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HomeMy WebLinkAboutR-420007O O I I 0 w W z LU 73 I- rr a n Q w W LU I- Q ►P 0 0 Q 0 z Q C0 2" 3" 4" 6" 0 Q LU HMA CLASS 1/2" CRUSHED SURFACING WSDOT 5-04.2 9-03.9(3) CRUSHED SURFACING BASE COURSE WSDOT 9-03.9(3) SUBGRADE: COMPACT TO MIN. 95% OF THE MAX. DRY DENSITY NOTES: PER ASTM D1557 AND 1. MATERIAL DEPTHS ARE COMPACTED THICKNESS. GEOTECHNICAL ENGINEER 2. ASPHALT TREATED BASE (ATB) MAY BE USED IN LIEU OF CRUSHED SURFACING. ATB SHALL BE 3" IN STANDARD DUTY AREAS AND 4.5" IN HEAVY DUTY AREAS. FINAL SURFACING SHALL BE PER DETAIL. USE OF ATB SHALL BE FOLLOWED BY REPAIR OF SUBGRADE CONDITIONS OF ANY CONSTRUCTION DAMAGE PRIOR TO FINAL PAVING. 3. CEMENT TREATMENT OF THE SOIL SUBGRADE MAY BE CONSIDERED FOR STABILIZING PAVEMENT SUBGRADE IF ALLOWED BY CITY OF RENTON. 4. GEOTECHNICAL ENGINEER MUST CONFIRM SUBGRADE CONDITIONS BELOW PAVEMENT SECTION ARE DENSE AND STABLE PRIOR TO PLACEMENT OF THE CRUSHED ROCK BASE. 5. THE NATIVE SUBGRADE SHOULD BE IN A FIRM AND UNYIELDING CONDITION WHEN SUBJECTED TO PROOFROLLING WITH A LOADED DUMP TRUCK AS CONFIRMED BY GEOTECHNICAL ENGINEER. ASPHALT CONCRETE PAVEMENT SECTION NOT TO SCALE 2" 0 PVC @ 40' INTERVALS AND AT ALL LOW POINTS TO PROVIDE 5 1/2" ADEQUATE DRAINAGE THROUGH CURBS OR LANDSCAPE PLANTER ISLANDS. PIPE TO BE BEVELED TO 1" R MATCH FACE OF CURB FINISH GRADE PAVEMENT 1 NOTES: a a 1. CONSTRUCTION SHALL CONFORM - TO WSDOT SPEC 8-04.3 2. HEIGHT OF CURB TYPICALLY 6" ° a EXCEPT WHERE INDICATED ON PLAN TO TRANSITION TO 0" CURB. a CEMENT CONCRETE 3. CURB TRANSITIONS TO ZERO PAVEMENT, CLASS 3000 7 3/4" HEIGHT CURB WITHIN 1-FOOT. VERTICAL CURB 3 NOT TO SCALE FINISH PER LANDSCAPE PLANS. SURFACING 1" R 1" R PER PLAN 6„ FINISH GRADE a 12" CEMENT CONCRETE ° NOTE a ° . CONSTRUCTION SHALL � PAVEMENT, CLASS 3000 CONFORM TO WSDOT SPEC 8-04.3 FLUSH CURB NOT TO SCALE I]J Know what's below. Z Call before you dig. J u- 0511212022 i C, `i 2 M, o Qo CEMENT CONCRETE p CLASS 4000 WITH POLYPROPLYNE FIBERS w cn = PER PLAN COMPACTED SUBGRADE NOTES 1. PAVEMENT JOINTS SHALL BE PER WSDOT STANDARD PLAN A-40.10-03 2. *AREAS OBSERVED BY GEOTECHNICAL ENGINEER TO HAVE UNSUITABLE OR UNYIELDING SUBGRADE CONDITIONS WILL REQUIRE REMEDIAL MEASURES SUCH AS OVEREXCAVATION AND THICKER CRUSHED ROCK SECTIONS PRIOR TO PAVING. 3. GEOTECHNICAL ENGINEER MUST CONFIRM SUBGRADE CONDITIONS BELOW PAVEMENT SECTION ARE DENSE AND STABLE PRIOR TO PLACEMENT OF THE CRUSHED ROCK BASE. 4. THE NATIVE SUBGRADE SHOULD BE IN A FIRM AND UNYIELDING CONDITION WHEN SUBJECTED TO PROOFROLLING WITH A LOADED DUMP TRUCK AS CONFIRMED BY GEOTECHNICAL ENGINEER. 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TOPSOIL AND ENGINEERED BASE PER SPECIFICATIONS. 2. CONSTRUCT PER MANUFACTURE'S AND GEOTECHNICAL RECOMMENDATIONS 3. PROVIDE PERMANENT ANCHORING PER MANUFACTURE'S RECOMMENDATIONS AT PERIMETER AND AROUND ALL ABOVE GRADE UTILITY APPURTENANCES. 4. CONTRACTOR SHALL ADEQUATELY PROTECT PAVERS IF SUBJECTED TO VEHICLE LOADING PRIOR TO SEEDING. 5. AFTER SEEDING, DOT NOT ALLOW VEHICLE TRAFFIC ON GRASS PAVERS UNTIL VEGETATION HAS BEEN ESTABLISHED. DO NOT ALLOW ANY CONSTRUCTION TRAFFIC ON GRASS PAVERS ONCE SEEDED. GRASS PAVE NOT TO SCALE Civil Ergiriews 1 PERMIT REVISION JN 3/18/22 DT SURVEYED: SCALE: 1 Sm, M.iEngm T.L. VERTICAL: NAVD 1988 LarMscapeArohdects 2 PERMIT REVISION JN 4/25/22 DT DESIGNED: PER SHEET HORIZONTAL- NAD 1983/1991 No CommodilyPlen. 3 PERMIT REVISION JN 5/12/22 DT J.N. O Lands-Y. DRAWN: J.N. 'Hj B] L Neighbors ONE INCH DATUM CHECKED: AT FULL SCALE TACOMA - SEATTLE DT IF NOT ONE INCH 2215 North 30th Street, Suite 300, Tacoma, WA 98403 253.383.2422 TEL N 0. REVISION BY DATE AP P R APPROVED: SCALE ACCORDINGLY 1200 Sixth Avenue, Suite 1620, Seattle, WA 98101 206.267.2425 TEL DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 SAND LAYER (IF REQUIRED), SEE NOTE 5 PERVIOUS CONCRETE/POROUS ASPHALT I i PAVEMENT BASE, D- SEE NOTE 6 12" MIN. ABOVE SEASONAL HIGH GROUNDWATER OR HYDRAULICALLY SUBGRADE, SEE NOTE 4 -/ 77 RESTRICTIVE LAYER PERVIOUS CONCRETE/POROUS ASPHALT MINIMUM MATERIAL THICKNESS (IN): RESIDENTIAL ALL PERVIOUS LAYER MATERIAL TYPE' CONCRETE (IN) OPERMEABLE PAVEMENT, SEE NOTE 1 8 © CHOKER COURSE, SEE NOTE 2 0 © AGGREGATE BASE, SEE NOTE 3 8 NOTES: ;TREETS AND YS 1. PERMEABLE PAVEMENT THICKNESSES LISTED FOR POROUS ASPHALT INCLUDE WEARING COURSE AND ASPHALT TREATED PERMEABLE BASE (ATPB) WHEN UTILIZED. PERMEABLE ASPHALT TREATED BASE (PAT I) SHALL CONFORM TO THE REQUIREMENTS OF APWA GSP 4-SA2. CHOKER COURSE REQUIRED WHEN ATPB IS USED. 2. CRUSHED SURFACING CHOKER COURSE (CSCC) SHALL CONFORM TO THE REQUIREMENTS OF APWA GSP 4-04.2(9-03.9(2)).OPT2. 3. AGGREGATE BASE SHALL CONFORM TO THE REQUIREMENTS OF APWA GSP 4-04.2(9-03.9(2)).OPT1. RUNOFF STORAGE REQUIREMENTS MAY REQUIRE A THICKER AGGREGATE BASE. HYDRAULIC MODELING RESULTS SHOWING THE REQUIRED AGGREGATE BASE THICKNESS FOR STORMWATER CONTROL MUST BE SUBMITTED. 4. PREPARE AND PROTECT SUBGRADE PER APWA GSP 2-06.3(3) SUBGRADE FOR PERMEABLE PAVEMENTS. COMPACT TO A DEPTH OF 6" TO 90 %-92 OF MAXIMUM DENSITY PER WSDOT 2-03.3(14)D. OVERCOMPACTED SUBGRADE SHALL BE SCARIFIED TO 8" MIN. AND RECOMPACTED. 5. PERMEABLE PAVEMENT SHALL BE DESIGNED WHERE THE SOIL BENEATH THE BMP MEETS A MINIMUM ORGANIC MATTER CONTENT OF 1.0 % AND A MINIMUM CATION EXCHANGE CAPACITY OF 5 MILLIEQUIVALENTS PER 100 GRAMS. A 6 INCH SAND LAYER MUST BE INCLUDED IN THE DESIGN BENEATH THE PERMEABLE PAVEMENT IF THE SOIL DOES NOT MEET THESE PROPERTIES. 6. PAVEMENT BASE SHALL BE INSTALLED PER APWA GSP 4-04.3(5) SHAPING AND COMPACTION. GENERAL NOTES: 1. REFER TO WSDOT LOCAL AGENCY GENERAL SPECIAL PROVISIONS (GSPs) DIVISIONS 2-9 APWA GSPs, AND WSDOT STANDARD SPECIFICATIONS. 2. POROUS HMA SHALL CONFORM TO REQUIREMENTS OF APWA GSP 5-04. 3. MINIMUM UTILITY SETBACKS AND PROTECTION MEASURES MUST CONFORM TO CURRENT CITY STANDARDS, STD. PLANS 265.00, 265.10, AND 265.20, AND OTHER UTILITY PROVIDER REQUIREMENTS. COORDINATE WITH CITY ENGINEER IN THE EVENT OF UTILITY CROSSINGS OR CONFLICTS. 4. PERMEABLE PAVEMENT SHALL BE DESIGNED OR REVIEWED BY A LICENSED ENGINEERING GEOLOGIST OR GEOTECHNICAL ENGINEER. FOR ALL APPLICATIONS, PAVEMENT DESIGNS MUST BE PREPARED BY AN ENGINEER LICENSED IN WASHINGTON STATE. 5. ACCEPTANCE TESTING FOR SIDEWALKS, PATHS AND VEHICULAR PAVEMENT LESS THAN 2,000 SF SHALL BE AS FOLLOWS: PAVEMENT SHALL BE PERMEABLE ENOUGH TO ABSORB WATER AT A MINIMUM RATE OF 20 INCHES PER HOUR IMMEDIATELY AFTER SURFACE HAS BEEN WETTED CONTINUOUSLY FOR AT LEAST 10 MINUTES. APPROVAL WITH 5 GALLON BUCKET TEST, WATER TRUCK, OR ASTM C1701 USING A 12-INCH RING SEALED AT THE PAVEMENT SURFACE. 6. ACCEPTANCE TESTING FOR ROADWAYS AND PARKING AREAS OF 2,000 SF OR GREATER SHALL HAVE A MINIMUM INFILTRATION RATE OF 100 IN/HR PER ASTM C1701 AND APWA GSP 5-04.3 AND 5-06.3(6). 7. ROADWAYS, DRIVEWAYS, AND PARKING LOTS SUBJECT TO VEHICLE LOADING SHALL MEET STRUCTURAL REQUIREMENTS OF CITY OF RENTON TRANSPORTATION DEPARTMENT STANDARDS FOR EQUIVALENT NON -PERMEABLE PAVEMENT TYPES. 8. FOR PERMEABLE PAVEMENT INSTALLATIONS ON SLOPES GREATER THAN 5%, CHECK DAMS AREA REQUIRED PER STD. PLAN 261.20. 9. SEE CONSTRUCTION PLANS FOR SPECIFIC PROJECT REQUIREMENTS. UNLESS OTHERWISE NOTED, DRAWING IS NOTTO SCALE (NTS) PERMEABLE PAVEMENT MATERIAL STD. PLAN - 261.10 PUBLIC WORKS APPROVED: DEPARTMENT SECTIONS -PERVIOUS CONCRETE AND GAZ a/zs/zols POROUS ASPHALT Public Works Administrator DATE PERVIOUS CONCRETE PAVEMENT SECTION NOT TO SCALE AlU ►M'' H H H H :45 AM R-420007 I W IN COMPLIANCE WITH CITY OF RENTON STANDARDS z z LU DEVELOPMENT ENGINEERING JChavez 05/17/2022 a Q 0 LU03/18/2022 WATERSHED APARTMENTS 2 ® CITY OF CIVIL CONSTRUCTION PERMIT U) PAGE RENTON OK: Ir PAGE DRAWING NO: W Planning/Building/Public Works Dept. PAVEMENT DETAILS C2, 1 O Q SHEET: OF, 46