.,;;�.•>>�•�`•�� PER RMC 4-4-OPOT.67 0 1' p ENTIRE LENGTH OF FIR LAN , ' � COJ. 101, FIRE LANE, ACCESSENT 1{ I rr AND __ E ISTING ' 1 �•. ENT UTT EMAIN , — 1 i"• • • .til I I ;.; 14. i rrrrran„rni 1 :.. 'r 1 GGGGrrrr 1 I R-408549 IN COMPLIANCE WITH CITY OF RENTON STANDARDS rCn V z_ a 0 0 O CU LU z O I- U I— z O U J_ CU third plac e s i g n 1 RECORD DRAWINGS BC 04.23.21 SURVEYED: SCALE: LANKTREE 1"-20� HOVERTICAL:NADD19888991 WILLOWCREST TOWNHOMES DATE: 06/17/19 co-operative DESIGNED - 5 CITY OF EDMONDS AVE NE, RENTON, WA TPDC FIELDBOOK: R E N T O N PAGE: DRAWN: where architecture meets community BC ONE INCH DRAWING NO: CHECKED: DATUM 304 Alaskan Way S., Suite 301 BC/PH AT FULL SCALE Planning/Building/Public Works Dept. L1.01 IF NOT ONE INCH Seattle, WA 98104 NO. REVISION BY DATE APPR APPROVED: SCALE ACCORDINGLY SITE PLAN SHEET: OF: 10 35 1 U N T O I� Cl) w 75 O z O Cn W 0� CU O J t— T C) N J LULU G O z O I— T 0 N J U O I I I I "CG`TON;Vn�G I W �• � � i C7y r1 E"C; OPJv1R F'XJ • _ Y10 I I I I 'LAR /ck iocu** MEMO •� �_ ♦'"'�/ o J 2'W 289.52' rWW/m r 1 RECORD DRAWINGS BC 04.23.211 SURVEYED.LANKTREE DESIGNED: TPDC DRAWN: BC 304 Alaskan Way S., Suite 301 CHECKEDBC/PH Seattle, WA 98104 NO. REVISION BY DATE APPR APPROVED: SCALE: - - 3 1 "=20' ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY d VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUM = CITY OF . RENTON Planning/Building/Public Works Dept. CALCULATED PR (R2) 1 I f9 1 I 1 I 1 I 1 I I I I I � I I I I I I I I � I II I R-408550 IN COMPLIANCE WITH CITY OF RENTON STANDARDS IRRIGATION: PLAN AND SCHEDULE WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA IRRIGATION PLAN AND SCHEDULE DATE: 06/17/19 PAGE DRAWING NO: L-2.01 SHEET: OF: 19 10 U a J 0 LU 5 O 17 >z O LU rr U O J J N O N J U) w 73 O z O w rr U O J J i N 0 N J U INTENTIONALLY BLANK NO IRRIGATION INSTALLED O WAS/,// co 2 1 RECORD DRAWINGS BC 04.23.21 SURVEYED ANKTREE o o DESIGNED: U TPDC 1-0 DRAWN: 'Gs�p 7"02 EXP- �G�\ CHECKEDBC 4'1NDSCAPE P 304 Alaskan Way S., Suite 301 BC/PH Seattle, WA 98104 NO. REVISION BY DATE APPR APPROVED: SCALE: 1 "=20' ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUM CITY OF RENTON Planning/Building/Public Works Dept. R-408551 IN COMPLIANCE WITH CITY OF RENTON STANDARDS IRRIGATION: DETAILS WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA IRRIGATION DETAILS z Q rr r) rr O U w rr z O U z O U U DATE: 06/17/19 FIELDBOOK: PAGE: L-2.02 SHEET: OF: 20 10 U Q J U) w 75 O z O w Ir U O J L� LO M 0 I I 0 LU VJ W 5 O 17 O V ) W rr U O J Ill a Z W LL FIRE HYDRANT IM=305.48: IE 8" CI N=297.187 I leINATUNFIA third plac e sign 1 RECORD DRAWINGS co-operative where architecture meets community 304 Alaskan Way S., Suite 301 Seattle, WA 98104 NO. REVISION BC 04.23.21 SURVEYED LANKTREE DESIGNED TPDC DRAWN: BC CHECKED BC/PH BY DATE�APPR APPROVED SCALE: i I PARKING, TYP. )CKE 3 ECIALTY qAVING, SEE PAVING PLAN L-1.03 ONE INCH AT FULL SCALE IF NOT( INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUM .,� CITY OF RENTON Planning/Building/Public Works Dept. Q� R-408552 IN COMPLIANCE WITH CITY OF RENTON STANDARDS WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA PLANTING PLAN DATE: 07/29/19 PAGE DRAWING NO: L-3.01 SHEET: OF: 32 35 M T 0 rn0 V T u W ^H QD N T 0 0 0 d� rr 0- Ln M C) Nt I 0 W Cn Cw G O Z O N C) co I J W Q z U_ DocuSign Envelope ID. 6EECF5B6-602A-4E4A-B436-A317AA638878 UNDISTURBED NATIVE VEGETATION UNDISTURBED NATIVE SOIL T'4' ARBORIST WOOD CHIP MULCH, SEE STD. PLAN 262.60 3" OF COMPOST INCORPORATE INTO 5" OF SITE SOIL (TOTA AMENDED DEPTH OF 9.5", FOR. SETTLED DEPTH OF 8' SUBSOIL SCARIFIED 4" BELOW COMPOST AMENDED LAYER (12" BELOW SOIL SURFACE) 3"-4" ARBORIST WOOD CHIP MULCH, SEE STD. PLAN 262.60 PLANTING BEDS/UNDISTURBED UNDISTURBED TURF (LAWN) AREAS, VEGETATION, SEE NOTE 1 SEE NOTE 1 o° OPTION 1 - NO DISTURBANCE PLANTING BEDS GRASS: SEED OR SOD UNDISTURBED NATIVE SOIL TURF (LAWN) AREAS II JGRASS: SEED OR SOD o„I. .. 8„ 12" 1.75" OF COMPOST INCORPORATED INTO 6.25" OF SITE SOIL (TOTAL AMENDED DEPTH OF 9.5", FOR A SETTLED DEPTH OF 8") SUBSOIL SCARIFIED 4" BELOW COMPOST AMENDED LAYER (12" BELOW SOIL SURFACE) OPTIONS 2, 3, AND 4 - AMEND IN PLACE OR STOCKPILE AND AMEND PLANTING BEDS TIfl�uIURF (LAWN) AREAS V� �I^II^II GRASS: SEED OR SOD 0.. "....F- '—"'—"'—"'—"'—"' 1. AREAS OF NO DISTURBANCE TO BE FENCED III—III—III—III—III—III—III=III —III—III—III—III—III—III=III— AND EXISTING VEGETATION AND SOIL TO BE III IITII IITII IITII IITII IITII IITII IITII II IITII IITII IITII IITII IITII IITII IITII IITI PROTECTED FROM CONSTRUCTION IMPACTS. 6" IMPORTED III —III —III —III —III —III —III— I —III —III —III —III —III —III —I 6" IMPORTED TOPSOIL MIX III—III—III—III—III—III=III—III—III=III—III—III—III—III—III—I TOPSOIL MIX (COMPACTED = III=�1=�=III== f1=f�=f�=fll=f1=f�=f�=fll (COMPACTED GENERAL NOTES: =J1=I 1=1=� LI—J1=111 1=W=W=W=ll1=W=W=W= DEPTH) =III=III=III= 11.1— 6^ Jll J� J� Jll J,Jj J,Jj=ll DEPTH) 1. TO MEASURE SETTLED DEPTH, WATER SOIL IIII III III=III— — — — — — llI-I, SUFFICIENTLY TO FULLY SATURATE WITHOUT CAUSING EROSION SUBSOIL IS 2. COMPOST TO MEET STD. PLAN 262.60. -II; I SCARIFIED 6" SUBSOIL IS //� .�r�// //\/ \// •_ — , gELOW IMPORTED SCARIFIED 6" /� �/� /� 3. COMPACTION OF TOPSOIL (WHERE REQUIRED) ��;'' �� �� TOPSOIL MIX TO BE TO 85 % OF STANDARD PROCTOR. BELOW IMPORTED // ///// -// // / // TOPSOIL MIX \/%/��\��\/ 4. SEE CONSTRUCTION PLANS FOR SPECIFIC 12" / / /�/ PROJECT REQUIREMENTS. I OPTION 5 - IMPORTED TOPSOIL UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) STD. PLAN - 264.00 PUBLIC WORKS APPR ED: DEPARTMENT SOIL AMENDMENT SECTIONS GAZ 9/28/2018 Public Works Adm,n I,a , DATE :45 3 GROUNDCOVER PLANTING DETAIL SCALE:NTS STAKE TREE WITH (2) TREATED 2"0 LODGEPOLE PINE DOWLED TREE STAKES (8'-0" LENGTH) LOOP EACH TIE AROUND HALF TREE LOOSELY TO PROVIDE 1" SLACK FOR TRUNK GROWTH. "CHAINLOCK" OR EQUAL TREE L TIE MATERIAL (1" SIED) NAIL OR STAPLE TREE TIE MATERIAL TO STAKE TO HOLD VERTICALLY. LOOP EACH TIE AROUND HALF TREE LOOSELY TO PROVIDE 1" CLACK FOR TRUNK GROWTH. MIN. 6" DEPTH DP SOIL TYPE B MULCH TREE PIT MIN S-0" LENGTH X FULL PLANTING STRIP WIDTH BETWEEN CURB AND SIDEWALK (FOR PLANTING STRIPS LESS THAN 6-0" WIDE) OR PROVIDE S-0"DIA MULCH RING FOR PLANTING STRIPS WIDER THAN 6-0". 18" ROOTBARRIER AT SIDEWALK. SIDEWALK r. 3f MW ROUGHEN SIDES OF PLANTING HOLE MAXIMIZE EXCAVATED ^ SCARIFIED SUBGRADE AREA WITHOUT UNDERMINING '' ' ' ADJACENT PAVING/CURB. �;� •''' REMOVE ALL WIRE, STRINGS, ROOTBARRIER; PLACE AT EDGE AND OTHER NON -BURLAP MATERIAL; AND REMOVE OF PAVEMENT/SIDEWALK/ETC.; PLACE PRIOR TO PLACEMENT OF '.�� r / / / / / BURLAP FROM TOP 2/ OF ROOTBALL. NEW SIDEWALK OR CURB TO PREVENT UNDERMINING. i\� TOPSOIL AS APPROVED BY MIN WIDTH OF TREE PIT = 2 LANDSCAPE TIMES ROOTBALL DIAMETER SHRUBS QTY BOTANICAL / COMMON NAME SIZE 21 CORNUS STOLONIFERA'KELSEYI' / KELSEY DOGWOOD 2 GAL 97 GAULTHERIA SHALLON / SALAL 2 GAL 172 RIBES NIGRUM 'TITANIA' / TITANIA BLACK CURRANT 2 GAL GRASSES QTY BOTANICAL / COMMON NAME SIZE 15 SCIRPUS MICROCARPUS / SMALL -FRUITED BULRUSH 1 GAL NATIVE SHRUBS QTY BOTANICAL / COMMON NAME SIZE 237 VACCINIUM OVATUM / EVERGREEN HUCKLEBERRY 5 GAL SOD/SEED QTY BOTANICAL / COMMON NAME CONT 13,675 SF GRASS LAWN / ECOTURF MIX HYDROSEED PLANT SCHEDULE TREES QTY BOTANICAL / COMMON NAME CONT CAL HEIGHT (D 3 CORNUS NUTTALLII 'EDDIE'S WHITE WONDER' / EDDIE'S WHITE WONDER DOGWOOD B & B 2"CAL 3 FRAXINUS LATIFOLIA / OREGON ASH B & B 2.5"CAL 3 RHAMNUS PURSHIANA / CASCARA B & B 2.5"CAL NATIVE TREES QTY BOTANICAL / COMMON NAME CONT CAL HEIGHT 0 34 AMELANCHIER ALNIFOLIA / SERVICEBERRY B & B MULTI -STEM 12-15' H EXISTING QTY BOTANICAL / COMMON NAME CONT CAL HEIGHT 1 EXISTING CONIFEROUS TO REMAIN EXISTING 0 4 EXISTING DECIDUOUS TO REMAIN EXISTING LANDSCAPE NOTES 1) ALL LAWN/ECOTURF AREAS IN COMMON OPEN SPACE TO RECEIVE FULLY AUTOMATIC SPRAY IRRIGATION. 2)ALL SHRUB AREAS TO BE WATERED BY HAND FOR TWO SEASONS UNTIL ESTABLISHED. OF WAS /y� 3)ALL PLANTING BEDS AND EXPOSED SOIL TO RECEIVE 2" MIN. OF BARK MULCH. M CNgS tiC , �O 4) ALL SOILS TO BE AMENDED PER WDOE WESTERN WASHINGTON STORM WATER MANUAL BMP T5.13 AND C.O.R. STANDARD PLAN 264.00 OPTION 5. ad bit-1CO 1-. '^\� 2' third place design 1 RECORD DRAWINGS o o ,rv�� co-operative \oti \ where architecture meets community S O �202 EXP• 4'1NDSCAPE P 304 Alaskan Way S., Suite 301 Seattle, WA 98104 NO. REVISION BC 04.23.21 SURVEYED LANKTREE DESIGNED. TPDC DRAWN: CHECKEDBC BC/PH BY DATE APPR 11 APPROVED: KIA SCALE: ARCHITEC. OR 5-0", WHICHEVER IS GREATER UNDISTURBED SUBGRADE. MULCH AREA TO BE CLEAR OF PROVIDES FIRM BASE SO THAT GRASS, WEEDS, ETC. TO ROOTBALL WILL NOT SINK. REDUCE COMPETITION WITH TREE PLANTING DETAIL TREE ROOTS SHRUB PLANTING DETAIL SCALE: NTS ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY NOTES: 1. PLANTING INCLUDES REMOVAL OF STAKES ONE YEAR AFTER INSTALLATION. 2. SHAPE SOIL SURFACE TO PROVIDE 3" DIAM WATERING RING. 3. ADJUST TREE TIES DURING ESTABLISHMENT TO ALLOW ROOM FOR GROWTH (@1" SLACK). 4. ROOT BARRIER REQUIRED ALONG EDGE OF ROADWAY, CURB, DRIVEWAY, TRAIL, SIDEWALK, OR OTHER STRUCTURES WHERE ROOTBALL IS WITHIN TWO FEET; PLACE VERTICAL ROOTBARRIER IF REQUIRED. SET TOP OF ROOT CROWN 2" ABOVE ADJACENT CURB & SIDEWALK GRADE. 2"-3" MULCH DEPTH (TAPERED AT TRUNK) 3" TO 4" HIGH WATERING RING (SEE NOTE 2) 24" ROOTBARRIER AT CURB. TREE PIT DEPTH = ROOTBALL DEPTH MEASURE BEFORE DIGGING TO AVOID OVEREXCAVATION). DRIVE STAKES 6" TO V-0" INTO UNDISTURBED SOIL BELOW ROOTBALL. DRIVE STAKE AT ROOTBALL EDGE (TYP)(SEE NOTE 1) IB OR CONTAINERIZED IRUB (TYP) :T ALL PLANTS AT NURSERY VEL (TYP) N 2"-3" OF MULCH iRUB PLANTING PIT tEPARATION = ROOTBALL =PTH & WIDTH PLUS 1'-0" )DITIONAL ALL SIDES VISH GRADE )ITIONAL PLANTING :EA PREPARATION PER DRAWING =MOVE ALL WIRE, STRINGS, AND rHER NON -BURLAP MATERIAL; AD REMOVE BURLAP FROM TOP = ROOTBALL. )P SOIL TYPE B JDISTURBED SUBGRADE (PROVIDES FIRM BASE SO THAT ROOTBALL WILL NOT SINK) R-408553 IN COMPLIANCE WITH CITY OF RENTON STANDARDS VERTICAL: NAD 183/1 WILLOWCREST TOWNHOMES DATE: HORIZONTAL: NAD 198311991 ' CITY O F 07/29/19 'VAMR RENTON EDMONDS AVE NE, RENTON, WA PAGE: OOK PAGE: DRAWING NO: DATU M Planning/Building/Public Works Dept. L-3.02 PLANTING SCHEDULE AND DETAILS SHEET 3_F 35 rU) V z a 0 0 CC O U W / I= Z _O I- U vJ z O U J U u C) T Q D J S7 L0 00 It i i 0 LU W 5 O 17 >z O W rr U O J i WILLOWCREST SITE + + F-1 TOTAL COMMON OPEN PROVIDED SPACE: 1,877 S.F. + 439 S.F. + 671 S.F. +166 S.F. + 584 S.F.= 3,373 S.F. ++++ COMMON OPEN SPACE REQ. (RMC 4-9-150.E.1.a): 25,369 S.F. (SITE AREA) X 10% = 2,537 S.F. 50 S.F./12 (QTY OF UNITS) = 600 S.F. 2,537S.F. + 600 S.F. = 3,137 S.F. REQUIRED R-10/R-14 COMMON OPEN SPACE REQ. (RMC 4-2-115.E.2): 350 S.F. / PER UNIT x 12 UNITS = 4,200 S.F. REQ. GLENNWOOD SITE R-10/R-14 COMMON OPEN SPACE REQ. (RMC 4-2-115.E.2): 350 S.F. / PER UNIT x 8 UNITS = 2,800 S.F. REQ. PROVIDE = 4,168 S.F. 4,168 S.F. OPEN SPACE EXCLUSIVE TO GLENNWOOD SITE F7 2,576 S.F. OPEN SPACE ON GLENNWOOD SITE IN EASEMENT BENEFITING WILLOWCREST SITE rTHE NORTH LINE OF THE S1/2 OF nl 114 V-7LJVJ-.7vv 1 1,877 S.F. PROVIDED - 4,200 S.F. = 2,323 S.F. REMAINING o) ' THE W1/2 OF THE NW1/4 OF THE TRI C & L LTD PTSHP ROOF ELEv. o :. NWl/4 OF THE NWl/4 OF SEC 9, =37184' EXISTING BUILDING i U) I I 3j2 \ TWP 23N, RNG 5E, W.M. \ I J�N PARTIAL FOOTPRINT 8'�s '54"6`-TLfi rr rr ROCKERY �-I S 8 616t84'I . 1 I ] j ___-___--___-, I CALCULAI \ 1 `�-------- -- - 7 1 I ... \ 176. 5 PR YE j 1 � -- `� S88'56'S4"E 318.87' \ � , w -vS• fit' - p m A I9NO K G I . -�� \ \\�? �`'�' a� as �\w \ •I ' M \ - m 174.62 - - S N ; \ \ \ �� s\ \ \ - \ o LT O U) 1 o I ' TS H - `�' 1. T `� _ z z o y : ' ° � � APN 7227 I \,� p3'p „ `. I N 80 1370 Ap I ' 'e `�- - - l �� '' UILDIN p CAP I r- PERRINE S MH E h ; \ \ �✓ I \ S88 56 5 I• /' _ UN� TOWI®W4>r 4 f / 10°/ PUD COMMON OPEN SPACE " �. I \� o \ \ \ I I \ \ 4 .R I I % r' o (2 83 S.F.)\�7 20 CO S70�3 00 RM 4-9-150.E.1 � M=3 6.8 , \ \ \ \ \ 1 E 6 N W=3 4.8� / °h / y �\op3 �5F49" 145 A S MH TYPE 1 y I F.F.=347.48 a 100 I � � / � � I \ \ \ - 6 ^ � • + �� O � LARM ROOM POWER � IM 307.3 ' I • . •� % � /�' \� / � -vim VAULT IE 1 "CNC N�304.2 ' •• \ / I \ • �/ - - - A I �'d +IF O O O �E'1� O O rii rir»>nmirrnnnniii -- o D - S 2 IE CN E�304.9 0 , / I I O HEATPUMP d ! 19 IE Ili" CN SZ04. i \ o \ \ I I \ -0 � I � + � O ` I / m I� 6 030p:: A cn o 1 I I \ \\ D �N F$ O O O C� O RC CKERY \ \ \ j W I� I0 1 / / + I+ O O O O POWER FIRE w e I ^'•" / \ ~^^/ r- I \ \ ,� O O O O O rrr METERS VALVE M , } �h 1 \ - `, M / O O O Ouiiriiirruruuiiir "-\ I F.F.=347.49 a SSMH- i� I I \ I I i- 1 I " " IM=305. N 'a o- M I y► / - \_� tr► 80 1375 IE 8" C N-297. 8� I I / „ I ``�I' �3 �z� "' I I / EA LINE 1 F ORITY ,� ° ° a I IE B C S=297. 8 I c I ' �' y I\ I N i I 325 0 1 I I I I r �E I UDC T T a ` ROOF ELEV.=380.81' e / /� : �, •. zle O _ , I '_•• I \ \ o• / I , E',�'Vlli�' I 7 ' rir HT: 33.9 / i N I I I o EXISTING BUILDING o 1 N I ^ \ \ o o� / .--• r O / FOOTPRINT 2,842E .° VALVE I i W I I I !� AV. "CON .r ( )�J _ WALLS TYP. U)i I c /G/ / I �� ;_, '.;'�..• / III % ,r e �� I � / :.� . ::. ••.` - -III I � \ _ M � \., I I •' .. I I R E /j �lif= O O $ fG%`` - . n 0 1 a 1' I I / ; �'/ I I I 6 < ROOF ELEV.=380.82 I Q ) LIN F�'O 347 HT:=33.6' i ; ' I l 1 I II II \ I r N 1 1 c � M I I I � 1 \ _-J •�\r`.: �. . -•r. .•• � I I ; I t�•� �. ;• � 0 �••�a•�� V O O Ilk ° M\ O I I cn e 1 M y MAILIE cn Y ° /�9 LO I / \_ ;: / / ry \ �o Bu2DING B ; • .;:'�. ,. O O O O N I I , ' I I � N `�' N Y�_•°.• „�, •.,,- :�•^ � 4 UNIT I i I I o r '.; ..�•.-• :.r.• 1 . ro . ' � „ ' ?y• ` O a. .�.,:. • ,•i . i' �.l'. v, 1 / �I M ,;, :� i'�•::'f I I" �I TOWNHOME +I I g -r .• :�`fc•.: 1 I o� 2406 S F.) I :: ;r'. :. .t .y.,t.y.. .,• : ' ° .'\ a N t1 I 1 vl •I •I - 1 •� I �. F.F. 345.82 I I I � � a I I I \ \ ` / I \� _ o R-10/R-14 COMMON OPEN S� d j y I \ / \ \\ / I - 0Is Iq +) \ �C4S'[1 4-2-115. E.2 �I + I I s �r�d, / \ \ \ I I I 9 \ .w;;•r.. I 10 PUD RMC 4 9 150.E.1 � cl o , \� �,As \ \\\� ` I \ A APN : a• :: ;r '•` 1,8 $. ROOF ELEV.=379.24' \ w ,_ 1 //) I du N" to �'� ,�\\\ / \\\ , •I / \ \ \ + `� ` / �086', \ + '•+ ENT N HOt.; •.R.1�`;;y $ H. NCE • HT:=33.6' e• i air' 1 111 I \ + I e I s N ?s \\ \\\/\\ \ \ + / + + ; I 1 D C MMON OPE�, C iB 77 0 1 1'.' I ��. / EXISTING BUILDING a I \ Ey >� v1 , , e . \» � ) / / '' •,to �. � + � � 67�.F. c� FOOTPRINT 2,296t ° 00 i LAD ER 0 o ; d >) / / / \ / / / + • N6 1. : I- z ~ a I ��� RIM 345. 10° PUD O MO OP N S ACE �/ (n O a IE 0 R RMCF 9 150 .1 ' rj - N= w O I _ , IE 110 ROOF ELEV. 379.08� w w= w Q HT:=34.0 I w VVI11 o i d ( I I I / / / I I X\ .• �: ° I �h //\�\ I 1\j POWER a, 1 w to I eI � /' \ , \ � � \ d• I I � I \METERS ' °�'• ( I I / I I 1 1 S ��� METERS 1 BUIL�NG C �. 1) i f : ' `- o °S 0, �\ CO Y� ♦ !::,: • 1 \`"4 UNIT TOWNHOME ' c� >3 M I I \ \ \ \ 1 N \ c� (2378 S.F.) \ I \\ OD �.•' . / „ RI 2 - ` ° •ROWER ; I E 'FDC, e \ ^ V41' LANE NO PAR05w_ MH�lTYP 1 , 94 \)1\\ \ I M� / ; �;; ''. 1 • ♦ Uj DUN REJBAR + e� IM-293. 8 \ / a., o �1, % SS LS #43 1E NO ARKIN w w - w IE 18 CNC N-V89. 8' S74'1 G w- w ' _ I I IE CM FE 2�• c 1 - 6 � .22 1 1 � I � N / I •.",.r+r •' e - IE CN E 290. 8 ;�•..• ARKING w- I _ \ `�>> N :; '.. + i FIRE E NO P w- w w 1 PAW IE 1 CNC I S�'188. ' � "ram '� I . i. .,,.�...: �..�._.. \ N83.55'49 i 3 0 "W 127.36 ! I I I I I ° � • I • '''�/� I. , 4- CHAINILINK FENCE \ ...,•,�.••�',•�', .. � ��� � ��� + � In of - I Al u T O C) PA E 0 J O U LU Ir z _O c.0 I- T U o I..L c) -r-- z.. O � U � J U L CD I °' ZI Q �� + + +_ 10% PUD COMMON OPEN SPACE I CgRp'� d ' I W .. 5 ' Y' 'N 722780-1385 '.fir , ae ' " : •� R-408554 -i N PER RMC 4-9-150.E.1 f \ p' . I 12s2 If Ty LINE / 1 .6. �Q� d 4' - - X46.1 "- - 584 S.F. VISSER a, \- �°''° ' a 4' 1 I _ . Q \ IN COMPLIANCE WITH CITY OF RENTON STANDARDS 0 5'-0' BLDG. z SETBACK 1 1 RECORD DRAWINGS 304 Alaskan Way S., Suite 301 Seattle, WA 98104 NO. REVISION BC 04.23.21 SURVEYED LANKTREE DESIGNED: TPDC DRAWN: BC CHECKED: BC/PH BY DATE APPR I APPROVED. SCALE. VERTICAL: NAVD 1988 1 n-201 HORIZONTAL: NAD 1983/1991 CITY OF � RENTON ONE INCH DATUM AT FULL SCALE Planning/Building/Public Works Dept. IF NOT ONE INCH SCALE ACCORDINGLY O LU fr DATE: WILLOWCREST TOWNHOMES 06/17/19 V EDMONDS AVE NE, RENTON, WA FIELDBOOK: PAGE. O DRAWING NO: L-1.02 OPEN SPACE PLAN SHEET: OF 27 35 LL Ln 00 C) C) I 0 LLI LULU G 0 2 z 0 U FIRE HYDRANT � JJMFi— IM=305. ' IE 8" C N=297. 8' IE 8" C S=297. 8' GAS VALVE V 7)I n 30.00, FIRE LANE MARKING NOTE: FIRE LANES AS REQUIRED BY THE ADOPTED FIRE CODES SHALL MEET THE FOLLOWING DESIGN CRITERIA AS OUTLINED IN RENTON MUNICIPAL CODE 4-4-080 F.6. 1. IDENTIFICATION: FIRE LANES SHALL BE IDENTIFIED BY FOUR (4) INCH WIDE LINES ON ROAD SURFACE AND/OR CURBS PAINTED BRIGHT RED. 2. SIGNAGE: (B)OR SIGNS STATING "FIRE LANE - NO PARKING", 12X18 INCHES IN HEIGHT, WITH LETTERS ON BACKGROUND OF CONTRASTING COLOR FOR EASE OF READABILITY AT 50-FEET. (RED LETTERS ON WHITE BACKGROUND RECOMMENDED.) SIGNS SHALL BE PLACED 50-FEET APART, AND NO LESS THAN 5-FEET, NOR MORE THAN 7-FEET FROM THE GROUND. third plac design 1 RECORD DRAWINGS co-operative where architecture meets community 304 Alaskan Way S., Suite 301 Seattle, WA 98104 NO. REVISION U, n NOTE: 1. SEE C3.0 AND C5.7 FOR PAVING MATERIAL AND CROSS SECTIONS. 2. NO BOLLARDS OR OTHER BARRIERS PROPOSED ALONG WOONERF. ANY BARRIER WOULD OBSTRUCT EMERGENCY VEHICLE ACCESS. BC 04.23.21 SURVEYED: LANKTREE DESIGNED: TPDC DRAWN: BC CHECKED: BC/PH BY DATE AP PR APPROVED: SCALE: 1 "=20' ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY CALCULATED PR (R2) S88'56'54"E 318.87' ID t 174.62' / STANDARD CONCRETE W/ I LIGHT BROOM FINISH I I I� co I S83'55'49 W a "E 145'63' I WM POWER VAULT S " I g riirrrmmiiarnnniiia»niniii — r — 2 O 9„1 1 a HEATPUMP U4 FD / I I I rr� i I % i`,• EE� POWER F ; STANDARD ASPHALT, NO (euurriiriir......urirr METERS VA VE FIREI w w w >TAM PP I�R COATINGWkt �rruuiiir I I W IN �r� � i W I- WWw I 3 r•• •• , y ro STAND RD ONCRETE PAVING o I x':' •.':1 LIGHT B FINISH riruiii J `o`'10 :. . 1 • � -. �urriiirrrirrruiiir � I � 3 ►.:, . • a co I TRANS F v� u, I I 3 ; . , r NM a CONCRETE PA NG, , C3 GHT BROOM FINISH I I kG C; ;:•,`/ ems•::, , ► ;; ��t .` _ . _ - ` f . , _,. ` f ?a • .'fa ■ \\\WA1i��,,,.• ! r� a N I I 6, - y�, POWER POLE W/LUMINAIRE & TRANSFORMEF I VALVE (TYP.) w�IRRIGATION 3 f' - WI w `:•jY I•'Y '• �•� ir b R-408555 IN COMPLIANCE WITH CITY OF RENTON STANDARDS VERTICAL: NAVD 1988 WILLOWCREST TOWNHOME DATE: HORIZONTAL: NAD 1983/1991JvW%6CITY O F 06/17/19 ' ` CITY ON EDMONDS AVE NE, RENTON, WA FIELDBOOK PAGE: NO&ODATUM DRAWING NO: Planning/Building/Public Works Dept. L-1.03 PAVING PLAN SHEET OF 28 35 CO r V z 0 cc 0 CU LU It z 0 U r� V i z 0 U Al u Cfl C'7 T O 0) T Al U T C) 0 C) I Q J N T 0 O U) w 2 0 z 0 0� LU or CU 0 J i W Q z ULI LL Lid 00 C) W Cl) W NOTES: G 1) HANDRAIL TO MEET CITY O 2) PROVIDE 1-1/2" INTERMIE 2 IF LENGTH OF RAIL EXCE 3) PROVIDE SHOP DRAWIN( zZ LENGTH, COATINGS, BAS ALL OTHER HARDWARE 1 4) ALL METAL AND HARDW/ O PAINTED BLACK. ~I I- C!) W 1-1/2" SCHEDULE 40 STEEL RAIL. GALVANIZED AND PAIN BL, U BASE FLANGE FOR 1-1/2" F O INSTALL PER MANUFACTU RECOMMENDATI( J PAINT TO MATCH F ANCHOR BOLTS BASE FL/ MANUFACTI RECOMMENDA- 0 T CONCRETES T I J third plat esign c -operative where architecture meets community 304 Alaskan Way S., Suite 301 Seattle, WA 98104 HAND RAIL 3/4" = 1'-011 1 1 RECORD DRAWINGS NO. I REVISION 7011 BC 1 04.23.21 BY I DATE I APPR READS @ 12" ISERS @ 7" SURVEYED: SCALE: LANKTREE DESIGNED: TPDC DRAWN: BC CHECKED: BC/PH APPROVED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUM CITY OF RENTON Planning/Building/Public Works Dept. R-408556 IN COMPLIANCE WITH CITY OF RENTON STANDARDS WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA CONSTRUCTION DETAILS VJ C� z a 0 O C) w z O U z O U J_ C) DATE: 06/17/19 FIELDBOOK: PAGE: DRAWING NO: L-1.10 SHEET:2 q)F: 35 (C) C'7 T TC) V T N T C) rn r w 5 O z O w or C) O J J ►i IE 8" IE 8" MMATIA CD N 12 SSMH-4i IM=305. N=297.1 S=297. F WAs O h'i,L O O C� 7202 EXP. czG� Ln M APN 092305-9061 TREE PROTECTION, TYP 'I C & L LTD PTSHP OOF ELEV. DEFINED = <I INC* VM14M IN, TYP OTECTION SAL. THE ROCKERY TREE RETENTION EXISTING QTY BOTANICAL / COMMON NAME 4 EXISTING DECIDUOUS TO REMAIN 1 EXISTING LANDMARK TREE TO BE REMOVED 26 EXISTING SIGNIFICANT TREE IN ACCESS EASMENT 13 EXISTING TO BE REMOVED third place design 1 RECORD DRAWINGS co-operative where architecture meets community 304 Alaskan Way S., Suite 301 Seattle, WA 98104 NO. REVISION APN 722780-1370 PERRINE TREE REPLACEMENT CALCULATIONS TOTAL NUMBER OF TREES OVER 6" 44 TOTAL NUMBER OF DEDUCTED/EXCLUDED TREES 26 TOTAL NUMBER OF NOT EXCLUDED SIGNIFICANT TREES TOTAL NUMBER OF TREES REQUIRED TO REMAIN (10%) 2 PROPOSED SIGNIFICANT TREES TO REMAIN 4 REQUIRED TREES TO BE REPLACED REQUIRED REPLACMENT INCHES (12" PER TREE) REQUIRED REPLACMENT TREES (2" CAL.) i Ezmi B /'1 �4.'�3.21 SURVEYED: SCALE: 1 LANKTREE DESIGNED: 111=201 TPDC DRAWN: BC CHECKED: BC/PH B Y DATE APPR APPROVED: ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUM S88'56'54"E 318.R7' � O CITY OF RENTON Planning/Building/Public Works Dept. POWER POLE W/LUMINAIRE & TRANSFORMER Q CALCULATED PR (R2) --- Koff) a I a I I w WM a �Lr S 3'5 '49" - a2 v [ I I I 3 I I I:. _°. W I w I W I I 3 I I � I POWER POLE W/LUMINAIRE & TRANSFORMER 11 1 a IRRIGATION VALVE (TYP.) R-408557 IN COMPLIANCE WITH CITY OF RENTON STANDARDS WILLOWCREST TOWNHOMES EDMONDS AVE NE, RENTON, WA TREE RETENTION PLAN V >Z a 0 O CU LEI OC Z O F— CU I- C / Z O U J_ W] DATE: 7/29/19 FIELDBOOK PAG': DRAWING NO: TR-1.01 34 35 `1J M T C) M �J W u� �-1 Q J Cfl M T O O T W �J W /'1 N T O O O rr n V ) W 5 O Z O VJ W rr CU O J J