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Home My WebLink AboutR-400608NE 114 SECTION 29, TOWNSHIP 23 N, RANGE 5 E, W.M. 0 0 6 W LU z T)TACT,p "-, SENSITIVE AREA 0 409 S.F. U z Q /- 7 m / / 00ENO STA 22+89.56, GUARDRAIL RT L / / 23 INSTALL TYPE 11 BARRICADE ANDS GUARDRAIL AT TOP OF STEEP SLOPE BEHIND CURB' TO PROVIDE SAFETY / START GUARDRAIL STA STA 22+89.56, 13.50' L T r� Call 2 Working Days Before You Dig 811 Utilities Underground Location Center (ID,MT,ND,OR,WA) WF ___— �42 BE7MMYCORNER 1.0 429. 0.0 428.0 428.0 -D -----_-- ---- — — — 4W Df 424 — — — — — i-L ---426------- - 1 I I I I ------7 I I ,--------, I 1 1 I 1 C 1 I 1 1 14 1 1 1 1 I I 1 1 1 1 I I I 1 1 -1 6,734 S.F. 1 1 5,948 S. F. 1 1 5, 948 S. F. 1 1 2 I FG 426.85 1 FG 426.15 I I FG 425.85 5,948 S.F. 1 I 1 1 I I FG 426.20 L CA TE NO PARKING 1 NO PARKING - FIRE 1- S/GNS ON LIGHT 1 1 LANE" SIGN TYPE POLES AS SHOWN N I R7-1 MUTCDI I I I I (TYP) ■ 1' ASPHAL T 41 PA VING N I 6 I 6,447 S.F. FG 426.90 1 lI(STALLED AT 50 0. C. LL ON NORTH SIDE1 L — — — — — — J L _ B — J1 STANDARD DETAIL 129,1 OF HAMMER -HEAD SEE SHEET-£9-(�YP) STA 22+45.37 - - — 22+ 00 8' PLANTER STRIA I ---I I 1 J I I I I I 1 7 1 1 5,889 S. F. I FG 426.30 I I I 1 1 I I I 1 I I I I I I I I I I 1 — -----j L — — — — — — J L 426 C�/GJ/GC/G/ � I I I I 5' SIDEWALK 1 -1 PER STD PLAN 102 1 'NO PARKING - FIRE I (TYP.) I 1 LANE" SIGN. I I 1 INSTALLED BOTH ---- � — -- I I I 1 I� 1 I� I 1 1 1 1 1 7,119 S. F. 1 1 FG 426.75 I 1 II I 1 I� L------J DEAD END ROAD SIGN SEE RIGHT I I I I I O o - L I i I v I A I IQI Io I I to I, 1z -41 1�1 R� I I II I o� I I I I I , of I �I � I I W i I I� STA. 2 +00.00 SE 165TH ST = " I A. 1 +45.27 (111TH AVE SE) N 20 00 19+80 -� II I h I 1 DES TURN-AROUN i i I I 1 I I ---------- I TRACT A----------[_ I a I I 8 1 1 I II 6,148 S. F. 1 1 6,14� S.F. I STORM DRAINAGE_______ _ I ® I a I 1 FG 425.80 I 1 FG 425.80 8, 036 S*E _ _ _ _ _C I I I I I I : FG 42700 -- -----I I I\ 1-=,--------=I.------------ - I I I IQ I ------------------------- _____ 1 N I I �I — — — — — — L I I ------------------- - ------------ --- e I 1 d° I D.R. STRONG CONSUL TING ENGINEERS ENGINEERS PLANNERS SURVEYORS 620 - Ah AVENUE KIRKLAND, WA 98033 O 425 827 3063 F 425 827 2423 — — — — — — I ------- -- - I1 I! %N 12"GONG=420.52 � ■i OP I 12"CONC=419.80I " 1 I II 12"CONC=419.09' o . $R I ■ III II II � II I V�,i -� rr AND 2 FIXED BOLLARDS; PER STANDARD DETAILS H021 AND H022, SEE SHEET C9 (TYP) FOUND 4"X4" CONCRETE MONUMENT WITH LEAD AND TACK, DOWN 0.5' CD IN MONUMENT CASE. I I I I I PROVIDE SMOOTH TRANSITION FROM EX I DRIVEWAYS TO NEW ASPHAL T (TYP) I o I �— I I I I I I I I 0 1 I I I 1 I I E I C11 I � I o 1 � I ABANDON CULVERTS, FILL DITCHES AND ROUTE DRAINAGE TO FLOWLINE CBS 1 1 V /.60 4' WIDE OFFSITE PEDESTRIAN WALKWAY I �C' A\\ I I I SEE LEFT AS -BUILT NO AS -BOIL T INFORMA 77ON ON THIS SHEET. "I CERTIFY THAT THE INFORMATION SHOWN HEREON WHICH WAS AS -BOIL T BY D.R. STRONG, AND MA Y INCLUDE LOCA ]TONS, ELEVA TIONS, DEPTHS, PIPE SIZES, AND AS-BUIL T COMMENTS, ACCURATEL Y REFLECTS EXISTING FIELD COND177ONS AS DETERMINED BY ME OR UNDER MY DIRECT SUPERVISION ON THIS DATE ° 051181202 1. " 7 CITY COMMENTS JSM 4.12.19 SURVEYED: SCALE: SPF VERTICAL: NAVD 1988 8 REVISED FRONTAGE GRADING PER GAS MAIN JSM 12.14.20 DESIGNED: AS NOTED HORIZONTAL: NAD 1983/1991 9 REVISED FRONTAGE PER CITY COMMENTS JSM 1.15.21 JSM 10 REVISED VAULT CONTROL STRUCTURE JSM 5.9.21 DRAWN: CWA ONE IN DATUM 11 RECORD DRAWINGS JSM 6.25.21 CHECKE JSM AT FULL SCALE IF NOT ONE INCH NO. REVISION BY DATE AP P R APPROVED: SCALE ACCORDINGLY M J NORTH GRAPHIC SCALE 0 15 30 60 1 INCH = 30 FT. C TY OF =� RENTON Planning/Building/Public Works Dept. BETHAN Y CORNER S/ TE VOLUME CAL COLA TONS CUT VOLUME FILL VOLUME NET VOLUME (CU. YDS.) (CU. YDS.) (CU. YOS.) 12 9,592 9,480 IMPOR T ALL VOLUMES ARE APPROXIMATE AND REPRESENT EXCA VA TION FOR RESIDENCE AS PROPOSED. THE VOLUMES DO NOT INCLUDE EXPANSION FACTOR OR ANY SOIL TYPE RESTRICTIONS. THE VOLUMES DO NOT INCLUDE STRUCTURAL EXCAVATION FOR BUILDINGS. GEO TECH RECOMMENDATIONS.• EXCERPTS FROM GEO TECH REPORT PREPARED BY ASSOCIATED EARTH SCIENCES, INC, DATED DEC 16, 2016 "OUR EXPLORATIONS INDICATE THAT, FROM A GEOTECHNICAL STANDPOINT, THE PROPOSED PROJECT IS FEASIBLE PROVIDED THE RECOMMENDATIONS CONTAINED HEREIN ARE PROPERLY FOLLOWED. THE BEARING STRATUM IS GENERALLY SHALLOW ON THE EAST END AND CONVENTIONAL SHALLOW FOUNDATIONS SHOULD PERFORM WELL WITH PROPER SUBGRADE PREPARATION. THE WEST END OF THE SITE WILL REQUIRE THAT THE UNSUITABLE FILL BE REMOVED TO A DEPTH OF ABOUT 6 FEET PRIOR TO THE PLACEMENT OF ADDITIONAL STRUCTURAL FILL OR TO THE WEST. THE NORTH SIDE OF THE SITE GRADUALLY SLOPES UP TO THE ADJACENT LOT. THE TOTAL TOPOGRAPHIC DIFFERENCE ON THE SITE IS ABOUT 6 TO 8 FEET" SITE PREPARATION "SITE PREPARATION OF THE CONSTRUCTION AREA SHOULD INCLUDE REMOVAL OF ALL PREVIOUSLY PLACED FILL, GRASS, BRUSH, DEBRIS, AND ANY OTHER DELETERIOUS MATERIALS. EROSION AND SURFACE WATER CONTROL SHOULD BE ESTABLISHED AROUND THE CLEARING LIMITS TO SATISFY LOCAL REQUIREMENTS. WE RECOMMEND EXISTING FILL, BE REMOVED FROM BELOW AREAS OF SHALLOW FOUNDATIONS. WHEN STRUCTURAL FILL IS REQUIRED FOR RESTORATION OF THE PLANNED FOUNDATION GRADE, OUR RECOMMENDATIONS DETAILED IN THE "STRUCTURAL FILL" SECTION SHOULD BE FOLLOWED. REMOVAL OF UNSUITABLE SOIL SHOULD EXTEND LATERALLY BEYOND THE BUILDING FOOTPRINT BY A DISTANCE EQUAL TO THE DEPTH OF OVEREXCAVATION. FOR EXAMPLE, WHEN EXISTING FILL IS REMOVED TO A DEPTH OF 2 FEET BELOW A PLANNED FOOTING AREA, THE EXCAVATION SHOULD ALSO EXTEND LATERALLY 2 FEET BEYOND THE BUILDING FOOTPRINT IN THAT AREA. WHERE EXISTING FILL IS REMOVED AND REPLACED WITH STRUCTURAL FILL, CONVENTIONAL SHALLOW FOUNDATIONS MAY BE USED FOR STRUCTURE SUPPORT. THE REQUIRED DEPTH OF REMOVAL SHOULD BE DETERMINED IN THE FIELD BASED ON ACTUAL CONDITIONS ENCOUNTERED DURING EXCA VA TION. -SITE PAVING OR UNDER BUILDING SLABS -ON -GRADE, THE BELOW PLANNED ON STRIPPED SUBGRADE SHOULD BE PROOF -ROLLED WITH HEAVY, RUBBER -TIRED CONSTRUCTION EQUIPMENT, SUCH AS A FULLY LOADED TANDEM -AXLE DUMP TRUCK. PROOF -ROLLING SHOULD BE PERFORMED PRIOR TO STRUCTURAL FILL PLACEMENT. THE PROOF -ROLL SHOULD BE MONITORED BY THE GEOTECHNICAL ENGINEER SO THAT ANY SOFT OR YIELDING SUBGRADE SOILS CAN BE IDENTIFIED, ANY SOFT OR LOOSE, YIELDING SOILS SHOULD BE REMOVED TO A STABLE SUBGRADE, PROOF -ROLLING SHOULD ONLY BE ATTEMPTED IF SOIL MOISTURE CONTENTS ARE AT OR NEAR OPTIMUM MOISTURE CONTENT. PROOF -ROLLING OF WET SUBGRADES COULD RESULT IN FURTHER DEGRADATION." STRUCTURAL FILL "THE CONTRACTOR SHOULD NOTE THAT ANY PROPOSED FILL SOILS MUST BE EVALUATED BY ASSOCIATED EARTH SCIENCES, INC. (AESI) PRIOR TO THEIR USE IN FILLS. THIS WOULD REQUIRE THAT WE HAVE A SAMPLE OF THE MATERIAL 72 HOURS IN ADVANCE TO PERFORM A PROCTOR TEST AND DETERMINE ITS FIELD COMPACTION STANDARD. SOILS IN WHICH THE AMOUNT OF FINE-GRAINED MATERIAL (SMALLER THAN THE NO. 200 SIEVE) IS GREATER THAN APPROXIMA TEL Y 5 PERCENT (MEASURED ON THE MINUS NO. 4 SIEVE SIZE) SHOULD BE CONSIDERED MOISTURE -SENSITIVE. USE OF MOISTURE -SENSITIVE SOIL IN STRUCTURAL FILLS SHOULD BE LIMITED TO FAVORABLE DRY WEATHER CONDITIONS, AND IS ONLY PERMITTED IF SPECIFICALLY ALLOWED BY PROJECT PLANS AND SPECIFICATIONS. THE NATIVE SOILS PRESENT ONSITE CONTAINED SIGNIFICANT AMOUNTS OF SILT AND ARE CONSIDERED HIGHLY MOISTURE -SENSITIVE IF FILL IS PLACED DURING WET WEATHER OR /F PROPER COMPACTION CANNOT BE OBTAINED, A SELECT IMPORT MATERIAL CONSISTING OFA CLEAN, FREE -DRAINING GRAVEL AND/OR SAND SHOULD BE USED. FREE -DRAINING FILL CONSISTS OF NON -ORGANIC SOIL WITH THE AMOUNT OF FINE-GRAINED MATERIAL LIMITED TO 5 PERCENT BY WEIGHT WHEN MEASURED ON THE MINUS NO SIEVE FRACTION WITH AT LEAST 25 PERCENT RETAINED ON THE NO. 4 SIEVE. A REPRESENTATIVE FROM OUR FIRM SHOULD INSPECT THE STRIPPED SUBGRADE AND BE PRESENT DURING PLACEMENT OF STRUCTURAL FILL TO OBSERVE THE WORK AND PERFORM A REPRESENTATIVE NUMBER OF IN -PLACE DENSITY TESTS. IN THIS WAY, THE ADEQUACY OF THE EARTHWORK MAYBE EVALUATED AS FILLING PROGRESSES, AND ANY PROBLEM AREAS MAY BE CORRECTED AT THAT TIME. IT IS IMPORTANT TO UNDERSTAND THAT TAKING RANDOM COMPACTION TESTS ON A PART-TIME BASIS WILL NOT ASSURE UNIFORMITY OR ACCEPTABLE PERFORMANCE OF A FILL. AS SUCH, WE ARE AVAILABLE TO AID THE OWNER IN DEVELOPING A SUITABLE MONITORING AND TESTING PROGRAM." DRAINAGE 'FOUNDATIONS SHOULD BE PROVIDED WITH FOUNDATION DRAINS. DRAINS SHOULD CONSIST OF RIGID, PERFORATED, POLYVINYL CHLORIDE (PVC) PIPE SURROUNDED BY WASHED PEA GRAVEL. THE DRAINS SHOULD BE CONSTRUCTED WITH SUFFICIENT GRADIENT TO ALLOW GRAVITY DISCHARGE AWAY FROM THE PROPOSED BUILDING. ROOF AND SURFACE RUNOFF SHOULD NOT DISCHARGE INTO THE FOOTING DRAIN SYSTEM, BUT SHOULD BE HANDLED BY A SEPARATE, RIGID, TIGHTLINE DRAIN. IN PLANNING, EXTERIOR GRADES ADJACENT TO WALLS SHOULD BE SLOPED DOWNWARD AWAY FROM THE PROPOSED BUILDING TO ACHIEVE SURFACE DRAINAGE. " R -400608 IN COMPLIANCE WITH CITY OF RENTON STANDARDS N N C) T 00 Ln O O i Q J W z 0 DATE: BETHANY CORNER 11.29.16 >- FIELDBOOK: z ROAD AND GRADING PLAN PAGE: DRAWING N0: 16433 & 16451 111 TH AVENUE SE cs RENTON, WASHINGTON 98056 SHEET: 8 OF: Ito r'MW' W DRS PROJECT NO. 16062