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HomeMy WebLinkAboutR-420007O (D I O I 0 UJJ U) z Lij 75 rr Q n Q 0 L1J rr LJJ I- w a Z 0 0 Q 0 z Q C0 2" 3" 4" 6" 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 "//X\\//�� PAVEMENTLU O z a NOTES: a 1. CONSTRUCTION SHALL CONFORM - TO WSDOT SPEC 8-04.3 2. HEIGHT OF CURB TYPICALLY 6" ° a EXCEPT WHERE INDICATED ON PLAN a TO TRANSITION TO 0" CURB. 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,i R 6„ 1" R PER PLAN FINISH GRADE 12" CEMENT CONCRETE ° . a NOTE ° � CONSTRUCTION SHALL PAVEMENT, CLASS 3000 CONFORM TO WSDOT SPEC 8-04.3 FLUSH CURB NOT TO SCALE C, Of 0 Qo CEMENT CONCRETE 0 CLASS 4000 WITH Q Q POLYPROPLYNE FIBERS LU U) = PER PLAN i 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. CEMENT CONCRETE PAVEMENT NOT TO SCALE 0000000000001:000000000000;!0000000000001 0000gopppoppr000ggqoMENEM r�nnnnnnnn F41 nrnl 000000000000000000! 000000rJL:�rJc:�;utJL•� 000000000000000000;000000000000;000000 000000........... 0 000000000000�op000 °0000000000001:0000000000001000000000000, I000000!000000000000.000000000000.000000 I000000! 000a00000000! o00000000000! o00000 I000000 000000000000;000000000000;00RR00 I000000000000000000 00000000000E HEMMER ' ' ' o;000gggopppp...... ...... oo;ooggqo. W 00000000000E:000000000000000000000000 00000000000E;000000000000:000000000000 ?000000000000',I000000000000l'I�00000000000' TYPICAL LAYOUT - BRICKLAYER PATTERN 13MMMMM 13MMEMM! �00000; ?opppp CUT SECTIONS IN HALF ALONG EDGES OF POROUS �00000 PAVEMENT �00000 SYSTEM (TYPICAL) D00000 D00000 200000 �00000 TOPSOIL WITH GRASS GEOTEXTILE FABRIC MIRAFI 60OX OR EQUIVALENT CRUSHED SURFACING BASE COURSE PER WSDOT 9-03.9(3) 211 PRESTO GEOBLOCK 515E 0 0 0 17 Z�' 0 Z�' 691 ENGINEERED BASE PER SPECIFICATIONS. Z�\ '�7 o o o 0 SUBGRADE II II II III III III III III III II III III - NOTES: 1. 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 4 TOP (j OY WAS#INC�t� ti �r 4 ;P� 46416�ISTEYY9� sSIONAL willlad" DocuSigi Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 SAND LA\R (IF REQUIRED), SEE NOTE PERVIOUS CONCRETE/POROUS ASPHALT PAVEMENT BASE, SEE NOTE 6 �12" MIN. ABOVE SUBGRADE, SEE NOTE 4 \ PERVIOUS CONCRETEIPOROUS ASPHALT MINIMUM MATERiAL THICKNESS (IN): RESIDENTIAL ALL PERVIOUS LAYER MATERIAL T E* CONCRETE (IN) OA PERMEABLE PAVEMENT, SEE OTE 1 S © CHOKER COURSE, SEE NOTE 2 0 © AGGREGATE BASE, SEE NOTE 3 8 NOTES: iTREETS AND :YS rRL HIGH Y 1. PERMEABLE PAVEMENT THICKNESSES LISTED FOR PORO S ASPHALT INCLUDE W ARING COURSE AND ASPHALT TREATED PERMEABLE BASE (ATPB) WHEN UTILIZED. PERMEABLE ASPHALT TREATED BA E (PATB) SHALL CO ORM TO THE REQUIREMENTS OF APWA GSP 4-SA2. CHOKER COURSE REQUIRED WHEN ATPB IS USED. 2. CRUSHED SURFACING CHOKER COURSE (CSCC) SHALL CONFO TO THE QUIREMENTS OF APWA GSP 4-04.2(9-03.9(2)).OPT2. 3. AGGREGATE BASE SHALL CONFORM TO THE REQUIREMENTS OF A A P 4-04.2(9-03.9(2)).OPT1. RUNOFF STORAGE REQUIREMENTS MAY REQUIRE A THICKER AGGREGATE BASE. HYDRAULIC MODELING RES SHOWING THE REQUIRED AGGREGATE BASE THICKNESS FOR STORMWATER CONTROL MUST BE SUBMITTED. 4. PREPARE AND PROTECT SUBGRADE PER APWA GSP 2-06.3(3) SUB DE OR PERMEABLE PAVEMENTS. COMPACT TO A DEPTH OF 6" TO 90 %-92 OF MAXIMUM DENSITY PER WSDOT 2-03.3(14)D. OVERCOMPACT SUBGRA E SHALL BE SCARIFIED TO 8" MIN. AND RECOMPACTED. 5. PERMEABLE PAVEMENT SHALL BE DESIGNED WHERE THE SO BENEATH THE P MEETS A MINIMUM ORGANIC MATTER CONTENT OF 1.0 % AND A MINIMUM CATION EXCHANGE CAPACITY OF 5 MILLIEQUIV ENTS PER 100 GRA S. A 6 INCH SAND LAYER MUST BE INCLUDED IN THE DESIGN BENEATH THE PERMEABLE PAVEMENT IF THE SOIL DOES T MEET THESE PROP TIES. 6. PAVEMENT BASE SHALL BE INSTALLED PER APWA GSP-04.3(5) SHAPING AND COMP TION. GENERAL NOTES: 1. REFER TO WSDOT LOCAL AGENCY GENERALS CIAL PROVISIONS (GSPs) DIVISIONS 2-9 AP GSPs, AND WSDOT STANDARD SPECIFICATIONS. 2. POROUS HMA SHALL CONFORM TO REQUIR ENTS OF APWA GSP 5-04. 3. MINIMUM UTILITY SETBACKS AND PROT TION MEASURES MUST CONFORM TO CURRENT CITY STA DARDS, STD. PLANS 265.00, 265.10, AND 265.20, AND OTHER UTILITY PROVIDER EQUIREMENTS. COORDINATE WITH CITY ENGINEER IN THEE NT OF UTILITY CROSSINGS OR CONFLICTS. 4. PERMEABLE PAVEMENT SHALL B ESIGNED OR REVIEWED BY A LICENSED ENGINEERING GEOLOGIST O EOTECHNICAL ENGINEER. FOR ALL APPLICATIONS, PAVEMENT DES NS MUST BE PREPARED BY AN ENGINEER LICENSED IN WASHINGTON STA . 5. ACCEPTANCE TESTING FOR DEWALKS, PATHS AND VEHICULAR PAVEMENT LESS THAN 2,000 SF SHALL BE AS OLLOWS: PAVEMENT SHALL BE PERMEABLE ENOUGH TO A ORB WATER AT A MINIMUM RATE OF 20 INCHES PER HOUR IMMEDIATELY AFTER S FACE HAS BEEN WETTED CONTINUOUSLY FOR AT L AST 10 MINUTES. APPROVAL WITH 5 GALLON BUCKET TEST, WATER TRUCK, OR ASTM C 01 USING A 12-INCH RING SEALED AT THE PAVEM T SURFACE. 6. ACCEPTANCE TESTI FOR ROADWAYS AND PARKING AREAS OF 2,000 SF OR GREATER SHALL HAVE A MINIMUM INFIL TION RATE OF 100 IN/HR PER ASTM C1 01 AND APWA GSP 5-04.3 AND 5-06.3(6). 7. ROADWAYS, DR EWAYS, AND PARKING LOTS SUBJECT TO VEHICLE LOADING SHALL MEET STRUCTURAL REQUIREMENTS O CITY OF RENTON TRANSPORTA ON DEPARTMENT STANDARDS FOR EQUIVALENT NON -PERMEABLE PAVEMENT TYPES. 8. FOR PERM BILE PAVEMENT INSTALLATIONS ON SLOPES GREATER THAN 5%, CHECK DAMS AREA REQUIRED PER STD. PLAN 261. 0. 9. SEE CO TRUCTION PLANS FOR SPECIFIC PROJECT REQUIREMENTS. UNLESS OTHERWISE NOTED, DR ING IS NOT TO SCALE (NTS) PERMEABLE PAVEMENT MATERIAL STD. PLA-261.10 PUBLIC WORKS APPROVED: DEPARTMENT SECTIONS -PERVIOUS CONCRETE AND GAZ 9/ s/zo>s 1 c :45 AM POROUS ASPHALT Public Works Administrator DATE CHANGED TO ASPHALT PAVEMENT -STANDARD DUTY PER CONDITION OF APPROVAL ERVIOUS CONCRETE PAVEMENT SECTION 6 NOT TO SCALE CiNlEnginews ■i 001 ASI-001 CJ 9/27/22 DT � RvEYED' SbuduralEngineers T.L. HORIZONTAL NAD 1983/1991 - 0ad-plArohfi b 002 PROGRESSIVE CONSTRUCTION SET CJ 12/5/22 DT DESIGNED: PER SHEET Co o,u vPlenmws 003 UPDATES PER CONDITIONS OF APPROVAL DT 1/27/23 DT J.N. Q © O LaSONey- 004 GRADY WAY STORMWATER REVISIONS CW 12/26/23 TS DRAWN: J.N. Neighbors ONE INCH DATU M Know whais below. 005 AS -BUILT REVISIONS AA 03/26/24 TS CHECKED: AT FULL SCALE TACO MA • S EATTLE DT IF NOT ONE INCH call before you dig. 2215 North 30th Street, Suite 300, Tacoma, WA 98403 253,383.2422 TEL APPROVED: SCALE ACCORDINGLY y g' 1200 Sixth Avenue, Suite 1620, Seattle, WA 98101 206.267.2425 TEL N 0. R EVI S I0 N BY DATE AP PR RECORD NOTE 03/26/2024 THESE RECORD DRAWINGS HAVE BEEN PREPARED BASED ON SURVEY INFORMATION PROVIDED BY A THIRD -PARTY SURVEYOR. AHBL WILL BE RESPONSIBLE FOR THE DATA PROVIDED BY THEM. THE THIRD -PARTY SURVEYOR WILL BE RESPONSIBLE FOR THE ACCURACY OF THE ACTUAL LOCATIONS IN THE FIELD. THOSE RELYING ON THIS RECORD DOCUMENT ARE ADVISED TO OBTAIN INDEPENDENT VERIFICATION OF ITS ACCURACY BEFORE APPLYING IT FOR ANY PURPOSE. CITY OF RENTON Planning/Building/Public Works Dept. N U H 1� T N J R-420007 I � IN COMPLIANCE WITH CITY OF RENTON STANDARDS 7 WATERSHED APARTMENTS CONSTRUCTION DRAFT SET PAVEMENT DETAILS W G Q a 0 L1J = DATE: 03/28/2023 FiELDBOOK: PAGE: Uj DRAWING NO: C2.10 a SHEET: 0F: 48