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HomeMy WebLinkAboutzR-3902SetPORTION OF THE SE 1/4, NE 1/4 SECTION 4, TWP. 23 N, RGE. 5 E., W.M. H H z. D W W U) Z N W z LO TABLE OF CONTENTS 2 3 4 5 6 7 8 111112 COVER SHEET EROSION CONTROL & TREE RETENTION PLAN WATER MAIN PLAN & PROFILE WATER DETAILS / NOTES STORM DRAIN & SEWER PLAN FLOW CONTROL & WATER QUALITY DETAILS STORMTECH DETAILS STANDARD DETAILS 3956 NE 24TH STREET WATER MAIN EXTENSION & STORM DRAIN NE CORNER SEC 4-23-5 FOUND MON IN CASE I 17 I I i I i I RENOTN SCHOOL DISTRICT FACILITIES AND OPERATIONS CTR16 I I HENLEY USA 'S 88° 19' 10" E 95.00' \ ITEM 10 - 15wI0E SEWER E111 RECI 19990907000075 -� -_ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - \ 15 I I NI DENJAMIN, KAMARA & EDIC I FOUND MONUMENT IN CASE N I HURNHAM, BRAE CITY OF ;RENTON #1838 I G4 �I I 0.08' EAST OF SEC LINE I� S 88°04'22" E �I 14 - - - -- 4.08' LIS, KRZYSZTOP & JOANNA A ! �I I (SEC LINE TO #1 838)GO �I II Lo J� 00 r') I L0 Lf) LUEDTKE, CATHERW O III Y I . of OI I � III �NI PARCEL A I RAHEJA,VIKRAM ITAX #04230593251- 13 10' SEWERITEMESMT / REC# 7907090782 \ _ - - - - J - - \ PARCEL B - NON-EXCLUSIVE REC# FOR INGRESS/EGRESS95.00' ITEM# 11 -ROAD AGREEMENT REC# 20010726001662 \ I W \ 0 O N -_- 88° 19'45' W 37d 00 —- - - - _ _ - - - - — — — L-0T X- TAX>_3448900440 ITEM # 16 -12' QUEST ESMT REC# 20080410000610< N 88` 19'45" W 370.00' _ I ✓ ITEM # 19I PUBLIC 0 I REC# SID 3022702498 2 3 IDYULLIC HOUSEINTERIORS LLC 1 MCCLUSKEY, GWENYTH 4 SEIRRA HEIGHTS 5 g SHORT, JAN & JOAN HAAKENSON, LORELLA 7 VAN LAAK, JOSEPH J -- - - - - - - - - - - -- - - - - - - - - - - - NE 23RD PLACE -------------------------- ---------------- ------------------- E 1/4 CORNER SEC 4-23-5 FOUND MONUMENT IN CASE N 00°58'30" E 661.2: TOPOGRAPHIC AND BOUNDARY SURVEY PROVIDED BY HANSEN SURVEYING; GREEN LAKE ENGINEERING, LLC ASSUMES NO LIABILITY FOR ACCURACY OR COMPLETENESS. NE 24TH STREET FOUND MONUMENT IN CASE CITY OF RENTON #716 RENTON, WASHINGTON BUILDING PERMIT# B15002755 VICINITY MAP CONTACT INFORMATION DEVELOPER: TUSCANY CONSTRUCTION, LLC P.O. BOX 6127 BELLEVUE, WASHINGTON 98008 OFFICE PHONE: 206-714-6707 NE 25th Pti ENGINEER: GREEN LAKE ENGINEERING, LLC Arf 25th C1 ATTN: ROBERT KEHRLI, PE 6045 4TH AVENUE NE, :• SEATTLE, WASHINGTON 98115 W 241h Sz CELL NUMBER: 206-898-4269 OFFICE NUMBER: 206-525-5332 NE 239dP1 BOB.KEHRLI@GREENLAKEENGINEERING.COM ' SURVEYOR: HANSEN SURVEYING d ATTN: RODNEY HANSEN, PLS 17701 108TH AVENUE SE, PMB 208 ' k 14E 27rd P RENTON, WASHINGTON 98055 + OFFICE NUMBER: 425-235-8440 HANSENSURVEY@COMCAST.NET g NE Mh SR VE 11 � air •n.. a_ +� BENCH MARK VERTICAL DATUM: CITY OF RENTON NAVD 88 CITY OF RENTON CONTROL PT # 1838 CONC. MON IN CASE AT INTERSECTION NE 24TH ST AND UNION AVE NE ELEVATION = 456.63 FT BASIS OF BEARING BASIS OF BEARINGS IS CITY OF RENTON NAD 83/91 CITY # 1838 TO CITY 716 = S 01 °33'53"W LEGAL DESCRIPTION WIN= 11011 BEGINNING 1020 FEET NORTH OF THE SOUTHEAST CORNER OF THE SOUTHEAST 1/4 OF THE NORTHEAST 1/4 OF SECTION 4, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., THENCE N 88°19'21 "W, PARALLEL WITH THE SOUTH LINE OF SAID SOUTHEAST 1/4, A DISTANCE OF 305 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING N 88° 19'21 "W, 95 FEET; THENCE N 01 °56' 19"E, PARALLEL WITH THE EAST LINE OF SAID SOUTHEAST 1/4, A DISTANCE OF 196 FEET, MORE OR LESS, TO THE NORTH LINE OF SAID SOUTHEAST 1/4, THENCE S 01 °56' 19"W 196 FEET, MORE OR LESS, TO THE TRUE PINT OF BEGINNING. LOT X, HONEY CREEK EAST, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 261 OF PLATS, PAGES 32 THROUGH 35, IN KING COUNTY WASHINGTON. TAX PARCEL #3448900440 PROPERTY ADDRESS: 24XX UNION AVE NE, RENTON, WA 98059 EASEMENTS SHOWN HEREON PER TITLE REPORT PROVIDED BY CLIENT. CALL 811 BEFORE YOU DIG Green Lake Engineering, LLC O��oF MA kFti� SURVEYED: SCALE: 1 PER CITY REVIEW COMMENTS RMK 10 30 15 RMK VERTICAL: NAVD 1988 p �, ,� � HANSEN SURVEYING HORIZONTAL: NAD 1983/1991 6045 4th Ave. NE, Seattle, WA 98115 �z� 2 PER CITY REVIEW COMMENTS RMK 2 15 16 RMK DESIGNED: SCALE Phone: 206-525-5332 R. KEHRLI, P.E. DRAWN: email: bob.kehrli@greenlakeengineering.com o 48089 (� R. KEHRLI, P.E. ONE INCH DATUM Contact : Bob Kehrli, PE �S/GIST �x� CHECKED C. WILLIAMS, P.E. IFAT NOT LONECALE 0 AL NO. REVISION BY DATE A P P R APPROVED: SCALE ACCORDINGLY CITY OF RENTON Planning/Building/Public Works Dept. RECOMMENDED FOR APPROVAL BY: DATE: BY: DATE: BY: DATE: BY: DATE: WATER MAIN EXTENSION & STORM DRAIN TU SCAN Y CONSTRUCTION, LLC COVER SHEET 3956 NE 24TH STREET F8/10/2016 PAGE: DRAWING NO: SHEET: 1 OF: 8 VE�7 Is AS Ica, SEE NOTE /B"R X 5/8"D DUMMY JOINT BEE NOTE 2'-0" z'- D" b r � I 3/8" PREMOLDED JOINT FILLER (TYP) CURB AND GUTTETE CURB AND GUTTER 5" � 5" PLAN VIEW FACE OF CENTERLINE OF CURs 1 5 FRAME J}GRATE 5 1 2" 1" (LOB-) FRAME AND GRATE - NOT INCLUDED 1 /2" R. 1" R. MATCH ROADWAY IN CURB AND GUTTER BID REM SLOPE • " 3 R. I D 1R. RECESS TOP or ROW W WAY i • •D D FADJUSTMENT SECTION - NOT INCLUDED 'D' IN CURB AND GUTTER BID ITEM P .. • CATCH BASIN - NOT 64CLUOM D . IN CURB AND GUTTER BID ITEM SECTION O / GENERAL NOTES: J / The intent of this design is to facilitate the removal / of a catch basin with minimal disturbance of the curb. ?. The expansion joints of the adjacent sidewalk shall / be adjusted to be In I line wlth these Curb / expansion joints. \ ISO�&4C VIEW �L PLAN- 101.1 CEMENT CONCRETE CURB PROS ' D ,.� PUBLIC WORKS INSTALLATION AT d DEPARTMENT CATCH BASINS DATE DRIVEWAYS SHALL BE PAVED TO THE EDGE OF R-0-W PRIOR TO INSTALLATION OF THE j\N POPO G CONSTRUCTION ENTRANCE TO AVOID Ey'vs / DAMAGING OF THE ROADWAY IT IS RECOMMENDED THAT THE R = 25' MIN. 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 ,5 12" MIN. THICKNESS PROVIDE FULL WIDTH OF NOTES INGRESS/EGRESS AREA 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. GRAB TENSILE STREBNGTH ASTM D4751 200 PSI MIN. GRAB TENSILE ELONGATION ASTM D4632 3036MAX. MULLEN BURSTSTRENGTH JASTM D3786-BDA 400 PSI MIN. ADS (ASTM D4751) 20-45 (U.S. STANDARD SIEVE SIZE) 2. DESIGN AND INSTALLATION SPECIFICATIONS 2.1. HOG FUEL (WOOD BASED MULCH) MAY BE SUBSTITUTED FOR OR COMBINED WITH QUARRY SPALLS IN ARES THAT WILL BOT BE USED FOR PERMANENT ROADS. HOG FUEL IS NOT RECOMMENDED FOR ENTRANCE STABILIZATION IN URBAN AREAS. THE INSPECTOR MAY AT ANYTIME 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. 2.2. FENCING SHALL BE INSTALLED AS NECESSARY TO RESTRICT TRAFFIC TO THE CONSTRUCTION ENTRANCE. 2.3. 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 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 THE WHEEL WASH. IF WASHING IS USED, IT SHALL BE DONE ON AN AREA COVERED WITH CRUSHED ROCK, AND WASHED 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 NECESSARY TO WASH THE STREETS, A SMALL SUMP MUST BE CONDUCTED. THE SEDIMENT WOULD THEN BE WASHED INTO THE SUMP WHERE IT CAN BE CONTROLLED AND DISCHARGED APPROPRIATELY. 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. PUBLIC WORKS STABILIZED STD. PLAN - 215.10 DEPARTMENT CONSTRUCTION ENTRANCE NT MARCH 2O08 Green Lake Engineering, LLC 6045 4th Ave. NE, Seattle, WA 98115 Phone:206-525-5332 email: bob.kehrli@greenlakeengineering.com Contact : Bob Kehrli, PE PORTION OF THE SE 1/4 , NE 1/4 SECTION 4, TWP. 23 N, RGE. 5 E., W.M. Il _ BID ITEM II. NCLUOES IIDEWALNRAIIFS', _ 6' MIN. VARIES ISEE NOTE I) fi 1.1 N ISEE NOTE B) Imo- :ISEE NQTE A) ' I 10 LF REOUIR c OF PAVED 3R'E%PMIDRMSION EWAY JOINT mP1 CErilEfiT e, ISEE STD, PUN 1821 1 CONCIrE)E. ' SIOEWA::N: SEE NOTE5 coSir g �J Si - O� CON" lWE AI4PVITH 12HV CEMCEUNRtI & W SLOPE ITYORMET)E) '4A^rA`Fr� (MdHP7J (SEE N j PLAN VIEW VARIES'1q- _ ;7SEENOtEa.3Y�M,1%. SEE NOTE a 11Yi Pk I, fi' MIN' L 6' MIN. CEIAENTCONCRETE: fi`MIN. OEPRESSEOCURBA:GUIIER; yOE,A.ALR O \, 3IB'ExPANSXIN JOINT (TYP.) ISEEigTfiaF SECTION A 15FE STO PLAN 102) - ,.. D:-R 1TYP.1 _SMCwukLRDT:� . _ II - t1Er"A:Ew6dkiP)<raAN,.. .P � ORNEWAYWI -SRNE SLOPE (SIOPE SHOWN EIUGGEMTEO) 5X r - J•OWVEWAV�6'MIN . SE ION O. CE.MENTCONCRETE CURB a GUTTER (SEE NOTE 3) a TES see STD. PLAN 104.2 STD. PLAN - 104.AT�E PUBLIC WORT: CEMENT CONCRETE DRIVEWAY DEPARTMENT ENTRANCE - TYPE R1 PP VED_ / A MIN MIN MIN MIN MIN 2" CLAS *2" TO 6" C OR CI I� 6.5' MIN. 2" DEPTH OF GRIND OR SAWCUT AND REMOVE 6.5E MIN. 1' 1' 2.5' MIN MIN MIN MIN MIN 2" CLASS 'B' CRUSHED ROCK, FLOWAE - I ILL OR AS REQUIRED BY ENGINEER * FOR MINIMUM STANDARDS, SEE DWG# HR-05, SP PAGE H032 ��(,` 3 WASH O� 00 0` ?� 48089 F �FG/STER�C TONAL Gregg'Zimmerman, merman, Public Works Administrator OF CURB OR OF PAVEMENT ;ENTER LINE OR ANE LINE S* D SURFACING TOP COURSE TYPICAL TRANSVERSE PATCH FOR FLEXIBLE PAVEMENT tiT ADOPTED C.2C CITY OF RENTON STANDARD PLANS LST DATE:02/05 DWG. NAME: H032-1 SP PAGE: H032.1 1 PER CITY REVIEW COMMENTS 3 PER CITY REVIEW COMMENTS NO. REVISION i 12" DR 6" HEIGHT TWO #3 BAR HOOPS FOR 12" HEIGHT RECTANGULAR ADJUSTMENT SECTION I� 9 #3 BAR EACH CORNEF #3 BAR EACH SIDE #3 BAR EACF. ..,, PRECAST BASE SECTION #3 BAR EACH CORNER 18' MIN #3 BAR HOOP PIPE ALLOWANCES MAXIMUM PIPE MATERIAL INSIDE DIAMETER REINFORCED OR 12" PLAIN CONCRETE ALL METAL PIPE 15" CPSSP* 12" (STD. SPEC. 9-05.20) SOLID WALL PVC 15„ (STD. SPEC. 9-05.12(1)) PROFILE WALL PVC 15' (STD. SPEC. 8-05.12(2)) * CORRUGATED POLYETHYLENE STORM SEWER PIPE NOTES 1. As acceptable alternatives to the rebar shown in the PRECAST BASE SECTION, fibers (placed according to the Standard Specifications), or wire mesh having a minimum area of 0.12 square Inches per foot shall be used with the minimum required Taber shown in the ALTERNATIVE PRECAST BASE SECTION. Wire mesh shall not be placed in the knockouts. 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'. 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 1:24 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 basin has been placed. 8. All grade rings and castings shall be set in mortar in accordance with Standard Specification 9-04.3. SEE NOTE 1 ALTERNATIVE PRECAST BASE SECTION ti�Y 0 STD. PLAN - 200.00 PUBLIC WORKS CATCH BASIN TYPE 1 DEPARTMENT gN,tO MARCH 2O08 EX. SEWER MAIN _SPOOL (LENGTH AS NEEDED) 6" sFv,'FR sruHL PROPERTY LINE = I FUTURE 4" SIDE SEWER OC----------� \ `SEWER I `- 2"N 4" STUD MARKING POST PAINTED MAIN TEE X 5" TEE 6' CAP/ WHITE WITH THE WORD "SEWER' STENCILED I IN 3" HIGH BLACK LETTERS AND #8 WIRE i WRAPPED AROUND THE STUD AND M EXTENDED TO THE TOP OF THE STUD. COUPLING (TYP.) 3c I i I 8'X6'XS' SURFACE CLEANOUT WITH CAST IRON RING AND COVER ~ I (EAST JORDAN IRON WORKS PRODUCT NO. 00367502 OR APPROVED EQUAL, SPECIFY -SEWER" ON LID), F. I (SEE STD. PLAN 403.1 FOR INSTALLATION) I --------------T'-J ---- ,,_J JM EAGLE THREADED CLEAN -OUT ADAPTER HUB BEND AS A PLUG (OR APPROVED EQUAL) REOUIRED EXISTING SANITARY _a SEWER MAIN -2 0% IN. OPE 1 ` FUTURE 4" SIDE SEWER \-6" SEWER STUB 6'X6'X6' WYE `FUTURE 6"N 4" REDUCER SEWER MAIN SIZE X 6" TEE ACCEPTABLE PROCEDUFIFS FOR QXK SEWER CONNECTIONS TO EXISTMIC SEWER M w A. VITRIFIED CLAY MAIN - CUT IN A NEW PVC "TEE" USING 'STRONG -BACK' FLEXIBLE COUPLINGS (FERNCO OR APPROVED EQUAL). B. CONCRETE MAN - CUT IN A NEW PVC "TEE' USING 'STRONG -BACK' FLEXIBLE COUPLINGS (FERNCO OR APPROVED EQUAL). C. PVC dt 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. MANHOLE CONNECTION - ALL CONNECTIONS TO MANHOLES SHALL BE AT MANUFACTURED KNOCK -OUTS OR THE STRUCTURE SHALL BE CORE -DRILLED. tlJ� 3000 PSI MIXCONCRETE - /►5 '� G BLOCKING C� 2% MIN SLOPE HORIZONTAL 6" TEE 6" MIN. SEWER MAIN SEWER 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. IR)PUBLIC WORKS STANDARD SIDE SEWER STD. PLAN - 406.1 INSTALLATION � DEPARTMENT (SEWER MAIN TO PROPERTY LINE) u RMK 10 30 15 RMK SURVEYED: HANSEN SURVEYING SCALE: SCALE RMK 7 01 16 RMK DESIGNED: R. KEHRLI, P.E. DRAWN: R. KEHRLI, P.E. ONE INCH CHECKED: C. WILLIAMS, P.E. AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY BY DATE APPR APPROVED: JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. POST SPACING MAYBE INCREASED TO V IF WIRE BACKING IS USED 2"xZ' BY 14 GB. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED FILTER FABRIC BACKFILL TRENCH WITH NATIVE SOIL 2'x4' WOOD POSTS, STEEL FENCE POSTS, REBAR, OR EQUIVALENT Z i NOTES 1. CONDITION 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 INTENDED TO TREAT SUBSTANTIAL AMOUNTS OF OVERLAND FLOW. ANY CONCENTRATED FLOW MOST BE CONVEYED THROUGH THE DRAINAGE SYSTEM TO A SEDIMENT TRAP OR POND. 2. DESIGN AND INSTALLATION SPECIFICATIONS 2.1. THE GEOTEXTILE USED MOST MET THE STANDARD LISTED BELLOW. A COPY OF THE MANUFACTURER'S FABRIC SPECIFICATIONS MOST BE AVAILABLE ON SITE. 3010DSIEVESRE(O:D IMM)FORSILTFILM ADS (ASTM D4751) 5Q10OSIEVE SIZE Q30.0.15MM FOROTHER FABRICS WATER PERMITTIVITY ASTM D491 0.02SECII MINIMUM ��' MIN. FOR EXTRA STRENGH FABRIC GRAB TENSILE STRENCHT(ASTM D46321 100 LSS. MIN. FOR STANDARD STRENGHT FABRIC GRAB TENSILE ELONGATION ASTM D4632 30%MAX. ULTRAVIOLATE 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 2HAV 2.4. IF A TYPICAL SILT FENCE IS USED, THE STANDARD 4X4 TRENCH MAY NOT BE REDUCED AS LONG AS THE BOTTOM 8 INCHES OF THE SILT FENCE IS WELL BURIED AND SECURE IN A TRENCH THAT STABILIZES THE FENCE AND DOES NOT ALLOW WATER TO BYPASS OR UNDERMINE THE SILT FENCE. 3. MAINTENANCE STANDARDS 3.1. ANY DAMAGE SHALL BE REPAIR IMMEDIATELY. 3.2. IF CONCENTRATED FLOES ARE EVIDENT UPHILL OD 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 REMOVED THE TRAP SEDIMENT. 3.4. SEDMENT MOST BE REMOVED WHEN SEDIMENT IS 8 INCHES HIGH. 3.5. IF THE FILTER FABRIC (GEOTEXTILE) HAS DETERIORATED DUE TO ULTRAVIOLET BREAKDOWN, IT SHALL BE REPLACED. STD. PLAN - 214.00 PUBLIC WORKS SILT FENCE DEPARTMENT gN MARCH 2O08 rRECESSED Not to Scale LIFT POCKET FRAME �SEWER 3/4" LETTERING "SEWER" 2-Or DIAMETER 2�-0" GO (2) BOL 15 XC ( S�AINLESS) STEEL REF. PART #00981177 o o -3/16" 8" CLASS "B" SAND OR 110-11/2" 5/8" ASPHALT EXPANDABLE FOAM �12 T 2-1/4" I BOLT DETAIL 45' (1/8) BEND � PIPE MATERIAL AS SPECIFIED BY THE ENGINEER I) BEND NOTES: 1. B" AND 6" CLCAN-OUT RINGS AND COVERS ON SEWER MAINS SHALL BE EAST JORDAN IRON WORKS, INC. No. 3698 (PRODUCT NO. 003691303) OR APPROVED EQUAL. CLEAN OUT SHALL BE A WATER TIGHT ASSEMBLY. 2. IN UNIMPROVED AREAS, POUR A V-0" THICK, 2'-0" SQUARE CONCRETE, CLASS 3000, PAD AROUND THE RING AND COVER. STD. PLAN - 403.1 • PUBLIC WORKS 8" OR 6" CLEANOUT °"OVE° UR DEPARTMENT FOR SANITARY SEWER MAIN LLJ W LLJ LL1 Q Q Q Q 0 0 0 0 CAFE 811 BEFORE YOU DIG M M M M J VERTICAL: NAVD,988 CITY OF WATER MAIN EXTENSION & STORM DRAIN p HORIZONTAL: NAD 1983/1991 /� F8/ 110/201 6 RENTON TUSCANY CONSTRUCTION, LLC PAGE: DATU M DETAILS DRAWING N0: Planning/Building/Public Works Dept. 3956 NE 24TH STREET SHEET: Q OF: Q R-390206 NEMA E S 'Cal D ACCEPTABLE FILL MATERIALS: STORMTECH SC-310 CHAMBER SYSTEMS AASHTO MATERIAL COMPACTION / DENSITY MATERIAL LOCATION DESCRIPTION CLASSIFICATIONS REQUIREMENT FINAL FILL: FILL MATERIAL FOR LAYER'D' STARTS FROM THE TOP OF THE'C' LAYER TO THE BOTTOM ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER PREPARE PER SITE DESIGN ENGINEER'S PLANS. D OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT N/A PAVED INSTALLATIONS MAY HAVE STRINGENT GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE SUBGRADE REQUIREMENTS. MATERIAL AND PREPARATION REQUIREMENTS. MAY BE PART OF THE'D' LAYER BEGIN COMPACTIONS AFTER 12" (300 mm) OF AASHTO M145' MATERIAL OVER THE CHAMBERS IS REACHED. INITIAL FILL: FILL MATERIAL FOR LAYER 'C' GRANULAR WELL -GRADED SOIL/AGGREGATE MIXTURES, <35% A-1, A-2-4, A-3 COMPACT ADDITIONAL LAYERS IN 6" (150 mm) MAX STARTS FROM THE TOP OF THE EMBEDMENT FINES OR PROCESSED AGGREGATE. LIFTS TO A MIN. 95% PROCTOR DENSITY FOR C STONE ('B' LAYER) TO 18" (450 mm) ABOVE THE OR WELL GRADED MATERIAL AND 95% RELATIVE TOP OF THE CHAMBER. NOTE THAT PAVEMENT MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU AASHTO M43' DENSITY FOR PROCESSED AGGREGATE SUBBASE MAY BE A PART OF THE 'C' LAYER. OF THIS LAYER. 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, MATERIALS. ROLLER GROSS VEHICLE WEIGHT 9, 10 NOT TO EXCEED 12,000 Ibs (53 kN). DYNAMIC FORCE NOT TO EXCEED 20,000 Ibs (89 kN). EMBEDMENT STONE: FILL SURROUNDING THE CLEAN, CRUSHED, ANGULAR STONE, NOMINAL SIZE AASHTO M43' B CHAMBERS FROM THE FOUNDATION STONE (W 'C' DISTRIBUTION BETWEEN 3/4-2 INCH (20-50 mm) 3, 357, 4, 467, 5, 56, 57 NO COMPACTION REQUIRED. LAYER) TO THE LAYER ABOVE. FOUNDATION STONE: FILL BELOW CHAMBERS CLEAN, CRUSHED, ANGULAR STONE, NOMINAL SIZE AASHTO M43' PLATE COMPACT OR ROLL TO ACHIEVE A FLAT A FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) DISTRIBUTION BETWEEN 3/4-2 INCH (20-50 mm) 3, 357, 4, 467, 5, 56, 57 SURFACE. 2 3 OF THE CHAMBER. PLEASE NOTE: 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FORA' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6" (150 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN CRUSHED, ANGULAR STONE IN A & B LAYERS PERIMETER STONE (SEE NOTE 6) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) 12" (300 mm) D PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) 'TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED \� INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY )% 6" (150 mm) 18„ OCCUR, INCREASE COVER TO 24" (600 mm). _ . a� ,yam • is i,. �,... v— r - - (450 mm) 16" (405 mm) 34' (865 mm) �m 6" (150 mm) JD CAP SUBGRADE SOI-310 LS (150 mm) MIN 12" (300 mm) TYP (SEE NOTE 5) NOTES: 1. SC-310 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS", OR ASTM F2922 "STANDARD SPECIFICATION FOR POLYETHYLENE (PE) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 2. SC-310 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3. "ACCEPTABLE FILL MATERIALS" TABLE ABOVE PROVIDES MATERIAL LOCATIONS, DESCRIPTIONS, GRADATIONS, AND COMPACTION REQUIREMENTS FOR FOUNDATION, EMBEDMENT, AND FILL MATERIALS. 4. THE "SITE DESIGN ENGINEER" REFERS TO THE ENGINEER RESPONSIBLE FOR THE DESIGN AND LAYOUT OF THE STORMTECH CHAMBERS FOR THIS PROJECT. 5. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 6. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 7. ONCE LAYER'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER'C' OR'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. COVER ENTIRE ISOLATOR ROW WITH ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE 5' (1.5 m) MIN WIDE STORMTECH HIGHLY RECOMMENDS SC-310 CHAMBER FLEXSTORM PURE INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES CATCH BASIN OR MANHOLE 24" SUMP DEPTH 12" (300 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PRE -FABRICATED END CAP PART #: SC31OEPE12B SC-310 ISOLATOR ROW DETAIL NTS INSPECTION & MAINTENANCE STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT A. INSPECTION PORTS (IF PRESENT) A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4. LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B. ALL ISOLATOR ROWS B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE i) MIRRORS ON POLES OR CAMERAS MAYBE USED TO AVOID A CONFINED SPACE ENTRY ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2) CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C. VACUUM STRUCTURE SUMP AS REQUIRED STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. JRI 20" SC-310 END CAP VTK WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 4' (1.2 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS 18" (450 mm) MIN WIDTH CONCRETE COLLAR 12" (300 mm) NYLOPLAST INLINE DRAIN BODY W/SOLID HINGED COVER OR GRATE PART# 2712AG1 ON CONCRETE SLABSOLID COVER: 1299CGC 8" (200 mm) MIN THICKNESS //��A� ///��A�' A�//��1 GRATE: 1299CGS FLEXSTORM CATCH IT PART#6212NYFX WITH USE OF OPEN GRATE 10" (250 mm) INSERTA TEE a PART#1ON12ST311P INSERTA TEE TO BE CENTERED ON CORRUGATION CREST SC-310 INSPECTION PORT DETAIL Green Lake Engineering, LLC 6045 4th Ave. NE, Seattle, WA 98115 Phone: 206-525-5332 email: bob.kehrli@greenlakeengineerinq.com Contact : Bob Kehrli, PE YNVCIVICIN I NTS 10" (250 mm) ADS N-12 HDPE PIPE SC-310 CHAMBER Z O w �Z :�E 2, U J J ' Lu � M r (n � O L7 z Y O U ¢ w C j O o czi I U U U) C)o a Z � F Q w C7 H O w z O EL K LU W 0 w O z a o� Jo 00 N M Z 7 M 20 LU , M) co DeWM o¢J o ID _ W 7 = SHEET 1 OF 1 C x J g T Q J J to � M r L o LU z � V U O > < w O = N M 0 U o I � U U U O� v o Q a z O cn w w o� J N mC) Z� 20 LU � � M r< o Ci J_ W 7 = SHEET 1 OF 1 PORTION OF THE SE 1/4 , NE 1/4 SECTION 4, TWP. 23 N, RGE. 5 E., W.M. 48" D I . CA_ 6" INLET 48" D I A. TYPE 2 CATCH BASIN 6" INLET, INV=449.f (DIVERSION STRUCTURE #1 ONL STORMTECH DIVERSION STRUCTURES SCALE: N.T.S. CALL 811 BEFORE YOU E WAS �y SURVEYED: SCALE: ° H HANSEN SURVEYING HORIZONTAL: AD 11983/1991 Q- -A DESIGNED: SCALE N R. KEHRLI, P.E. 089 O ��� DRAWNR. KEHRLI, P.E. DATUM ONE INCH CHECKED: AT FULL SCALE s/ONAL C. WILLIAMS, P.E. IF NOT ONE INCH NO. REVISION BY DATE A P P R APPROVED: SCALE ACCORDINGLY CITY OF RENTON Planning/Building/Public Works Dept. DIG S )OVIDE REINFORCING, #4 @ 12" O.C. IN WEIR. ZOUT WEIR WALL TO OF CATCHBASIN. J TLE T TO FOR ROW 49.88 RECOMMENDED FOR APPROVAL BY: DATE: BY: DATE: BY: DATE: BY: DATE: WATER MAIN EXTENSION & STORM DRAIN TUSCANY CONSTRUCTION, LLC STORMTECH DETAILS 3956 NE 24TH STREET R-390205 S T F8/10/2016 PAGE: DRAWING NO: SHEET: 7 OF: 8 ORM H H 0* D N W z 6" INV=449.00 6" SIDE SEWER - INSTALLATION PER COR STD. PLAN 406.1 EX 8" INV=440.45 PORTION OF THE SE 1/4 , NE 1/4 SECTION 4, TWP. 23 N, RGE. 5 E., W.M. - SAN I TARP SEWER N OTES AN D SPECI � I CA I I ON S THESE NOTES SHALL APPEAR ON PROJECTS FOR THE WASTEWATER UTILITY. 1. All work and work material shall be in conformance with the 10. Backfill shall be placed equally on both sides of the pipe in layers standards and specifications of the City of Renton Planning/Building/Public with a loose average depth of 6 inches, maximum depth of 8 inches, Works Department and the latest edition of the WSDOT/APWA Standards thoroughly tamping each layer to 95 percent of maximum density. These and Specifications, as approved and modified by the City of Renton in the compacted layers must extend for one pipe diameter on each side of the Renton Standard Plans & Specifications. A set of approved plans shall be Pipe or to the side of the trench. Materials to complete the fill over pipe kept on site at all times during construction. shall be the same as described. ��v cj 2. The hours of work in the street right of way shall be per City 11. Open cut road crossings for utility trenches on existing traveled specifications on weekdays unless otherwise approved in writing by the roadway shall be backfilled with crushed rock and mechanically compacted L0�(1� unless otherwise approved by Planning/Building/Public Works Department. An approved traffic control plan must be obtained prior to beginning any work within public right of 12. Datum for Vertical Control shall be North American Vertical Datum CONNECT TO way. 1988 Meters, and for Horizontal Control shall be North American Datum ROOF DRAIN I 3. All locations of existing utilities shown are approximate and it shall 1983/1991 Meters unless otherwise approved by the City of Renton Public 4" INV=453.40 I be the contractor's responsibility to verify the true and correct location so Works Department. Reference benchmark and elevations are noted on the L as to avoid damage or disturbance. plans. 20 LF 4" 4. A pre -construction conference and a 24 hour notice shall be 13. All disturbed areas shall be seeded and mulched or otherwise P @ 2.0% o required prior to starting new construction. It shall be the contractor's stabilized to the satisfaction of the Department for the prevention of TYPE 1 CB y q P g on -site erosion after the completion of construction. C S P responsibility to secure all necessary permits prior to starting construction. RIM=455.35 41 A (Inspection will be accomplished by a representative of the City of Renton.) 14. All pipe and appurtenances shall be laid on a properly prepared INV=451.05 (4" NW) '�,��4� 0 It shall be the contractor's responsibility to notify the Public Works foundations n accordance with the standards and specifications of the City INV=451.60 (4" NE) inspector 24 hours in advance of backfilling all construction. of Renton Planning/Building/Public Works Department and the latest edition INV=4 2.85 ( S) FG=455.20 0 of the WSDOT/APWA Standards and Specifications, as approved and N 5. Contractor is solely responsible for the means, methods and mo SD @ �°� dified by the City of Renton in the Renton Standard Plans & 65 LF 6 I FIG 455. 0 construction site. sequences of construction and for the safety of workers and others on the Specifications. This shall include necessary leveling of the trench bottom 3.98% I or the top of the foundation material, as well as placement and compaction of required bedding material, to uniform grade so that the 6. It shall be the responsibility of the contractor to obtain street use entire length of the pipe will be supported on a uniformly dense, unyielding =� go _ and any other related permits prior to any construction. base. Pipe bedding shall be pea gravel 6 inches above and below the 7. Plans approved by the City of Renton, Public Works Department shall pipe. � � take precedence over all other plans. r--� I 15. Sanitary sewer pipe shall be polyvinyl chloride (PVC) rubber gasketed Rowo ASTM D 3034, SDR 35, or ductile iron class 50, unless otherwise approved L_ _J - � I , 8. A copy of these approved plans must be on the job site whenever b th W t t Ut'I:t NOTE: EXISTING UTILITY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDERGROUND UTILIITES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UTILITIES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR UTILITIES NOT SHOWN OR UTILITIES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555 6" INV=449.00 construction is in progress. y e as ewa er I I y. 6" SIDE SEWER _ I- DEN L I o --- ------ 45' E BO 9. The contractor shall provide the City of Renton with an as -built 16. In unimproved areas, manhole to extend minimum 6 inches and INSTALLATION PER COR � � - 6" IN=451.38 drawing of the sanitary sewer system, which has been stamped and signed maximum 12 inches above finished grade or must have minimum STD. PLAN 406.1 --- -- - 35 L 6" VC by a licensed professional engineer or licensed professional surveyor. 2' diameter concrete ringpoured at P grade. In g paved area, cover must EX 8" INV=440.06 --- 5 SD 2.0% slope in all directions to match paving. CONNECT TO ROOF DRAIN / 4" PERF PIPE SUBDRAIN NE 24TH STREET 4" INV=450.80 I V=449.38 19 LF 6" TYPE 2 CB CATCH BASIN TYPE 2, 54" DIA W/FLOW PVC @ 0.8% o'TrrPv� �Ts - 05 4 0 RIM-457.2 30.0' PRIVATE WATER STORM - ' CONTROL STRU T R 6" INV-450. 8 N 48" IA PERK FILT INV 49.88 INV=449.91 (12" SW) UTILITY AND ACCESS EASEMENT - _ / 2 CART I INV=450.55 (12" N 4NV- 4 9. z� 8 RIM=454.70 R j M 454. 2 I 0 6 EXTRUDED REPLACE CURB ADJACENT TO I = INV-449.27 (4") � " INV= .53 6" INV=449.23(IN) ASPHALT CURB CATCHBASIN PER CITY OF RENTON INV-449.50 (12 E) ` 3S3 - SD i-SD I- a STANDARD PLAN 101.1 NV=449.60 12" N) -J " S - - - - --- TC=458 50 °1 71 LF 6 n�ir� � n:�Or „ 21 LF 6 PVC @ 2.0% 4s ADS @ 0.65� W h >- o W- W W+00 h 2+00 1- 0 1+00 - - - - W W e -- -- -------- ------`� `� FG=458. W W-B FG=452.25 INV 6"=449.94 N - --- a Q - -- r S INV 8"=447.52 I FG=456.90 A 15.50' DEDICATION �S 20.0' WIDE CEMENT CONCRETE FG=452.90 INV 6"=449.92 TYPE 2 CB ISOLATOR ROW sus) DRIVEWAY ENTRANCE PER CITY OF I S CURE 1 99 w RENTON STANDARD PLAN 104.1 " RI""=453 "� RIM=454.51 INIv, _449 INV=449.75 (12" E) r� NOTES 20 0 20 40 horizontal scale feet TYPE 1 CB TYPE 1 CB INV=449.85 (6" W) w PER COR STD. P 0 0 - RIM=453.21 I I PER COR STD. PLAN 200.00 MINIMUM FINISHED GRADE ELEVATION ABOVE STORMTECH DETENTION 1. ALL INDIVIDUAL FLOW CONTROL BMP's SHALL BE PRIVATELY - INV=450.21 (E) - RIM-453.60 INV=451.85 STRUCTURE=453.90 30.0' OWNED, MAINTAINED AND KEPT IN GOOD REPAIR. INV= -50 (N) z z � 2. ALL UTILITIES SERVICING THE SITE SHALL BE UNDERGROUND. 142 LF 8" CPE @ 0.3% ---10' PRIVATE STORM DRAIN EASEMENT I � N REPLACE CURB N PER COR STD. I I TYPE 1 CB PLAN 101.1 P C ST4171 PAN 200.0 CONNECT TO EX TYPE 1 CB I- -J = RIM=452.00 41 LF 12" N 12" V�444. ; o EX 12 INV=446.61 INV=447.15 (12 W) CPE @ 1.2% 8" IHV�44:�.!Q INV=447.25 (8" N) S° S° J NE 23RD STREET Green Lake Engineering, LLC OF�oF nWnA I" 2 PER CITY REVIEW COMMENTS 6045 4th Ave. NE, Seattle, WA 98115 ��Q� �o� 3 PER CITY REVIEW COMMENTS Phone:206-525-5332 4 POST PERMIT REVISION �� email: bob.kehrli@greenlakeengineering.com 5 AS -BUILT o 48089 � Contact : Bob Kehrli, PE �ss/oNAL� n NO. REVISION 5. 0' 1 w a_ 0 SLOPE VARIES,----'��'���%� 2:1 MAX .�� 4" MIN. CLASS "B" ASPHALTIC CONCRETE PAVEMENT- 2-2" LIFTS REQUIRED 6"MIN. CRUSHED SURFACING TOP COURSE CRUSHED SURFACING BASE COURSE TO BE DETERMINED BY FIELD CONDITIONS SECTION A -A DRIVEWAY SCALE: N.T.S. EXTRUDED ASPHALT CURB RMK 2 15 16 RMK SURVEYED: HANSEN SURVEYING SCALE: SCALE RMK 7 01 16 RMK DESIGNED: R. KEHRLI, P.E. RMK 5 9 17 RMK RMK 10 18 17 RMK DRAWN: R. KEHRLI, P.E. ONE INCH CHECKED: C. WILLIAMS, P.E. AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY BY DATE APPR APPROVED: Q� 3. PROVIDE ETHAFOAM PAD WHEN VERTICAL SEPARATION BETWEEN UTILITIES IS LESS THAN 1 FOOT. O 4. MAINTAIN A MINIMUM 7.0' HORIZONTAL SEPARATION ~ BETWEEN WATER UTILITIES AND STORM DRAINAGE UTILITIES. 5. MAINTAIN A MINIMUM 1.5' VERTICAL CLEARANCE BETWEEN WATER UTILITIES AND STORM DRAINAGE UTILITIES. RECOMMENDED FOR APPROVAL DATE: DATE: DATE: CAFE 811 BEFORE YOU DIG BY: DATE: HORIZONTAL: AD11983/1991 CITY OF WATER MAIN EXTENSION & STORM DRAIN 10/18/2017 .J1 TU SCAN Y CONSTRUCTION, LLC PAGE:FIELDOOK: RENTON N PAGE: DATUM STORM DRAIN &SEWER PLAN DRAWING NO: Planning/Building/Public Works Dept. 3956 NE 24TH STREET SHEET: 5 OF: 8 S-390201 R-390204 �SM07R M BY: BY: BY: PORTION OF THE SE 1/4 , NE 1/4 SECTION 4, TWP. 23 N, RGE. 5 E., W.M. H H z. D W W U) Z N W z LO TYPE 2 CB, 54" DIA. FLOW _\ FRAME AND SOLID COVER MARKED CONTROL STRUCTURE PER "DRAIN" WITH LOCKING BOLTS KCSWDM 5.3.4.A 6" MIN. ELBOW RESTRICTOR FROM CHAMBER 12" I N V= 449.88 2.0' a FROM UNDERDRAIN 4" I N V= 449.38 2.0' a as 12" FLOW CONTROL STANDPIPE OVERFLOW EL=451.71 I N V= 450.71 a ORIFICE=0.80" I N V= 450.48 ORIFICE=1.00" TO PERK FILTER I N V= 449.38 SHEAR GATE WITH CONTROL ROD FOR CLEANOUT/DRAIN (ROD BENT AS REQUIRED FOR VERTICAL ALIGNMENT WITH COVER) SEE KCRS DWG. 2-026 PIPE SUPPORT (TYP.) RESTRICTOR PLATE W/ 0.772" ORIFICE FLOW CONTROL STRUCTURE REMOVABLE 1°/^ Trn Tl �l IT COUPLINI SCALE: N.T.S. i" MIN. T MAX. PLATE WELDED TO ELBOW WITH ORIFICE AS SPECIFIED ELBOW RESTRICTOR_ SCALE: N.T.S. Green Lake Engineering, LLC O��6F MA kF 6045 4th Ave. NE, Seattle, WA 98115°Q �� Phone: 206-525-5332 email: bob.kehrli@greenlakeen ineerin com 48 < g g • oa8oss a Contact : Bob Kehrli, PE ss;G SsT 0 AL O Q BOLTED & GASKETED ACCESS Washington Op COVER/HATCH, STANDARD. ALTERNATE COVERS & GRATED INLET OPTIONS GOLD* = AVAILABLE. LL. TOP SLAB. RISER SECTION r ; AS REQUIRED. INLET. INLET/BYPAS MODULE. PERK FILTER TM CARTRIDGE. BASE ' SECTION. " CONCRETE FALSE FLOOR. U TLET. Notes: 1. Precast concrete structure shall be manufactured in accordance with ASTM Designation C478. 2. Filter system shall be supplied with traffic rated (H20) bolted & gasketed 036" circular access covers with risers as required. Field poured concrete collar required, by others. 3. Inlet & outlet pipe(s) are to be 018.00" maximum. Inlet pipes must enter the structure in the inlet bay. 4. Inlet chamber shall be supplied with drain -down device designed to remove standing water between storm events. 5. Minimum separation between invert in & invert out is outlet pipe diameter plus 4.00". 6. For depths less than specified minimums contact Oldcastle® Stormwater Solutions for engineering assistance. * Treatment Flow Rates shown conform to Washington State GULD Specifications Perk Filter TM 10Oldcastle° ©®® QS48.00"Manhole Stormwater Solutions 7921 Southpark Plaza, Suite 200 1 Littleton, CO 180120 1 Ph: 800.579.8819 1 oldcastlestormwater.com THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE PRECAST, INC. IT IS SUBMITTED FOR REFERENCE PURPOSES ONLY AND SHALL NOT BE Washington State GULD Cartridges/ +al l.IrlU ,Jes/ Stacks , USED IN ANY WAY INJURIOUS TO THE INTERESTS OF SAID COMPANY COPYRIGHT ©2015 OLDCASTLE PRECAST, INC. ALL RIGHTS RESERVED. Media One to Two liDRAWING N0. REv ECO J1 7 DATE Filtration g PF-MH-48-WA NR ISM 2- /15 �)M 4Hl L I I CL SURVEYED: SCALE: HANSEN SURVEYING SCALE DESIGNED: R. KEHRLI, P.E. DRAWN: R. KEHRLI, P.E. ONE INCH CHECKED: AT FULL SCALE C. WILLIAMS, P.E. IF NOT ONE INCH NO. REVISION BY DATE A P P R APPROVED: SCALE ACCORDINGLY Media Filtration 0 INLET, J 018.00" MAX. PIPE SIZE. SEE NOTE 3. TOP SLAB & COVER NOT SHOWI` IN THIS VIEW FOR CLARITY FIELD POURED CONCRETE COLLAR REQUIRED, BY OTHERS. SEE NOTE 2. INLET; 018.00" MAX. PIPE SIZE. SEE NOTE 3. DRAIN DOWN TUBE. 33' [4.00"] A Washington GOLD* OUTLET, 018.00" MAX. PIPE SIZE. SEE NOTE 3. BOLTED & GASKETED ACCESS COVER/HATCH, STANDARD. ALTERNATE COVERS & GRATED INLET OPTIONS AVAILABLE. 04.00' [48.00"] - OUTLET, 018.00" MAX. PIPE SIZE. SEE NOTE 3. MINIMUM DEPTH Minimum Depth PIPE SIZE 06.00" 08.00" 010.001, 012.00" 015.00" 018.00" CARTRIDGE TYPE MINIMUM DEPTH RIM TO OUTLET MINIMUM DEPTH RIM TO OUTLET MINIMUM DEPTH RIM TO OUTLET MINIMUM DEPTH RIM TO OUTLET MINIMUM DEPTH RIM TO OUTLET MINIMUM DEPTH RIM TO OUTLET 12" 3.67' [44.00"] " " " „ „ „ „ „ 1 . 1 . 048.00" PERK FILTER MANHOLE TREATMENT FLOW RATES, TOTAL FLOW CAPACITIES & MAXIMUM HEAD LOSS CARTRIDGE STACK CONFIGURATION CARTRIDGE 12" 18" 12" & 12" 12" & 18" STACK QUANTITY TREATMENT FLOW RATE (GPM / CFS) TOTAL FLOW CAPACITY (CFS) TREATMENT FLOW RATE (GPM / CFS) TOTAL FLOW CAPACITY (CFS) TREATMENT FLOW RATE (GPM / CFS) TOTAL FLOW CAPACITY (CFS) TREATMENT FLOW RATE (GPM / CFS) TOTAL FLOW CAPACITY (CFS) 2 13.6 / 0.03 2.47 MAXIMUM HEAD LOSS 1.7 FEET Perk Filter T M 048.00" Manhole Washington State GULD One to Two Cartridges / Stacks BEFORE YOU DIG Oldcastie") Stormwater Solutions 7921 Southpark Plaza, Suite 200 1 Littleton, CO 180120 1 Ph: 800.579.8819 1 oldcastlestormwater.com THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE PRECAST, INC. IT IS SUBMITTED FOR REFERENCE PURPOSES ONLY AND SHALL NOT BE USED IN ANY WAY INJURIOUS TO THE INTERESTS OF SAID COMPANY. COPYRIGHT © 2015 OLDCASTLE PRECAST, INC. ALL RIGHTS RESERVED. DRAWING NO. REV ECO ��� �� DATE PF-MH-48-WA NR ISM 4!2� '�, ISM 27/1.> siILL 1 2 of z RECOMMENDED FOR APPROVAL BY: DATE: BY: DATE: BY: DATE: BY: DATE: HORIZONTAL: NAD 1983/1991 CITY OF WATER MAIN E X TE N S I 0 N & STORM DRAIN 8/ 10/z"D FIELDru TU SCAN Y CONSTRUCTION, LLC PAGE: OOK: _ RENTON N PAGE: DATUM Planning/Building/Public Works Dept. FLOW CONTROL & WATER QUALITY DETAILS DRAWING NO: 3956 NE 24TH STREET SHEET: 6 OF: 8 W-390203 R-390203�SMON7M CAFE 811 VERTICAL' NAVD 1988 H H Nei D W W Z N W z LO X X X X a 0 1 XO"POPLAR D �20"POPLAR 8"POPLAR —x X I PAID�'CEL TAX # 0423059325 18,538 SQ. ET, 0.43 ACRES REMOVE TREE (TYP.) _ r 454 _ 8"POPLAR Y 95.00' 11,100- EQ.- FT. 0.25 ACRFS'� I PORTION OF THE SE 1/4 NE 1/4 SECTION 4, TWP. 23 N, RGE. 5 E., W.M. , EROSION CONTROL NOTES 6. The erosion and sedimentation control systems 12. The ESC facilities on inactive sites shall be inspected depicted on this drawing are intended to be minimum and maintained a minimum of once a month or within 24 1. These notes shall appear for all projects — site requirements to meet anticipated site conditions. As hours following a storm event. improvements, surface water utility, wastewater utility, construction progresses and unexpected or seasonal conditions dictate, the permitee shall anticipate that more 13. At no time shall more than one (1) foot of sediment water utility, and transportation plans: erosion and sedimentation control facilities will be be allowed to accumulate within a catch basin. All catch 2. Before any construction or development activity occurs, necessary to ensure complete siltation control on the basins and conveyance lines shall be cleaned prior to a pre —construction meeting must be held with the City of proposed site. During the course of construction, it shall paving. The cleaning operation shall not flush Renton, public works design engineer. be the obligation and responsibility of the permitee to ediment—laden water into the downstream 3. The Boundaries of the clearing limits and areas of address any new conditions that may be created by the 14. During the time period of October 1st through March g p g vegetation preservation as prescribed on the plan(s) shall activities and to provide additional facilities, over and 30th, all project distributed soil areas greater, that are be clearly flagged by survey tape or fencing in the field above minimum requirements, as may be needed, to protect adjacent properties and water quality of the to be left un—worked for more than 12 hours, shall be prior to construction in accordance with Appendix D of receiving drainage system. covered by mulch, sodding or plastic covering. the Surface Water Design Manual and observed during 15. Any permanent retention/detention facility used as a construction. During the construction period, no 7. Approval of this plan is for erosion/sedimentation temporary settling basin shall be modified with the disturbance beyond the clearing limits shall be permitted. control only. It does not constitute an approval of storm necessary erosion control measures and shall provide The clearing limits shall be maintained by the drainage design, size nor location of pipes, restrictors, adequate storage capacity. If the permanent facility is to applicant/ESC supervisor for the duration of construction. channels, or retention facilities. function ultimately as an infiltration system, the 4. Stabilized construction entrances shall be installed at 8. Any areas of exposed soils, including roadway temporary facility must be rough graded so that the the beginning of construction and maintained for the embankments, that will not be disturbed for two days bottom and sides duration of the project. Additional measures, such as during the wet season (October 1st trough March 30th) are at least three feet above the final grade of the constructed wheel wash systems or wash pads, may be or seven days during the dry season (April 1st tough permanent facility. required to ensure that all paved areas are kept clean September 30) shall be immediately stabilized with the 16. Prior to the beginning of the wet season (Oct. 1), all and track out to road right of way does not occur for approved ESC cover methods (e.g., seeding, mulching, disturbed areas shall be reviewed to identify which ones the duration of the project. plastic covering, etc.). can be seeded in preparation for the winter rains. 5. All required sedimentation erosion control facilities q / 9. Wet season seasonal erosion and sediment control Disturbed areas shall be seeded within one week of the beginning of the wet season. A sketch map of those must be constructed and in operation prior to land requirements apply to all construction sites clearing areas to be seeded and those areas to remain uncovered clearing and/or construction to prevent transportation of between October 1 and March 30 inclusive, unless shall be submitted to the City of Renton for review. sediment to surface water, drainage systems and adjacent otherwise approved by the City through an adjustment properties. All erosion and sediment facilities shall be process. maintained in a satisfactory condition until such time that clearing and/or construction is complete and potential for 10. Cover measures will be applied in conformance with on —site erosion has passed. The implementation, Appendix D of the Surface Water Design Manual. maintenance, replacement and additions to 11. Any area needing ESC measures, not requiring erosion/sedimentation control systems shall be the immediate attention, shall be addressed within seven responsibility of the permitee. (7) days. HYDROSEED DISTURBED cc -REPLACE DISTURBED GRAVEL OFF -SITE LANDSCAPED [DRIVEWAY WITH 4 INCHES OF W� EU M I NARY AREAS DUE TO DETENTION CONSTRUCTION, (TYP.) 1-1/4 INCH MINUS CRUSHED Ln SURFACING BASE COURSE GRAVEL 1+ I v 0 U 4 U V'';' /� , 50"EIRv`�2UMA� LOT -X9 HONEY CICE�EX CST -1 ITEM 16�,,12' QUEST ESMT REC# 200804 1 0000610 48" UNDERGROUND POWER & TELL INSTALL SILT FENCE ON +48 X5 ALL DOWNSLOPES PER CITY OF RENTON STANDARD PLAN 214.00 NO RUNOFF TO ADJACENT PROPERTY DURING AND/OR AFTER CONSTRUCTION TJ- r� T� T ■ NE 23RD STREET Green Lake Engineering, LLC 6045 4th Ave. NE, Seattle, WA 98115 Phone: 206-525-5332 email: bob.kehrli@greenlakeengineering.com Contact : Bob Kehrli, PE S6 6 HARKEN, Ow LC O�6FM. WA 11 1 PER CITY REVIEW COMMENTS 2 PER CITY REVIEW COMMENTS z - O Boa 48089 F �FG/STE'�° Ln n I NO. REVISION X X X X A X STABILIZED CONSTRUCTION ENTRANCE PER CITY OF RENTON STANDARD PLAN 215.10 M UI�IDLI<GI<GUl�li POWER 8� N — TEL V4 WM MAILBOX - I / w LC -)CO V-) N PESS GRAVEL o� -- � - 8' 0RM x CE i YPE / RIM=457.25' INV— 454.35' (8"E) INV452.45'(18"N) RMK 10 30 15 RMK SURVEYED: HANSEN SURVEYING SCALE: SCALE RMK 2 15 16 RMK DESIGNED: R. KEHRLI, P.E. DRAWN: R. KEHRLI, P.E. ONE INCH CHECKED: C. WILLIAMS, P.E. AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY BY DATE APPR APPROVED: 0.00 _ Q T SIGN �D \—CATCH BASIN PROTECTION __ (TYP.) Q w � f— LD w 0 L (-D l 1 GUTTER ,I CAFE 811 VERTICAL: NAVD 1988 309 NE 24TH STREET Ec INV45: BEFORE YOU HORIZONTAL: NAD 1983/1991 CITY OF RENTON DATU M Planning/Building/Public Works Dept. NOTE: EXISTING UTILITY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDERGROUND UTILIITES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UTILITIES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR UTILITIES NOT SHOWN OR UTILITIES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 1-800-424-5555 20 0 20 40 horizontal scale feet RECOMMENDED FOR APPROVAL BY: DATE: BY: DATE: BY: DATE: BY: DATE: WATER MAIN EXTENSION & STORM DRAIN 8/10/2016 FIELDBOOK: TU SCAN Y CONSTRUCTION, LLC PAGE: EROSION CONTROL & TREE RETENTION PLAN DRAWING NO: 3956 NE 24TH STREET I SHEET: 2 OF: 8 R-390202 LN07 07