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HomeMy WebLinkAboutRS_TIR_180111_v1Green's Landing Short Plat Renton, Washington Preliminary Technical Information Report C" -axlo�� x January 02, 2018 Pacific Engineering Job No. 15020 PRELIMINARY TECHNICAL INFORMATION REPORT FOR Green's Landing Short Plat RENTON, WASHINGTON January 02, 2o18 Norm & Cynthia Green 105 Harpeth Hills Drive Frankin, TN 37069 Phone: (615) 595-4296 E-mail: nwgreen@comcast.net PREPARED BY Pacific Engineering Design, LLC. 15445 53rd Avenue S Seattle, WA 98188 Phone: (2o6) 431-7970 TABLE OF CONTENTS Paqe I. PROJECT OVERVIEW...............................................................................................3 Figure 1 Technical Information Worksheet to Follow...................................................4 Figure 2 Site Location Map to Follow...........................................................................5 Figure 3 Drainage Basin, Subbasin and Site Characteristics.......................................6 Figure4 Soils...............................................................................................................7 II. CONDITIONS AND REQUIREMENTS SUMMARY .... .......................... ...................... 8 III. OFF SITE ANALYSIS...............................................................................................15 Task 1 Study Area Definition and Maps.....................................................................16 Task 2 Resource Review...........................................................................................17 Task 3 Field Inspection..............................................................................................18 Task 4 Drainage System Description and Potential Problems ................................... 22 Task 5 Mitigation of Existing or Potential Problems ................................................... 22 IV. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN... 23 Part A Existing Site Hydrology...................................................................................25 Part B Developed Site Hydrology.... ........................................................................... 25 Part C Performance Standards.................................................................................. 34 Part D Flow Control System.......................................................................................35 Part E Water Quality System.....................................................................................41 V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN (REVISED 6/26/2012)............ 66 VI. SPECIAL REPORTS AND STUDIES.......................................................................68 VII. OTHER PERMITS...................................................................................................69 VIII. CSWPPP ANALYSIS AND DESIGN......................................................................70 IX. BOND QUANTITIES, FACILITY SUMMARIES AND DECLARATION OF COVENANT................................................................................................................... 73 X. OPERATIONS AND MAINTENANCE MANUAL ....................................................... 74 I. Project Overview The proposed project is located in the northwest quarter of the northeast quarter of Section 15, Township 23 North, Range 5 East, Willamette Meridian, King County, Washington in the City of Renton, King County parcel number 152305-9219. The site is currently used for single-family residential and is zoned R-8. The surrounding parcels are also single-family residential, zoned R-8 to the west and north, and R-4 to the east and south of the site. The site address is 5008 NE 2nd Street, Renton, WA., 98059. The site is located in the Maplewood Creek Sub -basin of the Cedar River drainage basin, and the area designated for Flow Control Duration Standard (Forested Conditions), and Basic Water Quality Control. Total area of the site is 1.16 acres before Right of Way dedication and 0.98 acre after Right of Way dedication along Hoquiam Avenue NE. The site is rectangular, approximately 299' x 167' and bordered to the north and west by single- family residences, to the east by Hoquiam Avenue NE (142nd Avenue SE), and to the south by NE 2nd Street (SE 132nd Street). The site is occupied by one single-family residence constructed in 1983 and three outbuildings. The remainder of the property is covered with asphalt and concrete parking grass and trees. All existing buildings will be demolished and removed for the proposed development. The north half of the site is relatively flat, and the site gently slopes southwesterly to NE 2nd Street with maximum slope of 10 to 15% and 10 to 12 feet total vertical relief. Other than the existing residence and its driveway and out buildings, the site is covered mainly with grass and trees. The site is underlain by glacial till (Alderwood gravely sandy loam, AgC) according to King County Soils Map and City of Renton Soils Map. According to the "Pilot Infiltration Testing and Subsurface Conditions for Greens Landing" by Riley Group, native onsite soils are silty sand with some gravel and occasional cobbles from 3 to 6 feet below grade. These soils are interpreted to be recessional outwash/weathered lodgment till deposits. Vashon- age lodgment till was observed from approximately 6 feet to the depth of the exploration, 8 feet below grade. No groundwater was observed. The field measured infiltration rate was 1.8 inches/hour (Small Pit testing method). After applying the safety factors 0.5 (F testing) and 0.8 (F plugging), Final correction factor is 0.40. The long-term design infiltration rate is 0.70 inch/hour. The proposed development will be comprised of 6 single-family residence lots, one Access tract for lots 1-4, and associated paved roadways and half street frontage improvements along NE 2nd Street and Hoquiam Avenue NE. To mitigate potential drainage problems, the proposed development will use flow control BMPs (infiltration and pervious pavement) and include a combined detention/wet vaults designed to the Flow Control Duration Standard (Forested Conditions), and provide Basic Water Quality Control in accordance with the 2017 City of Renton Surface Water Design Manual. The proposed development will not create negative effects to the downstream drainage system. 3 Figure I Technical Information Worksheet to Follow CITY OF RENTON SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner Norm & Cynthia Green Phone (6 15) 5 95 -42 96 Address 105 Harpeth Hills Drive Frankin TN 37069 Project Engineer Jingsong Feng Company Pacific Engineering Design, LLC. Phone (206) 431-7970 Part 3 TYPE OF PERMIT APPLICATION 0 Land Use (e.g., Subdivision / Short Subd.) ® Building (e.g., M/F / Commercial / FR) ® Grading 0 Right -of -Way Use ❑ Other Part 2 PROJECT LOCATION AND DESCRIPTION Project Name Green's Landing Short Plat CED Permit # Location Township 23 Range 5 Section 15 Site Address 5008 NE 2nd Street Renton, VITA 98059 Part 4 :OTHER REVIEWS AND PERMITS', ❑ DFW HPA ❑ Shoreline ❑ COE 404 Management ❑ DOE Dam Safety ® Struau O Full ault/ LlRocker FEMA Floodplain F] ESA Section 7 LJ COE Wetlands Targeted ❑ Other © LJ Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) O Full Type of Drainage Review ❑ Targeted Plan Type (check © LJ Full (check one): LJ Simplified one): Modified ❑ Large Project ❑ Simplified Date (include revision ❑ Directed Date (include revision dates): dates): Date of Final: Date of Final: 2017 City of Renton Surface Water Design Manual 12/12/2016 8-A-1 REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 6 SWDM ADJUSTMENT APPROVALS Type (circle one): Standard / Blanket Description: (include conditions in TIR Section 2) Approved Adjustment No. Date of Approval: Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes / No Start Date: Completion Date: Describe: Re: SWDM Adjustment No. Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan: Special District Overlays: Drainage Basin: map Stormwater Requirements King County Water District 90 lewood Creek Duration Flow Control, Basic Water Quality Part 9 ONSITE AND ADJACENT SENSITIVE AREAS ❑ River/Stream ❑ Steep Slope ❑ Lake ❑ Erosion Hazard ❑ Wetlands ❑ Landslide Hazard ❑ Closed Depression ❑ Coal Mine Hazard ❑ Floodplain ❑ Seismic Hazard ❑ Other ❑ Habitat Protection RI None 12/12/2016 2017 City of Renton Surface Water Design Manual 8-A-2 REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 10 SOILS Soil Type Slopes Erosion Potential AgC 8 to 15% Moderate ❑ High Groundwater Table (within 5 feet) ❑ Other ❑ Additional Sheets Attached Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE ® Core 2 — Offsite Analysis ❑ Sensitive/Critical Areas ❑ SEPA ❑ LID Infeasibility ❑ Other ❑ Additional Sheets Attached ❑ Sole Source Aquifer ❑ Seeps/Springs LIMITATION / SITE CONSTRAINT Duration Flow Control, Basic WQ Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: Maplewood Creek (name or description) Core Requirements (all 8 apply): Discharge at Natural Location Number of Natural Discharge Locations: 1 Offsite Analysis Level: G1 / 2 / 3 dated: 8/1/2017 Flow Control (include facility Standard: Duration ( forest existing condition) summary sheet) or Exemption Number: On-site BMPs: Infiltration, pervious pavement Conveyance System onstte CDS mitt and Spill containment located at: combined detention/wet vault Erosion and Sediment Control / CSWPP/CESCL/ESC Site Supervisor: To be determined Construction Stormwater Pollution Contact Phone: Prevention After Hours Phone: 2017 City of Renton Surface Water Design Manual 12/12/2016 Ref 8-A-3 REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 12 'TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Maintenance and Operation Responsibility (circle one): Private /ublic If Private, Maintenance Log Required: Yes /No Financial Guarantees and Liability Provided: Yes / No Water Quality (include facility Type (circle one):(5asic / Sens. Lake / Enhanced Basic / Bog summary sheet) or Exemption No. Special Requirements (as applicable): Area Specific Drainage Type: SDO / MDP / BP / Shared Fac. / one) Requirements Name: Floodplain/Floodway Delineation Type (circle one): Major / Minor / Exemption / None 100 -year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: Source Control Describe land use: (commercial / industrial land use) Describe any structural controls: Oil Control High -Use Site: Yes /(—No--) Treatment BMP: Maintenance Agreement: Yes / No with whom? Other Drainage Structures Infiltration trench w/StormTech Chambers Describe:77.5'L x 22.751W x 5.5' Deep infiltration trench with 30 StormTech MC -3500 chambers and 6 MC -3500 end caps in 3 rows. One of the row is used as isolation row. Use a upstream CDS 2015-4 unit for pre-treatment and spill control. 12/12/2016 2017 City of Renton Surface Water Design Manual 8-A-4 REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS Type/Description MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION Type/Description AFTER CONSTRUCTION ❑ Clearing Limits ❑ Retaining Wall ❑ Stabilize exposed surfaces ❑ Cover Measures Full and limited infiltration ® Remove and restore Temporary ESC Facilities 0 Perimeter Protection ❑ Structural on Steep Slope ® Clean and remove all silt and debris, ensure ® Traffic Area Stabilization CDS 2015-4 unit &combined detention/wet vault operation of Permanent BMPs/Facilities, restore ® Sediment Retention operation of BMPs/Facilities as necessary ® Flag limits of sensitive areas and open space ® Surface Water Collection preservation areas ® Dewatering Control ❑ Other ® Dust Control ® Flow Control ® Control Pollutants ® Protect Existing and Proposed BMPs/Facilities ® Maintain Protective BMPs / Manage Project Part 14-STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch) Flow Control Type/Description 0 Drainage Easement Water Quality Type/Description ® Detention © Infiltration ❑ Regional Facility ❑ Shared Facility FJOn-siteBMPs ❑ Other Combined detention/ wet vault ❑ Retaining Wall ❑ Vegetated Flowpath 0 Wetpool ❑ Filtration ❑ Oil Control ® Spill Control ❑ On-site BMPs ❑ Other Combined detention/ wet vault Full and limited infiltration ❑ Tract ❑ Structural on Steep Slope ❑ Other CDS 2015-4 unit &combined detention/wet vault Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS 0 Drainage Easement ® Cast in Place Vault ❑ Covenant ❑ Retaining Wall ❑ Native Growth Protection Covenant ❑ Rockery > 4' Nigh ❑ Tract ❑ Structural on Steep Slope ❑ Other ❑ Other 2017 City of Renton Surface Water Design Manual 12/12/2016 Ref 8-A-5 REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my knowledge the information provided here is accurate. l ��� p --p—J SSV �\ p-4 t� jv6jy�t� Signed/Date 12/12/2016 2017 City of Renton Surface Water Design Manual 8-A-6 Figure 2 Site Location Map to Follow of Community VICINITY MAP & Economic Development ,Department Alex Pietsch, Administrator Zoning Designations Road Classification Data/GIS Analysis Services CN Commercial Neighborhood — Freeway Adriana A. Johnson, Patrick Roduin R14 parcels adjacent arterials — Primary April 15, 2009 — Minor 0 1,950 3,90eet — Collector 1:50,000 Local Produced by City of Renton (c) 2009, the City of Renton all rights reserved. No warranties of any sort, including but not limited to File Name: H:\CED\Planning\GIS\GIS_projects\docket_items\ accuracy, fitness or merchantability, accompany this product. live _work _D11\mxds\live_work D11 selected_parcels.mxd City of Renton Print map TempOejt- Notes None a] 136 0 68 136 Feet WGS_1984_Web_Mercator_Auxiliary_Sp here City of Ren -`tonne Finance & IT Division Legend City and County Boundary O Manhole City Of Renton Utility Vault iOther Unknown Structure Addresses Control Structure Parcels Pump Station Wellhead Protection Area Zones • Discharge Point Zone 1 Z Water Quality . Zone 1 Modified Detention Facilities . Zone 2 Pond - 9' Primary i Tank Information Technology - GIS This map is a user generated static output from an Internet mapping site and Su ort Rentonwa. ov is for reference only. Data layers that appear on this map may or may not be Renton Ma P PP @ 9 accurate, current, or otherwise reliable. 8/25/2017 THIS MAP IS NOT TO BE USED FOR NAVIGATION Figure 3 Drainage Basin, Subbasin and Site Characteristics .. ♦ ■ %yaraNaa.r.+.N a 1 z ■ a ... . ........ ti I ■ `~r4� �,� r I a Ik z }� y � 1 _l M'N3 1;+++ Location Map MW2 0. iso •a .. ■ '1;.:r; •:i.F. .. .'T-0: �. --� nr eta '`r str.a, f 1 � 'at•�'i 1 t y°B, 1� i I 11 of tir" Sl t G Jz + r. s ! f M IF r MWal �: B �.i(LSD fA \ �r ti3 It0.8 U29 0 Raq........... �u \ l} i V+1 SLy ay M A L Lj� vVoo D U 4.6 I r .„Pavy ?GQ o.0 d.2 .. ......... . Maplewood & Carting Hills Subbasin Conditions Map 20 Cedar River Basin Planning Area u✓Q Stream & Stream Number Q/E= Problem Location/Area bcolly Significant Resource Area 0 3 Lake/River Areawi a fdonpoint Water � Flooding ss • .Stream Mile Quality Problem 5 ` Wetland & Wetland Number Weiland Habitat Problem ..*' Subbosin Boundary 3. Srrearn 1fEaf}itar Problem — Catchment Boundary 0 'r 7Mi+e WNl Catchment Number R; Erosion/Sedimentation 7.6 h 20 0 10 20 4a GRAPHIC SCALE SCALB T-20' N 1/4 COR SEC. FND, 3' BRASS S 8B'22'19"E 2623.96' (city 1651 to 1852 meas)(basis of bearings) SURFACE DISK (S 88'22'19" E 2623.83' —city record) (SEPT 2007) S 88'21'13" E_ 2642.69' (1/4 cor to sec col) 660.67' 660.67 7321.34' 18.75' CITY #1851 85'46'43" Eo of NE COR SEC FND. 2 1/2" BRASS 16I CITY #ND. 3" 1852 SURFACE DISK m co FBRASS (SEPT 2007) 3 SURFACE DISK 661_26' N 88'2_3'15" W o (SEPT 2007) MI m 661.26' N M nS 88'24'16" o - 661.55' N w N � �I N 5 N w n - 661.85' _ 1323.69' 3 d- 661.85' N 88'25'16" W M � zl_ 13 I� to IM Ml00 MIN M EX. CTR OF SEC. FND. CONC MON IN CASE _J_ (SEPT 2007) 663.02' 1326.04' 663_02' _ S 88'29'19" E 2652.08' SECTION BREAK DOWN Nm 5O sh�� 0x16 � � nI� VRAI N�� � C�A6, 1� ��� �4, yc JPacific =y.� �r���f1 � , ��ENIREPOINiE s 1,_20. ., CITY OF D. 3Jra, i 32 5 A. LYDIN RENTON „---�'� Cl I`lI J Sis G1 a�l DATUM Planning/Building/Public, Works Civil EnginearinJ < I Y�"'' I J. FENGTDept. -__ - Cor �l �rzi>- Z `n'C'N' �7 NO. REVISION BY DATE APPR Planning J. FENG E I i ----- IN COMPLIANCE WITH CITY OF RENTON STANDARDS GREEN'S LANDING SHORT PLAT EXISTING CONDITIONS 12-04-201 U I J I. ¢ J H rr O fo O Z 0 z J z W W Ir 0 Figure 4 Soils 47' 29 9" N 47° 29'9'N 3 Soil Map—King County Area, Washington 3 tD lV a, m 47° 29'9" N 5639M 563910 563920 563930 553M 563950 563980 5539M 3 3 lV Map Scale: 1:570 if printed on A portrait (8.5" x 11') sheet O Meters N N 0 5 10 20 30 /V 0 25 50 100 150 Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 1ON WGS84 USDA Natural Resources Web Soil Survey 8/23/2017 Conservation Service National Cooperative Soil Survey Page 1 of 3 47° 29' Y N _ m (ma V) mm m 7 a) 3w- �'� a m p F N U m C N O O p c6 U T O a N O` C 70 = U m d) @ Z o O E cn ED E a) U@ E a w f N _ Y m Z (a a) O m m O O (O ) .O `m N fn .0 E 00 m 'n N O a m m N m N 7 N (..) O O a- O m m E m 3 m m U 0 N Z� Z m m E m 3 (n -rna)p a (n U a mvm m� 3 O > Q .L-� O C .�- -_ m p d y N O m ¢ ?j (V O a) L .: a) UQ m a3 m E U w m m 2 pro 00 L 3 m m a p c -0 Q. s (� U td a c (n -a N U (6 L a) .0 to C to N O- a) N O aJ Q >, O 0 - m E m9 apmi v m �w o O (D 3 ¢in m o �t ui (a T > X 0 0 a) 7 i T N p U O .T� N tan O E >, N E (U a) _ C> = O a) a) U C N C � t .O m Z m a'mapt aa) g Za�mm 0..0 �c a a a) cc 7 m U O O O" O 0>1 -DD co CO � 4) to a) m a a a N U N a � _p O (n -p CL E c a)yc N � -a)o a)m rn m m p c Q U u E U 7 J y �- .= O N_ _ m t 'O = O m E Qo a)@ s cc s�<0a (D Y m a) 0N0� y m- m s� m Z� E >0 p -co m•° ac) °3 '(,o a) m " .D •c m m E �- m >, > L m a) (a rn m id a) O D) a) p T 0� _ O. a) U) a) U m co O m a N Q m .� O a N a O C cc m a) m O 7 ,.�.. 3 C m (a U O >, m •C m L C N E U a) y E tm > E t� m E m= U L a) D o a) o m.- upi O 0N y CD m V 2 N) U a m U= Oa) a)E C O M `° .o 6 m U a) E m —O 55 CN w 0 p.0 O ) U U) E U Q a Q m U) U) N U_tm d) c m r m m a U r CL u0 rn cn a) a ur ur o > c c S to m v a y a = J a) O O p L Q a N N p CL Cm O m Un U > O Un u) o Iwo -cl) a¢ cc m c is a) :3o m Z<7 LL LU • ` 2 . .`�+ C 0 3 F- m LU J a O y a Q Q T N GU) C o c o n a C y a aN E Z y °) (1)_ S =S i a n 3 m o o °CL o > > > 3 a) U w d w o o w o ._ _� a oca m. a 'a o 'a >, _ o o d m m o co , a) U a. Q O '2 ) O 30 co y a) a) _ U- L O C a) T L O U m 3 > m > > a o) m U a) S a) y m to a o o> o m o m m m = w o m 2 Q w Un U) a m m U U 0 (7 � - a w U U) Un 'W v) U) v a c m CL a � I- co O O N N Cl) N N cm 00a m Z ��r Soil Map—King County Area, Washington Map Unit Legend King County Area, Washington (WA633) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI AgC Alderwood gravelly sandy loam, 8 to 15 percent slopes 1.3 100.0% Totals for Area of Interest 1.3 100.0% USDA Natural Resources Web Soil Survey 8/23/2017 aiiiiiiE Conservation Service National Cooperative Soil Survey Page 3 of 3 II. Conditions and Requirements Summary CORE REQUIREMENTS - SECTION 1.2 OF KCSWDM 1.2.1 CORE REQUIREMENT #1: Discharge at the Natural Location Under existing condition, the site sheet flows southwesterly to a drainage ditch that runs along the north side of NE 2nd Street. Same drainage pattern will remain under developed condition. Treated runoffs from the onsite development and the offsite development along the west side of Hoquiam Avenue NE and bypassed runoff from the offsite development along the north side of NE 2nd Street all will be discharged to the same ditch that runs along the north side of NE 2nd Street. 1.2.2 CORE REQUIREMENT #2: Off-site Analysis This core requirement has been addressed in Section III of this report. 1.2.3. CORE REQUIREMENT #3: Flow Control Per SWDM section 1.2.3.3 and 5.2, Flow Control BMPs are required for the onsite development. See 1.2.9 CORE REQUIREMENT #9 of this report for Flow Control BMPs. A combined detention/wet vault is used to provide the required Duration standard forested site conditions flow control. Approximately half of the vault is located onsite and the other half of it is located offsite in the NE 2nd Street Right of Way because this vault treats runoff from both onsite (lots 5-6) and offsite (Hoquiam Avenue SE and NE 2nd Street). Due to topography and existing drainage improvements, portion of the off-site improvements along the north side of NE 2nd Street do not drain onto the site and will not be connect to the combined detention/wet vault. The vault is oversized to counter the effect of this bypassed area, so that at the point of compliance (POC), the Duration Flow Control standard is met. 1.2.4 CORE REQUIREMENT #4: Conveyance System The new conveyance piping will be installed as needed. The new conveyance piping has been checked to confirm compliance with chapter 4 of the 2017 Renton SWDM. Per City of Renton 2017 SWDM Section 1.2.4.1: 1. New pipe system shall be designed with sufficient capacity to convey and contain (at the minimum) the 25 -year peak flow with minimum 6 inches of free board, assuming developed conditions for onsite tributary areas and existing conditions for any offsite tributary areas. 2. Pipe system structures may overtop for runoff that exceed the 25 -year design capacity, provided the overflow from a 100 -year runoff event does not create or aggravate a severe flooding problem or severe erosion problem as described in Core Requirement #2. Any overflow occurring onsite for runoff events up to and including the 100 -year event must discharge at the natural location for the project site. In residential subdivision, this overflow must be contained within an onsite drainage easement, tract, covenant, or public right-of-way. 3. The upstream end of a pipe system that receives runoff from an open drainage feature (pond, ditch, etc.) shall be analyzed as a culvert. The new conveyance system is designed to convey and contain the 25 -year peak flow with 6 inches of free board and the 100 -year peak flow and thus meets the requirements listed above. KCBW is used for Back water analysis following the requirements of City of Renton 2017 SWDM 4.2.1.2 and designed for the 100 -year peak flow. 1.2.5 CORE REQUIREMENT #5: Erosion and Sediment Control Erosion control will be installed as necessary for the frontage improvements and the on- site improvements. 1.2.6 CORE REQUIREMENT #6: Maintenance and Operations Any necessary maintenance of the onsite drainage system will be the responsibility of the property owner and manager. The combined detention/wet vault will be maintained by City of Renton after the two -years warranty period. 1.2.7 CORE REQUIREMENT #7: Bonds and Liability Necessary bonds will be provided at the time the building permit plans are approved and the construction started. 1.2.8 CORE REQUIREMENT #8: Water Quality The project site includes onsite improvement and frontage improvement (curb, gutter, sidewalk, planter strip) along both Hoquiam Avenue NE and NE 2nd Street. A combined detention/wet vault is used to provide the required Basic water quality treatment for the onsite improvement and the offsite improvement. Total pollution generating area in the bypassed area is 941 square feet and is counted as untreated discharge per 2017 Renton SWDM Section 1.2.8.2.D., no water quality treatment facility is required for this bypassed area. 1.2.9 CORE REQUIREMENT #9: Flow Control BMPs Flow control BMPs such as infiltrations and pervious pavements are used in this project to meet the Small lot BMP requirements per Section 1.2.9.2.1 and the Small subdivision project BMP requirements per Section 1.2.9.3.1 of the RSWDM. BMPs need to be applied in the order of preference per Section 1.2.9.2.1 to the maximum extent feasible. After all the BMPs are applied to the maximum extent feasible, then BMPs need to be implemented as described in number 5 in Section 1.2.9.2.2 of the 2017 RSWDM. SPECIAL REQUIREMENTS - SECTION 1.3 OF KCSWDM 1.3.1 Special Requirement #1: Other Adopted Area Specific Requirements No other area specific requirements are applicable. The site is not within a CDA, MDP, BP, SCP, SWCP, LMP, FHRPU or SFDP. 1.3.2 Special Requirement #2: Flood Plain / Floodway Delineation Not applicable to this site. There is no flood hazard area in the site. The site is not within a floodplain or floodway. The site is not subject to inundation by the base flood or channel migration. 1.3.3 Special Requirement #3: Flood Protection Facilities Not applicable to this site. There is no flood hazard area in the site. The site does not rely on any flood protection measures. 1.3.4 Special Requirement #4: Source Controls This project is a single family short plat project. Source Controls are not required. 1.3.5 Special Requirement #5: Oil Control This project is a single family short plat project in R-8 zone and this site is not a high used site. Oil Control is not required. City of Renton Special Requirement #6: Aquifer Protection Area Not applicable to this site. The site is not located in the Aquifer Protection Areas (zone1, zone 1 modified and zone 2) shown on the City of Renton Aquifer Protection Zones Map. Ill. Off Site Analysis Task 1 Study Area Definition and Maps GENERAL INFORMATION This Level 1 Drainage Analysis was prepared in accordance with the City of Renton Surface Water Design Manual. The proposed project is located in a portion of the Northwest quarter of the northeast quarter of Section 15, Township 23 North, Range 5 East, Willamette Meridian, King County, Washington. The site is located in the jurisdiction of the City of Renton. Zoning for the area is R-8. The site is located in the Maplewood Creek Subbasin of the Cedar River Basin. The parcel number of the site is 152305-9219. Total area of the site is 1.16 acres before Right of Way dedication and 0.98 acre after Right of Right dedication along Hoquiam Avenue NE. The site is bordered to the north by an undeveloped parcel, to the east by Hoquiam Avenue NE (142nd Avenue SE) and to the west by single family residences, and to the south by NE 2nd Street (SE 132nd Street). There is an existing single-family residence with several outbuildings in the site. The address of the existing residence is 5008 NE 2nd Street, Renton, WA 98059. The residence was built in 1983. The existing structures will be removed to make way for the proposed development. The high point of the site is located near the northeast property corner. Area north of the site drains northwesterly away from the site. Area east of the site drains southerly to the drainage ditch along the north side of NE 2nd Street and is collected by a catch basin at the northeast corner of the intersection between NE 2nd Street and Hoquiam Avenue NE and then drains to the storm pipe system along the east side of Hoquiam Avenue NE. Nearly no upstream area drains to the site. The existing residence in the site is located at the high ground of the site. Area around the existing residence is relatively flat. The site gently slopes southwesterly to NE 2nd Street with maximum slope of 10 to 15% and 10 to 12 feet total vertical relief. Other than the existing residence and its driveway and out buildings, the site is covered mainly with grass and sparse trees. The site is underlain by glacial till (Alderwood gravely sandy loam, AgC) according to the Geotechnical report prepared by Earth Solutions Northwest, LLC. Erosion potential in the site is relatively low according to the geotechnical report. The proposed development will be comprised of 6 single-family residence lots, one Access tract, and associated paved roadways and half street frontage improvements along NE 2nd Street and Hoquiam Avenue NE. In order to mitigate potential drainage problems, the proposed development will include Flow control BMPs, a combined detention/wet vault designed to provide Level 2 detention and Basic water quality treatment. The storm facilities will be designed following the 2017 City of Renton Surface Water Design Manual. The proposed development will not create negative effects to the downstream drainage system. See attached Site Map and Topographical Map. Task 2 Resource Review The following resources have been reviewed for existing /potential problems in the study area. 1) Critical Drainage Area maps Do not apply in the City of Renton per City of Renton Surface Water Design Manual. The project site is not in any sensitive area shown in the City of Renton or King County Sensitive Area Maps. 2) DNRP Drainage complaints and studies None. 3) Road drainage problems See description of downstream drainage system (King County) in 154th Avenue SE in Task 3 — Field Inspection. 4) U.S. Department of Agriculture, King County Soils Survey The King County Soils Survey map and City of Renton Soils Map show Alderwood soil on the site (AgC). See attached Soils map. 5) Wetland Inventory There is no wetland on the site and its adjacent areas. 6) Migrating river studies There is no migrating river within the study area. 17 Task 3 Field Inspection Upstream Tributary Area Based on the general neighborhood layout and topography, there are no significant upstream flows that enter the site. Upstream runoff to the east is intercepted by the existing conveyance system (CBs and underground pipes on the east side of the street) in Hoquiam Avenue NE and conveyed south bypass the project site. Upstream runoff to the north is intercepted by the existing conveyance system (CBs and underground pipe) in NE 2nd Place and conveyed west bypass the project site toward Maplewood Creek. The north adjacent properties sheet flows southwesterly to Maplewood Creek. Downstream Analysis Surface runoff from the site currently travels overland in a southwesterly direction toward NE 2nd Street. There are drainage ditches and culverts that runs along both sides of NE 2nd Street. The street drainage system drains westerly to Maplewood Creek approximately 240' downstream of southwest corner of the site. A field visits were completed on August 1, 2017 (Weather was sunny). East of Hoquiam Avenue NE, the north half of NE 2nd Street with curb and gutter and sidewalk drains to a catch basin at the northeast corner of the intersection of NE 2nd Street and Hoquiam Avenue NE and discharged to a detention/wet pond located at the northeast corner of the intersection. The outfall of the pond is discharged to a storm pipe system that runs southerly along the east side of Hoquiam Avenue NE, thus, no offsite runoff drains to the site. The north ditch of NE 2nd Street along the frontage of the site is a grass lined earth ditch. The ditch is approximately 2' wide at the bottom, 1.5' to 2' deep with 3:1 side slope at both sides. The field inspection starts from the north road side ditch along the NE 2nd Street at the southwest corner of the site (the site discharge point station 0+00'). At this location, a 12" LCPE culvert cross under the driveway to parcel 1523059218. Downstream this culvert, the ditch is lined with gravel for approximately 200 feet all the way to an 18" concrete culvert (at station 2+33') that drains southerly across NE 2nd Street to a catch basin at the south side of the street (at station 2+73'). This catch basin also picks up runoff from the south road side ditch (one 18" concrete pipe comes in from the north, one 12" concrete pipe comes in from the east, one 12" concrete pipe comes in from the west and one 18" concrete pipe runs out to the south). Downstream from this catch basin, an 18" concrete storm drains through a drainage easement in properties of Puget Colony Homes to a catch basin in the north side of SE NE 1St Court (at station 5+00). From there, the 18" concrete storms drain easterly to another catch basin at the north side of NE 1St Court (at station 5+70'), then drains southerly across NE 1St Court to a catch basin at the south side of the street (at station 6+20') and drains through another drainage easement in the properties of Puget Colony Homes to a drainage swale in parcel 692800-0290. Parcels 692800-0290 and -0280 are undeveloped and are covered with forest. 18 The swale is approximately 6' to 8' wide at the bottom, 2' to 3' deep with approximately 3:1 side slopes at both sides and is covered with native vegetations. At the south end of the swale, a 36" LCPE storm (at station 9+20' with trash barrier at the inlet) picks runoff from the swale and drains to a catch basin at the south side of SE 134th Street (at station 9+70'). This catch basin also collects runoff from a storm pipe system that runs along Field Avenue NE (140th Avenue SE). Downstream from this catch basin, a 36" storm pipe system runs easterly to 142nd Avenue SE (Hoquiam Avenue NE) and then runs southerly along 142nd Avenue SE to the east fork Maplewood Creek south of SE 2nd Place (at station 19+30'). West of the 36" CMP outlet to Maplewood Creek, there is a 12" LCPE outlet that discharges runoff from south road side ditch of SE 2nd Place (SE 136th Street). East of the 36" CMP outlet, there is a 48" CMP outlet and a 12" ductile iron outlet to the Creek. Both the 48" CMP and 36" CMP outlets are protected with trash barriers and there is a riprap pad downstream of these outlets. There is a detention pond at the northeast corner of the intersection of SE 2nd Place and 142 Avenue SE, parallel with the pond, along the east side of 142nd Avenue SE from SE 2nd Street to SE 2nd Place, there is a drainage swale running parallel with the existing 36" storm. The swale is approximately 6' to 8' wide at the bottom, 4' to 5' deep, with 3:1 side slopes at both sides and rock check dams at approximately 50' o.c. This swale appears to be a biofiltration swale. The detention pond and the swale are part of the drainage system for the development in the Black Loam Five -Acre Tracts. At the south end of this swale, a 48" CMP culvert (with trash barrier at the inlet) connects to a catch basin with a 48" CMP outfall culvert to the Maplewood Creek. From this point downstream, the Maplewood Creek is approximately 10' to 20' wide at the bottom, with approximately 3:1 side slopes at both sides and covered with forest and under brushes. The Creek is approximately 5' to 6' deep near the two outlets mentioned above, and gradually changes to a more than 50' deep ravine approximately 1000' downstream. The 0.25 -mile downstream point is located near the intersection of SE 135th Street and 142nd Avenue SE. The 18" concrete culvert at NE 2nd Street and its downstream storm pipe system are part of the drainage system of the east fork Maplewood Creek. See the following Off-site Analysis Drainage System Table for the downstream drainage system within 0.25 mile downstream of the site. Other than some sediments at the inlets and outlets of the 12" culverts under driveways to the single-family properties at the north side of NE 2nd Street, no sign of erosion nor capacity problem was found in the 0.25 -mile long downstream study. 19 A CL 20 2-F= 0 0 42 12 '0. '.2 'R .2 a2 w 2 w w 0 0 6 C8 8 0 r 0 9 0 fl 0 gh 0 9, 0 M. 0 9 0 9b 0 gh d E G C. '52 cu 0 - FB E # 12 090 0 0 0 0 0 0 '0 1 4 a, CA 0 w C, yU 1 4 4 V5 aJ Sori coF, to 00 0 cc w CE 0 0 a 06 E Z >lu 0 0 0 0 0 Pq u 0 w 0 0 0 0 0 20 21 -A CL 6 =0 o 4 4R 4 4 gh gh E E 9b -�E Rg t5 zy is ss c 0. BE .G 0 0 0 0 0 X1Wi w o o o o E Z 9m L 21 Task 4 Drainage System Description and Potential Problems There are no unsolved existing and potential drainage problems within 0.25 mile downstream of the site. Task 5 Mitigation of Existing or Potential Problems Onsite flow control BMPs and a combined detention/wet vault are used for this project to provide Duration (forest existing site condition) flow control and Basic water quality treatment for both onsite and offsite improvements. No negative drainage effect will be created to the downstream drainage system and downstream properties. 22 Downstream maps and Photos 23 City of Renton Print map Template Notes None 1` 136 0 68 136 Peet WGS_1984_Web_Mercator Auxiliary_Sphere City of Renton a� Finance & IT Division Legend City and County Boundary O Manhole ...! City Of Renton L.+ Utility Vault Lj Other Unknown Structure Addresses Control Structure Parcels Pump Station Wellhead Protection Area Zones Discharge Point Zone 1 Water Quality . Zone 1 Modified Detention Facilities . Zone 2 Pond — 9' Primary i Tank Information Technology - GIS This map is a user generated static output from an Internet mapping site and Su ort Rentonwa. ov is for reference only. Data layers that appear on this map may or may not be RentonMa P PP @ 9 accurate, current, or otherwise reliable. 8/25/2017 THIS MAP IS NOT TO BE USED FOR NAVIGATION City of Renton Print map Template Notes None 136 0 68 136 Feet WGS_1984_Web_Mercator_Auxiliary_Sphere City offfon (a Finance & IT Division Legend City and County Boundary O Manhole " t City Of Renton L.: Utility Vault j Other Unknown Structure Addresses Control Structure Parcels Pump Station Wellhead Protection Area Zones + Discharge Point E] Zone 1 Water Quality Zone 1 Modified Detention Facilities . Zone 2 Pond — 9' Primary = Tank Information Technology - GIS This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be Renton Maps upport@Rentonwa.gov accurate, current, or otherwise reliable. 8/25/2017 THIS MAP IS NOT TO BE USED FOR NAVIGATION City of Renton Print map Template N otes None 0 136 0 68 136 Feet 1984_Web_Mercator Auxiliary_Sphere City ofRlen-Ton® Finance & IT Division Legend City and County Boundary O Manhole 1 City Of Renton L.+ Utility Vault j Other Unknown Structure Addresses Control Structure Parcels Pump Station Wellhead Protection Area Zones f Discharge Point 0 Zone 1 40 Water Quality . Zone 1 Modified Detention Facilities ■ Zone 2 Pond — 9' Primnry i Tank Information Technology - GIS This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be Renton MapSupport@Rentonwa.gov accurate, current, or otherwise reliable. 8/25/2017 THIS MAP IS NOT TO BE USED FOR NAVIGATION j I LTA FAIP Pi m1 • \ %�i///+rte-' (:i" '' City of Renton Print reap Temp iaata Notes None 136 0 68 136 Feet WGS_1984_Web_Mercator_Auxil iary_S p here �lty °f Refffdn—a Finance & IT Division Legend City and County Boundary O Manhole City Of Renton i.. Utility Vault j Other Unknown Structure Addresses Control Structure Parcels Pump Station Wellhead Protection Area Zones f Discharge Point ❑ Zone 1 ♦ Water Quality . Zone 1 Modified Detention Facilities ■ Zone 2 Pond — 9' Primary = Tank Information Technology - GIS This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be RentonMapSupport@Rentonwa.gov accurate, current, or otherwise reliable. 8/25/2017 THIS MAP IS NOT TO BE USED FOR NAVIGATION City of Renton Print map Template MAPLEWOOD CREEK 7 Notes None Legend City and County Boundary (8) Control Structure t ? City Of Renton Pump Station .a Other • Discharge Point © Parcels `Z Water Quality Wellhead Protection Area Zones Detention Facilities F-1 Zone V Pond 11 Zone 1 Modified Tank 272 0 136 272 Feet WGS_1984_Web_Mercator_Auxiliary_Sphere Zone 2 _ Vault Network Structures Wetland 0 Inlet _- - Rtnrmwatar Main r City of Renton O Information Technology - GIS This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be RentonMapSupport@Rentonwa.gov accurate, current, or otherwise reliable. 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J ■1 j�J /� ■ W/SOLID LOLXING UD p 18GONG, IF 417.36 (5) s TOP 420 27 . I I ! EX 12' CMP IE 417.5 A 8 =0 C I A T E S 36' IE 40].91 (IN E) �V E END - J6" IE 4°].84 (GUT SJ J [y4 A GVI III EA\ -NIP 4.9 - fX. 12" CONC IF 417.6 -Y--= tib - xs20_,- 121t2115M Aw. NE � - WrMend. WA980.WfiT17J I ht%22- = = -W 426.821.BW µ✓ms SD __---5D 426.B213M1faz y1 ex. §"cN - eoo.4ea.aTse mo rree fX PPTB £X SIGNS GPFX GA EX 4'XCHAI1 LINK FNC CMP 6 - EX CB 12" !E 4t7 1 .Sy TOP 419.02 12" CONC lE 41753 (N) EX CB Q 11' CONC lE 41752 (5J fX I� I �FX TOP 419.51 18" CONI. IE 416.85 (N) C7 12' CMP IT 416.99 (E) Z 12' CMP IF 416.55 (5) SUN' Lu Z t�Lwl I� IMS I I MB Q 4 fxr2" coat. IE 415.3 I III I - I 1 , SCALE: 1" = 40' 5 END rV 40cc 87 EX. C8 EX. 1217C1,F IF 414.65 (N) EX. 11" CAP IE 414.57 (S) l^ I I Drip aHP ALL CONCRETE WALLS AND RETAINING C ,� �PPU/T SYS7EMS 4' AND TALLER SHALL BE Q O; gg DE Sl ll BY STRUCTURAL OR G GE07ECHN,& ENGINEER AS APPROPRIATE ` I I SUCH WALLS SHALL BE REVIEWED/ in Q) III I II I wIl APPROVED UNDER SEPARATE PERMIT. W ': III 31 I GRIRAVEL GUARDRAILS OR m OTHER APPROVED FALL Z vi 2 PRDTECnaN BE PRowDEO ALONG WALL Q p o { I{ 1 GREATER 7HAN 30' H1GH THAT ARE T { llI SUBJECT TO -PEDESTRIAN 1717ERAC770N. MB - 4]slN sHEET 18 ' I'I I I t -I x EX. SOMH riff 11-54' SEE SHEET 2T FOR 7YP/CAL ROADWAY o w OLID LOcxING LIO 'SfORON. CB 4f'•, i f 1111 a I c6A7 TOP 41575 >. SEE 5/1EE7"1B i , II O I i $ON 36' IE 40645 (IN N) ti 35j; X61 11 36" IE 406.J9 (OUT -5) ALL CURB RADII ARE SHOWN ON SHEE7S V \!,� 9 R I III(. 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SIZED TO MEET -' 7 I1 I, :-WSDOT-MINIMUM-WALL. , EX CB USING ADS N-72 roP 4I1.4JEX. t2" CMP IE fOG4G(N) 32 II T i (I f III I EX. t2" CONC. IE 409.39 (5) Y)!07 cT KANIAW TRACT C ' I ti C1 ALL CA ICH BASINS SHALL BE TYPE I' - Mx A as UNLESS OTHERW, NOTED: ALL INLETS 908VNYON OPEN SPACE I j III 9,. I IpLY4FL A: Na»r, PE 1 .2Q SHALL BE PER -CITY OF REN7ON STANDARD l 31 EX GP t I II I .III I DETAIL B-26. - - PSWB(.7-HNGom C8 38 £X. GA ! I (� IIIil/fX PPI . SEE S1/EET 18) 1 fXP 12' CONC. IE 406.8 PNQ7$I,Y 1 I I { ? I (S END SEE' SHEET 13 FOR FRONTAGE CB 38 �'-12" { EX 2+63.67 Nf 1ST sr IMPROVE]AENTS ON NE 2ND:S7REEr SEE fl88'1 SOSIQITAL DAIS: 7/19/06 ' V Ca 38 1436' LT I �1 �. I Y CB 442778 ✓ERr O AVE SE SHEEN 14. FOR SE 2ND -PLACE. SHEETS SM: �:r =40' 9Rl.N/A 2+05 JO 1 N W/ Spt1p; LOCgNG DD 115-16 FOR H04U7AM AVENUE N£ AND 1+4937 I 17+246$ 7.00'17 EX 36" IE 402.07 (N) Ik i I iri ' I NEW 36'IE 40202 (S) III, u CAYNECT TO IX 36 STORM (N) 98 1" 1111 ' Lu36' STORM PIPE OYE IX NI- .36- lE 401.96 BE Pwccm w/ cax0) !E 401.85 (IN -E) 24' IE 4DL86 four-wI MUST CALL 1-600=-424-55S NOT LESS THAN 2 I'LL BUSINESS DAYS BEFORE -m m pA B a1MD Z$ e� 4 EX 24" CONI lE 401.5 7Ly 152(r;' RT To A�®G• s - (w EN°J fig) EX 12' CPP lE 4055 I F`Q, N END FAILURE TO DO SD COULD MEAN BEARING SUBSTAN77AL REPAIR COSTS :xn"E5: ]n9/ae 37 I I.- EX NIA £x. TR 36 38 j I l of - "Ex PP yTAyp N01 PAIAD OHP- l CB 1.X7 NNIFC9 mu An Ilm I PPU/L I 4 FINLET IRCFeOF 7R CIF GRATE) so o T ANO FpOIT1Qi GRAIN I PT 0-+836 28 27 410 t�E) I . 29 21 (CTR OF (cTR OF Cs J7 CY? B 26 I 20 �Ii++46,08 _ 7+746.j r515' RT Z 22UOIOO' TT� PROPOSED R-30.46' IN 7+3.163 HOatl1AM Pl-NE - .R_°LTTfRY 3+51:00 NE 1ST ST - ' (T�r pT TF69.� INSTALL SPOT RAIL -FENCE SHEET 19 LX. -%E -K AND -a00- SOLID, LDCI?NG L � \ 7f 24500 RT _ .. ��- 6 cro O.SfD'BET.4(N/NG / I._---, 7+3431 11 LT I 40°. .13 --NBY 0 OIETNERS)�SE£' OPEN SPACE •..... SCC SH C=r g PILLIE RGE. 5 E., W.M. EX CB INi 13+26.14 NE 21D ST 2' CONC. 1 2J+15.39 JERICHO AVf SE 12" CONC. IE 417.44 (N) I�y1 T ♦. y'� EX SDMH T1PE II -72' I 3n I ' 12" CMP 417.46 . J ■1 j�J /� ■ W/SOLID LOLXING UD p 18GONG, IF 417.36 (5) s TOP 420 27 . I I ! EX 12' CMP IE 417.5 A 8 =0 C I A T E S 36' IE 40].91 (IN E) �V E END - J6" IE 4°].84 (GUT SJ J [y4 A GVI III EA\ -NIP 4.9 - fX. 12" CONC IF 417.6 -Y--= tib - xs20_,- 121t2115M Aw. NE � - WrMend. WA980.WfiT17J I ht%22- = = -W 426.821.BW µ✓ms SD __---5D 426.B213M1faz y1 ex. §"cN - eoo.4ea.aTse mo rree fX PPTB £X SIGNS GPFX GA EX 4'XCHAI1 LINK FNC CMP 6 - EX CB 12" !E 4t7 1 .Sy TOP 419.02 12" CONC lE 41753 (N) EX CB Q 11' CONC lE 41752 (5J fX I� I �FX TOP 419.51 18" CONI. IE 416.85 (N) C7 12' CMP IT 416.99 (E) Z 12' CMP IF 416.55 (5) SUN' Lu Z t�Lwl I� IMS I I MB Q 4 fxr2" coat. IE 415.3 I III I - I 1 , SCALE: 1" = 40' 5 END rV 40cc 87 EX. C8 EX. 1217C1,F IF 414.65 (N) EX. 11" CAP IE 414.57 (S) l^ I I Drip aHP ALL CONCRETE WALLS AND RETAINING C ,� �PPU/T SYS7EMS 4' AND TALLER SHALL BE Q O; gg DE Sl ll BY STRUCTURAL OR G GE07ECHN,& ENGINEER AS APPROPRIATE ` I I SUCH WALLS SHALL BE REVIEWED/ in Q) III I II I wIl APPROVED UNDER SEPARATE PERMIT. W ': III 31 I GRIRAVEL GUARDRAILS OR m OTHER APPROVED FALL Z vi 2 PRDTECnaN BE PRowDEO ALONG WALL Q p o { I{ 1 GREATER 7HAN 30' H1GH THAT ARE T { llI SUBJECT TO -PEDESTRIAN 1717ERAC770N. MB - 4]slN sHEET 18 ' I'I I I t -I x EX. SOMH riff 11-54' SEE SHEET 2T FOR 7YP/CAL ROADWAY o w OLID LOcxING LIO 'SfORON. CB 4f'•, i f 1111 a I c6A7 TOP 41575 >. SEE 5/1EE7"1B i , II O I i $ON 36' IE 40645 (IN N) ti 35j; X61 11 36" IE 406.J9 (OUT -5) ALL CURB RADII ARE SHOWN ON SHEE7S V \!,� 9 R I III(. EX CB 25 AND 2& y t I' I I { 12' EX CMP if 412.92 (N) 61 34 k ] l I 1 ( p eEX 4" A C if 413559 (E) SEE SHEET 2 FOR 77ES TO HORIZONTAL ISED 20'EX 12" CLAP lE 41273 (SJ DRAMADE AND VERTICAL CONTROL33 fyyYY. SI o $ $ 6 $ 'ENT (TYPJ SIGN I l I I hA SEE SHMS 25 AND 26 FOR LOCA77ONS --gI :13fI I I OF MONUMENTS AND DRIVEWAYS TO BE o u s 7-t-= x ' fl 1 m Ex. ceavEl. INSTALLED: - 1 1 1 I u j {t+ I DRIVE \ PROPOSM FINISH i}ql _) - SES CATCH BASIN RIMS ARE 0.10' DEPRESSED GROUND CONTOUR A. APPROXIMTE LIN FLOW LINE AS' REQUIRED BY THE MY N N NN WATEAOCA R UNE EEL 0. OF Rolm. �Sy 33 I 41 1�11I. I TO BE ABANDONED $ N .4•Z-' 111 # EX MB - C l I I I ALL SIDRhI DRAINAGE PIPE MATERIAL CB 40sHEEr 1a), '! I a1 I '� EX GRAVEL SHALL BEEPER PIPE AND -CATCH 'BASIN 1 1 I_ 9991. III I I DRIVE SPEORCA77ONS ON SHEET T9. -------------- a g s e - `�� 1 A I I =IEREQUIRSWENTS VE BEEN. SIZED TO MEET -' 7 I1 I, :-WSDOT-MINIMUM-WALL. , EX CB USING ADS N-72 roP 4I1.4JEX. t2" CMP IE fOG4G(N) 32 II T i (I f III I EX. t2" CONC. IE 409.39 (5) Y)!07 cT KANIAW TRACT C ' I ti C1 ALL CA ICH BASINS SHALL BE TYPE I' - Mx A as UNLESS OTHERW, NOTED: ALL INLETS 908VNYON OPEN SPACE I j III 9,. I IpLY4FL A: Na»r, PE 1 .2Q SHALL BE PER -CITY OF REN7ON STANDARD l 31 EX GP t I II I .III I DETAIL B-26. - - PSWB(.7-HNGom C8 38 £X. GA ! I (� IIIil/fX PPI . SEE S1/EET 18) 1 fXP 12' CONC. IE 406.8 PNQ7$I,Y 1 I I { ? I (S END SEE' SHEET 13 FOR FRONTAGE CB 38 �'-12" { EX 2+63.67 Nf 1ST sr IMPROVE]AENTS ON NE 2ND:S7REEr SEE fl88'1 SOSIQITAL DAIS: 7/19/06 ' V Ca 38 1436' LT I �1 �. I Y CB 442778 ✓ERr O AVE SE SHEEN 14. FOR SE 2ND -PLACE. SHEETS SM: �:r =40' 9Rl.N/A 2+05 JO 1 N W/ Spt1p; LOCgNG DD 115-16 FOR H04U7AM AVENUE N£ AND 1+4937 I 17+246$ 7.00'17 EX 36" IE 402.07 (N) Ik i I iri ' I NEW 36'IE 40202 (S) III, u CAYNECT TO IX 36 STORM (N) 98 1" 1111 ' Lu36' STORM PIPE OYE IX NI- .36- lE 401.96 BE Pwccm w/ cax0) !E 401.85 (IN -E) 24' IE 4DL86 four-wI MUST CALL 1-600=-424-55S NOT LESS THAN 2 I'LL BUSINESS DAYS BEFORE -m m pA B a1MD Z$ e� 4 EX 24" CONI lE 401.5 UEMNI iGUNDU RLl ES AMY $�OCAIED, To A�®G• s - (w EN°J fig) EX 12' CPP lE 4055 I F`Q, N END FAILURE TO DO SD COULD MEAN BEARING SUBSTAN77AL REPAIR COSTS :xn"E5: ]n9/ae I I.- EX NIA £x. TR Checked for Compliance to City Standards I l of - "Ex PP yTAyp N01 PAIAD OHP- l NNIFC9 mu An Ilm I PPU/L I 4 -EX. C so o T TON ND. 03-185 I Ex PH I Ex. wwSN%6T ETOP N0. 8EF36 4°6.83 1 EX. t2' ADS IE 40379 (N) EX. 18' ADS IE 40328 (S) 02007 TRIAD ASSOCIATES CD=R-334iM� �CAIMIE 7 "UN 2 x 7,07 In 4 Lw S WLd W T 0 U MUST CALL 1-800-424-5555 NOT LESS THAN 2 FULL BUSINESS DAYS BEFORE WHERE NY (n G 425.821.8448 426.821.b181 - 000.408A758rol1fr"" rrnr.0kdn0s"cmm n � y P-4 Z a 2 `s E �z U E- rWry�,a � O o r > z r ♦71 t<, iJ+Q' =i o O Checked for Compliance to City Standards SIM NOT VAUD 0 Z Lw S 41 ill P 4, . 23 N., RGE. 5 E., W.M. rr» ,� OR GRA VEL/N THE EXISDNG.DRIVEWAIS �r.Rc SHALL BE REPLACED /N. KIND. I EXI$DNG GROUND MA7Cfl EX157/NG CONGR£7E j� FX 12" CONC if 389.6 CON7UUR TW DRIVEWAY 6 M/CK CEUE T 11 kk "V f CONCRE7E ORIVEWAY ON 2Lu (5 ENO) I IIi i396� CO.MPT BASE SSMH 5 60" l<f EX 11 CONC IE 393.4 A' ` f9+]2.5 2500' IT EX. 12 CONC IE 401.9 W/ SURE TRACK SAFETY SYSTEM EX 0 CHAIN N END N END 23+1]6.; 10.00' LT Z L F FNC EX tR BAWCUT LINf tTdk�� oCB 24 EX N T!P). EX FV H M AVEN6319 1526 R�7z�I-�� �V T £xsicNEX N +EX DITCH LINE EX. iZ• DI /E 406.0 t t EX_4 WOOD POST H _� EX 4" '{" - 'FX = 16++6155.3690 HNEOONAMAT E NE ^�--_ fX BOLLARDS Yz. EX. 11" 0/ 406.5 IE S L 54 h % 56 a0'E2+80 40 LF I{� 4Y 1+11 40.LF. �� j+� LF. 1 E END 0 20 40 80 Z 39 0+6Z 40 L F 1+36 40 LF.' 2+0 40 LF 6 IE 3930 L•BI 13 6 IE ,7g5�a� 6 I£ 398.5 y+b0 40 4F. fi1 X WVf 1 :I I i / INTAKE 24A 6 /E 38]0 5� 6 /E 3�SZ 6 ff 390.6. 57,- 2 y0_ 15,25 RT i ' 6' PVC LOT DRAIN - 6 /E 399.5 6Y TRI 23+3347, 39.8 RT jl 34 15` .0+4 40 LF. 56 O 7. DOS NTN. TIP 59 ��`6D PAD 404.5- EX FIRE HIDRANT fX. Pa lir 1111 PgD394.2 PAD 396.6 PAD 399.0 M 6 /E 39x5 M BE REMOVED fix. c I 7 . " ' PAD 3950 PAD 4025 PER WATER PUN EX412" CUP PAD 401.5 PROPOSED F7NL4I GROUND RNMUR (Nf ENO) (TVP) CURB RAN 5 PER EX IZ" CMP IE 405.7 I, S,4 XX n Sn EENO PAD 405.5 SEE SW E FET T3 TEN T - MUST CALL 1-800-424-5555 NOT LESS THAN 2 FULL BUSINESS DAYS BEFORE WHERE NY o e ae.s =mw JL (SFE NE 2ND 425.821.8448 426.821.b181 - 000.408A758rol1fr"" rrnr.0kdn0s"cmm � � y Q 1 2 `s C` U or SUBSTANTIAL -REPAIR COSTS. � O L Lu a W GRADE O Checked for Compliance to City Standards SIM NOT VAUD 0 Z 0 � U (� UNM MR AND DAT® p a a� L �m N1D ND. 03-185 �o _a , ae o� SMT NO. 160736 a� 23+00 - ®2007 TRIAD ASSOCIATES O Z 41 ill P 4, . 23 N., RGE. 5 E., W.M. rr» ,� OR GRA VEL/N THE EXISDNG.DRIVEWAIS �r.Rc SHALL BE REPLACED /N. KIND. I EXI$DNG GROUND MA7Cfl EX157/NG CONGR£7E j� FX 12" CONC if 389.6 CON7UUR TW DRIVEWAY 6 M/CK CEUE T 11 kk "V f CONCRE7E ORIVEWAY ON 2Lu (5 ENO) I IIi i396� CO.MPT BASE SSMH 5 60" l<f EX 11 CONC IE 393.4 A' ` f9+]2.5 2500' IT EX. 12 CONC IE 401.9 W/ SURE TRACK SAFETY SYSTEM EX 0 CHAIN N END N END 23+1]6.; 10.00' LT Z L F FNC EX tR BAWCUT LINf tTdk�� oCB 24 EX N T!P). EX FV H M AVEN6319 1526 R�7z�I-�� �V T £xsicNEX N +EX DITCH LINE EX. iZ• DI /E 406.0 t t EX_4 WOOD POST H _� EX 4" '{" - 'FX = 16++6155.3690 HNEOONAMAT E NE ^�--_ fX BOLLARDS Yz. EX. 11" 0/ 406.5 IE S L 54 h % 56 a0'E2+80 40 LF I{� 4Y 1+11 40.LF. �� j+� LF. 1 E END 0 20 40 80 Z 39 0+6Z 40 L F 1+36 40 LF.' 2+0 40 LF 6 IE 3930 L•BI 13 6 IE ,7g5�a� 6 I£ 398.5 y+b0 40 4F. fi1 X WVf 1 :I I i / INTAKE 24A 6 /E 38]0 5� 6 /E 3�SZ 6 ff 390.6. 57,- 2 y0_ 15,25 RT i ' 6' PVC LOT DRAIN - 6 /E 399.5 6Y TRI 23+3347, 39.8 RT jl 34 15` .0+4 40 LF. 56 O 7. DOS NTN. TIP 59 ��`6D PAD 404.5- EX FIRE HIDRANT fX. Pa lir 1111 PgD394.2 PAD 396.6 PAD 399.0 M 6 /E 39x5 M BE REMOVED fix. c I 7 . " ' PAD 3950 PAD 4025 PER WATER PUN EX412" CUP PAD 401.5 PROPOSED F7NL4I GROUND RNMUR (Nf ENO) (TVP) CURB RAN 5 PER EX IZ" CMP IE 405.7 I, S,4 XX n Sn EENO PAD 405.5 SEE SW E FET T3 AILS OR OTHER APPROVED FAJWm " TION TO BE PROVIDED ALONG 7 THAN 3O' NIGH THAT ARE rTO PEDESTRIAN INTERACTION PARA TE WATER- PLAN SET FOR PLAN AND. PROFILE INFORMA7701H. i OPOSED SANITARY'SEI4£R P - LES, SHAU. BE; 48"f'UNLESS W:E-INDICA'TED:: _ v a o BA57N RAHS ARE 0.10' DEPRESSED ¢ N UNE AS REQUIRED By THE CITY g Q E 7OM awe .. .__ acQy`VVQQV�NV`�N OVTM DRAINAGE PIPE MATERIAL BE PER PIPE AND CA7CH BASIN �auL2. L CA770NS ON: SHEET :19. fRX A HAGM PLS BASINSHA YE. BEEN SIZED TO MEET PNWBLT S0N98Y0N lT CITY AND *SDOT. MIMMUM -WALL N/aTA¢ A Naa1r PE SS' REQU7REXIENTS' USING ADS 1Z pgOJgCp� �. 7FWY L ASA PROMLODSCAPE ARCEMCI ITCH BASINS SHALL BE RYE 1 FIRST SMM?TTAL DAY& 7/19/06 OTHERNISE NOTED._ ALL TNC-I' SCAT& Ham:1'-10' t1Y't:N/A BE PER CITY OF RENTON STANDARD - - J OF E"SBNG UTILITIES 26. SHOW !S WMA7E AND MAY NOT BE 'ATE OR -ALL' INCLUSIVE IT IS THE ooZ, ov WAS H 00 S4C7DR5 RESPONSIBILITY TO FIELD 'LOCATION OF UTILITIES PRIOR TO FOING.IWTH .CONSTRUCTION. YOU RM 53W* TEN T - MUST CALL 1-800-424-5555 NOT LESS THAN 2 FULL BUSINESS DAYS BEFORE WHERE NY o e ae.s =mw JL (SFE NE 2ND 425.821.8448 426.821.b181 - 000.408A758rol1fr"" rrnr.0kdn0s"cmm � � y Q 1 2 FAILURE TO DO SO COULDMEAN BEARING C` U SUBSTANTIAL -REPAIR COSTS. � O L Lu rc W GRADE O Checked for Compliance to City Standards SIM NOT VAUD 0 Z O � U (� AILS OR OTHER APPROVED FAJWm " TION TO BE PROVIDED ALONG 7 THAN 3O' NIGH THAT ARE rTO PEDESTRIAN INTERACTION PARA TE WATER- PLAN SET FOR PLAN AND. PROFILE INFORMA7701H. i OPOSED SANITARY'SEI4£R P - LES, SHAU. BE; 48"f'UNLESS W:E-INDICA'TED:: _ v a o BA57N RAHS ARE 0.10' DEPRESSED ¢ N UNE AS REQUIRED By THE CITY g Q E 7OM awe .. .__ acQy`VVQQV�NV`�N OVTM DRAINAGE PIPE MATERIAL BE PER PIPE AND CA7CH BASIN �auL2. L CA770NS ON: SHEET :19. fRX A HAGM PLS BASINSHA YE. BEEN SIZED TO MEET PNWBLT S0N98Y0N lT CITY AND *SDOT. MIMMUM -WALL N/aTA¢ A Naa1r PE SS' REQU7REXIENTS' USING ADS 1Z pgOJgCp� �. 7FWY L ASA PROMLODSCAPE ARCEMCI ITCH BASINS SHALL BE RYE 1 FIRST SMM?TTAL DAY& 7/19/06 OTHERNISE NOTED._ ALL TNC-I' SCAT& Ham:1'-10' t1Y't:N/A BE PER CITY OF RENTON STANDARD - - J OF E"SBNG UTILITIES 26. SHOW !S WMA7E AND MAY NOT BE 'ATE OR -ALL' INCLUSIVE IT IS THE ooZ, ov WAS H 00 S4C7DR5 RESPONSIBILITY TO FIELD 'LOCATION OF UTILITIES PRIOR TO FOING.IWTH .CONSTRUCTION. YOU RM 53W* TEN MUST CALL 1-800-424-5555 NOT LESS THAN 2 FULL BUSINESS DAYS BEFORE WHERE NY o e ae.s =mw JL (SFE NE 2ND smE 7 UNDERGROUND TIu ES LOCATED, PRORLE, SHEET 13) FAILURE TO DO SO COULDMEAN BEARING SUBSTANTIAL -REPAIR COSTS. emeses: aTa!os W GRADE Checked for Compliance to City Standards SIM NOT VAUD UNM MR AND DAT® p a L N1D ND. 03-185 , ae o� SMT NO. 160736 X00 23+00 ®2007 TRIAD ASSOCIATES CU:R-33'9413 Sir'S1VEJ PGe17 C ASBUILT FRONTAGE IMPROVEMENT PLAN AND PROFILE FOR CO:PPERWOOD FTN OF THE NWI/4, OF THE SE1/4 OF SEC. 15 o 10 20 40 TWP. 23 N, AGE 5 EAST, W. M. w� 3F15.7o CITY OF RENTON, KING COUNTY, STATE OF WASHINGTON I - 379-W (4B• NE) IT 379.90 (48' S)EX FIRE HYDRANT W ASSEMBLY INSTALL THERMOPLASTIC E 379.62 (18' E) Z. 70 REMAIN ROSSNALX STRIPE PER cPFCULL NOTE: L 382.25 (12' N) W. CITY STANDARDS. i 1 t ' ' ....,s PAVEMENT RESTORATION PER THE CRY OF RENTON CONTRACTOR TO FIELD EX I t I .. _.v....... S' aTRENCH & STREET LOCATE CB%32 ON TO TO REMNN II ( ;n -., „/ / Ex CBOUEMEN(CRESTORATION MUNE CODE COON EX IE -3&1.75 DOSING 12• CULVERT I '2 ' RRd 385.18 9-,0-,L)(LYILL 8E APPLICABLE ON ALL :RONTACE IE - 3711 (18" N) - CT TO FIELD SPECIFICATIONS Lit THE i 1, E - 380.71 (12- S) ISNSPE SCTORj O • IX R - IE - 379M 18- �EX. 12'PLB.VERT — — EX SEWER MANLKXE : �'IX I I� / .. IT - 379.89 (12 E) — — �° ,O — — W _ i «8.- --� — - — EX R ..:_.. -____. __ ' ''.... 1 o _-- _..-.__ IX 1 ' TO BE RELOCATED TO w w w w I I - _ 0 ' — , w -y .— yr - — — — - --- -- ------- -- - --- - --- - ----- BACK PROPOSED CURB: FINN. 8 SR —.'-^.._ _ __ __ _____ -------- _------------------3 G _—_ 0 0 - ___-_ ___ •___ ___________ ___ ___•__- ----------- I___•- - ___ - —__ - _ - ___ . �`-")'-�'='- i O wL BE DETERMINED BY p \\. w EIt _ w w'— w w 111 • '� ; - TO REMAIN :- - - -`: s w w w --� w w — w� STREET SIGN TO BE RELOCATED 4W8! _ _ - WALK. - � o x �w _ - .. T LOCATION PHro05EED I' ee am PI.1 ae �seTti StREET _.._INSPECTOR. 58 tf 11' p. - "'--c- STREET 1X;RT� -- 3 __________ ____ - --- _____________ ___ _____ ___ __ o __ _ NO PARKING SIGN TO B ----- ----------- _______ _____ _____`- == _'-_-_ �_ --- '--- --------- --------------- '-- --- - RELOCATED TO BACK OF FINAL LOCATION • - - — INSPECTOR. T j.-. � •.>--: - �13:1'TAPER 37+2(1.38. 7.63 RT ; � 0 DETERMINED BY • .:. 2 .. ..::.. °(�) P(OH) P .• BE EMD -PAVEMENT TAPER SPEED.9i + R � t _ ___ 58 EF 12' DI �� P(OH) P(ON) P(OH) P(oH); REIOCAIED TO EACK OF E7I SEWER STUB' j19 LF 12' DI _ ,Pony y i� TO B REANVEO c IX 12' CULVERT TO • — — — — TO BE DETERMINED BY INSPECTOR. PROPOSED CURB. FINAL LOCATION _ i E=38034 (EX 127. ON �Ti6. CONTRARAMP CTOR TO __...1 4 STA 36+50.54, 13.00' RT: ----,t^C i IE -378:66 (EX 36� - ! VERFY 4Y1� RAI/P LRIES UP .. I BEGIN PAVEMENT TAPER.:' 416 CURB RAMP DIRECTLY END CURB. GUTTER AND SIDEWALK • c - r .. E•379-18 (EX 48�) ._ : I INSTALL TEMPORARY ASPHALT RAMP 45 CONTRACTOR TO FIELD LOCATE CB,134 ; .._ _ i ACROSS SE 2ND PL. I ADA COMPLIANT SLOPE SEE SHEET 20. i. Sf0Id1 DRAIN (SO) SHALL BE LPEP UNLESS OVER EX 12•. CULVERT SO -THAT CATCH '. INSGLL rI�'"1>N� RAP PAD PER ' ( ( I PRN)POSEO LNODutAR BLOCK . NOTED OTHERWISE. BASIN 6 FLUSH igTt. PROPOSED CURB. SPECIFICATIONS ON SHEET 15. RIP RM WALL SEE DETAIL SHEET 13 PORTION OF EXC LVIM BETWEEN ai PAD STALL BE INSTALLED pTI51pE OF DAYLIGHT WAIL DRAIN O FACE W CTUIU m DAC asurrcn ORDINARY HIGH WATER MAW, OF WALL Vt ( (GAL UATW w' 7/9 15 CITY OF RENTON, MAND.: 88. OEPARTMEN'f OP PUBLIC WORKS -0 SE-MCHWARK U 4 w APPROY W DANE 3 cow MOL AM WaRm NAL LL 2 SET DAW BELOW GfADE. I 1 0< AeeRvrL11x DATE w APPROMBf DAX NO. I DATE I Za =W U a 0 a U ASBUILT FRONTAGE IMPROVEMENT PLAN AND PROFILE FOR CO:PPERWOOD FTN OF THE NWI/4, OF THE SE1/4 OF SEC. 15 o 10 20 40 TWP. 23 N, AGE 5 EAST, W. M. w� 3F15.7o CITY OF RENTON, KING COUNTY, STATE OF WASHINGTON I - 379-W (4B• NE) IT 379.90 (48' S)EX FIRE HYDRANT W ASSEMBLY INSTALL THERMOPLASTIC E 379.62 (18' E) Z. 70 REMAIN ROSSNALX STRIPE PER cPFCULL NOTE: L 382.25 (12' N) W. CITY STANDARDS. i 1 t ' ' ....,s PAVEMENT RESTORATION PER THE CRY OF RENTON CONTRACTOR TO FIELD EX I t I .. _.v....... S' aTRENCH & STREET LOCATE CB%32 ON TO TO REMNN II ( ;n -., „/ / Ex CBOUEMEN(CRESTORATION MUNE CODE COON EX IE -3&1.75 DOSING 12• CULVERT I '2 ' RRd 385.18 9-,0-,L)(LYILL 8E APPLICABLE ON ALL :RONTACE IE - 3711 (18" N) - CT TO FIELD SPECIFICATIONS Lit THE i 1, E - 380.71 (12- S) ISNSPE SCTORj O • IX R - IE - 379M 18- �EX. 12'PLB.VERT — — EX SEWER MANLKXE : �'IX I I� / .. IT - 379.89 (12 E) — — �° ,O — — W _ i «8.- --� — - — EX R ..:_.. -____. __ ' ''.... 1 o _-- _..-.__ IX 1 ' TO BE RELOCATED TO w w w w I I - _ 0 ' — , w -y .— yr - — — — - --- -- ------- -- - --- - --- - ----- BACK PROPOSED CURB: FINN. 8 SR —.'-^.._ _ __ __ _____ -------- _------------------3 G _—_ 0 0 - ___-_ ___ •___ ___________ ___ ___•__- ----------- I___•- - ___ - —__ - _ - ___ . �`-")'-�'='- i O wL BE DETERMINED BY p \\. w EIt _ w w'— w w 111 • '� ; - TO REMAIN :- - - -`: s w w w --� w w — w� STREET SIGN TO BE RELOCATED 4W8! _ _ - WALK. - � o x �w _ - .. T LOCATION PHro05EED I' ee am PI.1 ae �seTti StREET _.._INSPECTOR. 58 tf 11' p. - "'--c- STREET 1X;RT� -- 3 __________ ____ - --- _____________ ___ _____ ___ __ o __ _ NO PARKING SIGN TO B ----- ----------- _______ _____ _____`- == _'-_-_ �_ --- '--- --------- --------------- '-- --- - RELOCATED TO BACK OF FINAL LOCATION • - - — INSPECTOR. T j.-. � •.>--: - �13:1'TAPER 37+2(1.38. 7.63 RT ; � 0 DETERMINED BY • .:. 2 .. ..::.. °(�) P(OH) P .• BE EMD -PAVEMENT TAPER SPEED.9i + R � t _ ___ 58 EF 12' DI �� P(OH) P(ON) P(OH) P(oH); REIOCAIED TO EACK OF E7I SEWER STUB' j19 LF 12' DI _ ,Pony y i� TO B REANVEO c IX 12' CULVERT TO • — — — — TO BE DETERMINED BY INSPECTOR. PROPOSED CURB. FINAL LOCATION _ i E=38034 (EX 127. ON �Ti6. CONTRARAMP CTOR TO __...1 4 STA 36+50.54, 13.00' RT: ----,t^C i IE -378:66 (EX 36� - ! VERFY 4Y1� RAI/P LRIES UP .. I BEGIN PAVEMENT TAPER.:' 416 CURB RAMP DIRECTLY END CURB. GUTTER AND SIDEWALK • c - r .. E•379-18 (EX 48�) ._ : I INSTALL TEMPORARY ASPHALT RAMP 45 CONTRACTOR TO FIELD LOCATE CB,134 ; .._ _ i ACROSS SE 2ND PL. I ADA COMPLIANT SLOPE SEE SHEET 20. i. Sf0Id1 DRAIN (SO) SHALL BE LPEP UNLESS OVER EX 12•. CULVERT SO -THAT CATCH '. INSGLL rI�'"1>N� RAP PAD PER ' ( ( I PRN)POSEO LNODutAR BLOCK . NOTED OTHERWISE. BASIN 6 FLUSH igTt. PROPOSED CURB. SPECIFICATIONS ON SHEET 15. RIP RM WALL SEE DETAIL SHEET 13 PORTION OF EXC LVIM BETWEEN ai PAD STALL BE INSTALLED pTI51pE OF DAYLIGHT WAIL DRAIN O FACE W CTUIU m DAC asurrcn ORDINARY HIGH WATER MAW, OF WALL Vt ( (GAL UATW CITY OF RENTON 7/9 15 CITY OF RENTON, MAND.: 88. OEPARTMEN'f OP PUBLIC WORKS Halz.: t'� VERT_ 1'.3 SE-MCHWARK a®. CITY OF _ R RENTON . 4 FOUND MONUMENT N CASE APPROY W DANE 3 cow MOL AM WaRm NAL 1/15/15 2 SET DAW BELOW GfADE. M710V®sY DATE 1 CRY OF RENTOR CONTROL TOW ND. 478 E1.39tAT8 AeeRvrL11x DATE (JUNE 2012) APPROMBf DAX NO. LL AT BACK OF LOTS 11-18 [ilT 7/9 15 -1 amFLT Halz.: t'� VERT_ 1'.3 "®' a®. CITY OF _ R RENTON . R CITY REVIEW BAT 4 22 i5 BAT BAT R. CITY REVIEW RAC 33(1 15 RAG BIT R. CITY REVIEW. B3T 1/15/15 BJt Ia DATUM Pianning/Buiiding/PuWic Works Dept: � � REVISION BY I DATE I APPR =W �" "®'•°"' e I PER AS -BURT REVISIONS 3/8/16 I T FROHTAC EWROVEENT PIAN AND CO PERW ',�MCOUADSE A�RQA�N,�T�HTOi��ESE MA BELLEVUE, WA 98" A13=fZ-38/(/47 Q — i R E 4 3 4 EX. 24" AD51E J620 PORTION OF SW 1/4, NE 1/4 SEC. 15, TWP. 23 N., RGE. 5 E., W.M. EX. SOMH (E p i- 5 CP 3b5 bt N/ FASH6AIX i- 24" ADS iE 82.t9 (/N -EJ { I--- iyq 36"IE 3)30 (01/1 S) , I DRA/NAGE'•. f ;' +.1(f� - ; I� _.■� E 2a' a05 tC �E200 (lN-) 9I t i i EASEMENT. 152 I 11 .i: iiii.JJ�lll... 111�JJJVVVV ve. NE EX 24' ADS IE ,P25 P4G LOT GRAIN t I INitlmtl, wA98P3td913 CL N'ErvD _ "1 T r I ---11 I Q• ` (,•g,3 SDCO / ,RASHRACK 11. I I 1 i ; I i5' ,410E °RAVEL I Ll 7 - I TTP 425:821.8448 ACCESS ROAD ND ' i 7 I _ { 22 425.82t,998t fm:. - -� (.. �l'1 I sfEEPLR rHAN.�r I 1 [ 7 I -9____` 6aaAe6.ars6mh6"a 4. 11 1< _ \ "PAD 400.2 nw vamm , .E i 6' NfOE >✓r`'r'= A%NL3-ST-F'- EX s n teERM ' OWSQ sEEt'r�r9 I ___ I I I. CE Li I r` Ex 12' CONL fE iaz5 /• h/ I* _ _- 2 x • ` \ 7 , , ' r m (SEE 0 f I i _ ^, i l { ' Q k Sm2s_:: r Ll U �_U SEE IXftN nETALL Afnt ' I , { 1 ; '(, I' i I �•5�0' W/RIPRAP PAO .:� QFgT TABLE 9L"ET 20 ; POND. "A; Il t ' g i J 2C (SEE SNEE7 TS) Y. i \ t� 11 i ; ; j s ; , N5 06665 5 786 EX SOMH 1 1 ; r I I f ij 1 ' 1 1 /r- E:1642930452J - r MP 38524 ! Y ' �I :1 1{ i r I r ! 1 ;1 ; ' I 12. IE 3?i-B8 X6.93 5 1 �' 1 \ ,, -- - SCALE: 1" = 20' W w 36' lE 37H96 (Im N) R/PRAP PADS (- i t. 1, 1 , J ' _- __.'_- y a 36-;E 3:H91 (LOT Si ''V co ': E >-t - I�-i gg I � O N° I I, I ill �..j I; I 1 I it i it •`j i _- 21 _ ., \� 1. 1� 1 `� PAD 391.5', - i 177 ®� Q i !i } � Li� 1 •'" 1 , r rl , i I`� i- 1 �t 1'�.� �,2 i U - _ nl 1 1 Zr ACCESS AND -� e lrnurr EAsrarENT 5' NIDE BERM -EL 3]9.0 1 - �` I'I t (( t w; , i i II I , I' I 1 `�➢' XfOE ORA/NAGE �3 0 !� A - a - -.� =POW SEcnCN. - . z 8 �^• ,,; • t [. - I I it I I is' -N1 EMERCENcr ,.� .I I I €, �; 9 x �_.ad, . RELOG tm IXrat BOTIoL's.;ILEwnr 3ED/R]L DETAn,I �I i f I TEL 388:]0 _ ii L 1 11 y, 1}r": N- , I I _ "� ANo wtgrTABLE sH�• � -:� � i I I 1 Ii: I I ( . •TRAC12 T` is nra o DE>EvnoN MIN 7r lT+n200•4D.00'RT i I'- # i I i i I 'NfINR 7RIgR7R,FER - ( - -6 s':� M O t2" fE B84i6J8120 I ;; t II I.I i i :: DEracimlEET'24_' . 'eoriwa .., -1� _�'"` ' _ `C� r I w/IapaAP PAD ,E D6421L37s9 I, 'FL B 2s a -a g Lg 53 . ' . I .. i 1 I E 164262A`dB00 Y �. l , II I '1 BEE.9ikFT 9 ,', - :1 , Lf+Dnaq rats Rr •,.I Pi} .. '.I I `, � - - _ r• _ EX SOMH 1 mP384.f4 .;; i ' i ,.'( .,POND ,IX/7LE157A ih. ( �r - •" 36" IE 3]&]I (IN -NJ : ! . I � 'i N::SL�.SD3°581 ', I -1 I .1 II 1 -- MItlUEL L�NAnE.S�`E i'E - �;. - 31•..;;ie•_. !c • I „ I : 1 i jl 4_ f �. ; jj _ I I I .1 1 '18�'IE'380.DD j {: I . - ____ - __ f [['�>'�h• �. i I i 7N 4 L 6 - LET 7A a I , h I , r r e TON6.OQ 6200' RT I, I , g ^/E.�st+Jiss2 1'n076f,T'- 1 I a �'TA�EE�zo� i ! .�' , ' 1 � C I I /i - 11; FS07%LT. L6t�D3CAPS AEC13BP6T Q EX. 12" AOS -- " _ „ I I i i I ��. - - \\ - - - X % 1{ - PAD 390.5 PIDSf SOWaTTAL DAY&: 7/19/06 B (N END).. ( II: T y{ ! I I ( I I _ -- .. ' SCATS., : $A�.I 20'..,Y�:N/A � C8 47, . 3 a APP_Rl?IOAfA1E ANO .MAY NOT_BE,-i J A W.D.�HlGM;50.'1Q.IHIOD •rExcE cnNSlrwcr CONTRAQ7DR5 RESPON57BIUTY';`(0-'FlELfI' {k( ffi .DOUBLE HUNGv GALES AT BO,M m ') „L, :'••c i 1 --i-- - - --_ 1 1 GRAYEL.AL:CE58 ROA055 SHONN.:- ' YERIF.Y'Lf7CATIDN OF;flTILIRES `PRl.DR .TD 4m t I I _... _... _ I .... ,, } .,.,... ':.,�� gBA�y - •!s a' ,PROC£EDIING`NITN CAYS7f2UCAQV= Y(NJ _. <k EX. 1Y CONC. 1E 3823 j f I ' , I i ) ',-'Y '_'_r Vit„ N>€>•, ..'SII,�`.,.�r:;... e'`' \ i - MUST CALL 7-800.=424-5555 fJ0,1'•LESS L,A:. E END I { a - '-'---•A�°A _ Ee. Jess - I - TNAN_2FULL BUSINESS DAIS: BEFORE �¢NO .wgn8droo �� � .-",-�-^,:� � ::' - .: ,,:' -_ ,= �_ :::` "�;,:: �"D;rE,�cRk_1•E�,- .yt.,, - x' c_;,,_ C8 49 ;-,- \ ' '.. ^UNDE7iGRIXlND'U,$G77ES MAYBE_ -'LOCATED. '�< - ag ` \ t SUBSTANnAI R(PAIR:'COSTS: � ��. . _ � _. 8886Y11g'i'if8�p? Im EX LB --- r -4,10N&TR1JGdED, RL'ANS- f TOP 384.22 -: - _-.. a 3a 2 t2` ADS lE 3824211N -N1... ,. _ . L:7� s. SEE� is FOR S7ATDiFNi 3 ^o I2` CMP IE 38242 (lN I2 CON i `�+• : C E Jffi.22 (OU E) - t.,:.: .. . .. ..., .... - , ,. _ ,... .. .. ,.. .. .•:'-- ...c- G. v.;.. .. w:: .. ...x..,...- t�' M _ n EX. SOMH : ... _,. . . ..... ._.,.. .. ..0 .....,. END:...:... .SEE".__ .._ . : ..._ ¢ .........._._. .,.., ,Y ..... .... .... •. ,... .., ..+. .. .n.... ..... ..: ., ., .. .... -. .:...� .. ... x. -v ..,__..._, ... ... .. _. ., _...�... 'Tq.sv. is .�.w .._ :3. ,.::-.i.. .�. .. �.-- 11 �..t� ,-,.. r -_ :y.-- _.r Chedred-for Cam Nartce.lo Cit .Standards t- 6:IE3.6 ___ _... .. ,__..:„lx: �:;�. ". x:.: :, w:hk £:, .X„. .--f Ti /_.., i. I: x,N. p Y- 5 -.:., _ ,,.... _ ._. � ..... SHEET.I4J .ORfYflMAY � ... - � �.�-": �... ';-�._.v..3 , t.4fss-�' i. .y . 36 IE 378.25 IN -14) - „ _ .� 36 /E 3]8.22 (IN N) ..'... ... . 3 :... -. _ � T��+3�-.-. �.: '. d•>e,� _ sn 1 SE 2ND PLACE _ ------ _ 4 �`e= f _ SEE PDND SECRCN T �r .£"'t _ i , '°N N°� 03 " 185 1 EET 23 ----------OHP �. z; o �, saw xo. 22 oY 36 - --------.-OHP------- R % O EX 12" ADS lE J80.5/ 'EX E Q CUP IE 3]8.5 Z (SE END) EX 36" LMP lE 3782 SE END W (RASH RACH - 0260TIMAD ASSOCIATES AB,R 334094 Qa"o2a' _. . u "' - i� �;� DOWNSTREAM CONDITIONS Point A: 12" LCPE (N-12) culvert under driveway to the west adjacent property. The proposed south combined detention/wet vault will be discharged to this ditch. Half street improvement with street widening, curb and gutter, sidewalk will be installed along the frontage of the site. This 12" culvert will be removed and replaced to lineup with the new catch basin at the edge of the new curb and gutter. PACIFIC ENGINEERING DESIGN, LLC 15445 53m AVE. S., #100 Seattle, WA. 98188 (206) 431-7970 www.paceng.com Green's Landing Short Plat Downstream 5008 NE 2nd Street Renton, WA 98059 SCALE: None DATE: 8/01/201 SHEET: 3 OF 14 JOB NUMBER: FILE NAME: BY: JF 15020 1520Photobase DOWNSTREAM CONDITIONS 0 ul -�'i�F{, - Combined detention/wet pond at the northeast corner of the intersection of NE 2nd Street and Hoquiam Avenue NE for Beclan subdivision. PACIFIC ENGINEERING DESIGN, LLC 15445 53P -D AVE. S., #100 Seattle, WA. 98188 (206) 431-7970 www.paceng.co Green's Landing Short Plat Downstream 5008 NE 2nd Street Renton, WA 98059 SCALE: None DATE: 01/201 SHEET: 5 OF 14 JOB NUMBER: FILE NAME: BY: JF 15020 1520Photobase Ma DOWNSTREAM CONDITIONS ice. •- .. .� - t Gravel based drainage ditch along the north side of NE 2nd Street near the crossing of Maplewood Creek. Point C to point D: 12" concrete culvert under private driveway PACIFIC ENGINEERING DESIGN, LLC 15445 53"D AVE. S., #100 Seattle, WA. 98188 (206) 431-7970 www.paceng.co Green's Landing Short Plat Downstream 5008 NE 2nd Street Renton, WA 98059 SCALE: None DATE: 8/01/201 SHEET: 6 OF 14 JOB NUMBER: FILE NAME: BY: JF 15020 1520Photobase DOWNSTREAM CONDITIONS Y A 17 �i r a a rs Point E: 18 inch concrete culvert at the north side of NE 2nd Street at the crossing of Maplewood Creek. PACIFIC ENGINEERING DESIGN, LLC 15445 53RD AVE. S. , #100 Seattle, WA. 98188 (206) 431-7970 www.paceng.co Green's Landing Short Plat Downstream 5008 NE 2nd Street Renton, WA 98059 SCALE: None DATE: 8/01/201 SHEET: 7 OF 14 JOB NUMBER: FILE NAME: BY: JF 15020 1520Photobase DOWNSTREAM CONDITIONS Point F: Catch basin and drainage ditch along the south side of NE 2nd Street at the crossing of Maplewood Creek. The catch basin has two 12" concrete inlet pipes from the east and west, one 18" concrete inlet pipe from the north and one 18" outlet pipe to the south. PACIFIC ENGINEERING DESIGN, LLC 15445 53PD AVE. S., #100 Seattle, WA. 98188 (20 6) 431-7970 www.pacen Green's Landing Short Plat Downstream 5008 NE 2"d Street Renton, WA 98059 SCALE: None DATE: 8/01/201 SHEET: 8 OF 14 JOB NUMBER: FILE NAME: BY: JF 15020 1520Photobase DOWNSTREAM CONDITIONS Drainage ditch along the north side of NE Pt Court near the crossing of Maplewood Creek. PACIFIC ENGINEERING DESIGN, LLC 15445 53RD AVE. S., #100 Seattle, WA. 98188 (206) 431-7970 www.paceng.com Green's Landing Short Plat Downstream 5008 NE 2nd Street Renton, WA 98059 SCALE: None DATE: 8/01/201 SHEET: 9 OF 14 JOB NUMBER: FILE NAME: BY: JF 15020 1520Photobase DOWNSTREAM CONDITIONS Drainage ditch along the south side of NE 1St Court near the crossing of Maplewood Creek. PACIFIC ENGINEERING DESIGN, LLC 15445 53- AVE. S., #100 Seattle, WA. 98188 (206) 431-7970 www.paceng.co 1' I Green's Landing Short Plat Downstream 5008 NE 2nd Street Renton, WA 98059 SCALE: None DATE: /01/201 SHEET: 10 OF 14 JOB NUMBER: FILE NAME: BY: JF 15020 1520Photobase DOWNSTREAM CONDITIONS 4` A. -771 �,� „� `qty •�, -� - ' '�• . ,::R � ` t�:< �,Y a �' .fir v. - =� -. � '^ _ `< ;�lF 0 � c. > '` ` _ `fir. � _ � •^ f : � -F ,V'��"lk Point J: Catch basin at the south side of NE 1St Court at the crossing of Maplewood Creek. PACIFIC ENGINEERING DESIGN, LLC 15445 53- AVE. S., #100 Seattle, WA. 98188 (206) 431-7970 www.pacen Green's Landing Short Plat Downstream 5008 NE 2nd Street Renton, WA 98059 SCALE: None DATE: /01/201 SHEET: 11 OF 14 JOB NUMBER: FILE NAME: BY: JF 15020 1520Photobase DOWNSTREAM CONDITIONS - 1 48" CMP culvert at the northeast corner of 142nd Avenue NE and SE 2nd Place at the Maplewood Creek I crossing of SE 2nd Place. PACIFIC ENGINEERING DESIGN, LLC 15445 53- AVE. S., #100 Seattle, WA. 98188 (206) 431-7970 www.paceng.co Green's Landing Short Plat Downstream 5008 NE 2nd Street Renton, WA 98059 SCALE: None DATE: /01/201 SHEET: 13 OF 14 JOB NUMBER: FILE NAME: BY: JF 15020 1520Photobase DOWNSTREAM CONDITIONS 48" CMP and 36" CMP culverts outlets to Maplewood Creek. PACIFIC ENGINEERING DESIGN, LLC 15445 53p` AVE. S., #100 Seattle, WA. 98188 (20 6) 431-7970 www.paceng.com Green's Landing Short Plat Downstream 5008 NE 2nd Street Renton, WA 98059 SCALE: None DATE: /01/201 SHEET: 14 OF 14 JOB NUMBER: FILE NAME: BY: JF 15020 1520Photobase IV. Flow Control and Water Quality Facility Analysis and Design 24 Part A Existing Site Hydrology Duration standard forested site conditions flow control requires matching developed flow duration from 50% of pre -developed 2 -year peak to full 50 -year peak. Existing site condition is forest condition per City of Renton Flow Control Application Map. Scale factor = 1.00 (Seatac) Total project site area = 1.28 acres (assume till forest, soil group C) e EiaZ v pn Summa.,aAmort _ =. x 25 r Ll K -- ---- - _ I I 20 0 10 2D 40 0 I mAPHIC SCALE O✓ I ; ryr T --- �� �'I SCALE- 1'-W o or I 1 I � �� N 1/4 COR SEC. Q -- r FND. 3' BRASS S 88'22'19" E 2623.96' (city 1851 to 1852 meas)(bosis of bearings) - I IPSA SEPT CE DUSK S 88'22'19" E 2623.83' —city record) S 88'21'13" E_ 2642.69' (1/4 cor to sec cor)' -1321.34' i I l ,� ( r _ 660.87 7 W m I I t{ G -A r. 8 A C 18.75' LOT 3 a � /�. _ ^I I j L, ! i Cf1Y #1851 o N T- 660.6 NE COR SECS 85'46' _ � 1/2 FND. 2 " BRASS In g NI FND # 1852 SURFACE DISK FND �o �o . 3" BRASS (SEPT 2007) cSURFACE DISK LOT 4 j Ili i)� 1 j VV t�� M 661_26' N 882_3'15" W (SEPT 2007) MI N o) I � 661.26 N M cm•� S 88'24'16" o 661.55 vry' rn v> fZ o M 61 _ 661.85 _ 1323.69' 3 y. 661.85' N 88'25'16" W n I DO 0 CD1 W I i EX CTR OF SEC. ( N I ( I I FND. CONC MON IN CASE (SEPT 2007) j L02' 663_02 _1326.04' S 88'29'19" E 2652A8' t j i SECTION BREAK DOWN NTS \523p5g21$y� �� I I�� Tn MAFLZ- WVOD I _ GRc`N (<"gi 4� I. I — — -- f NE-6612ND STREET_S 88'25'16" E ----- =—w I X _ _.R IN COMPLIANCE WITH CITY OF RENTON STANDARDS ,r 5 (� so G AXIS ► �� VI N CSL C��SI 1� MAP o WA Pacific 9�W I�� �1��J �� s' 'yam C°"EP01NTE 1. 20' CITY OF 12-04-201.� GREEN'S LANDING SHORT PLAT 0. LYDIN 3 6 R E N TO N ` w ui Jj y 1 J A LY f� It i = -_- Civi! E'ngin�erinJ <. SI �0 DATUM planning/Building/Public Works Dept. EXISTING CONDITIONS J.' a Planning C�nsulurrF� 1ZIA1 !7 NO. REVISION BY DATE APPR�"'' �0 P08 P08 (� Subbasin Name. jProject Site Surface Intedlow Save xy I Load x,y Groundwater F W, Show Only Selected Available Impervious Acres Deselect Zero I Select By:I GO 26 Flows To: I I ❑ Mitigated Area in Basin Run Scenario 3asic Elements Available Pervious Acres Fy` C, Forest, Flat 1.28 0910 OWN Pro Elements 1_ nmercial Toolbox veElements i PerviousTotal 1.28 Acres Impervious Total 0 Acres Basin Total 1.28 + Acres Save xy I Load x,y Groundwater F W, Show Only Selected Available Impervious Acres Deselect Zero I Select By:I GO 26 O LLL + 0.001 Cumulative Probability +�'+t++H+FI#FNHFN + 5�1 0.001 G v.5 1 2 5 10 20 30 50 70 8u 90 95 98 9999.5135 Stream Protection Duration LID Duration Flow Frequency L Water Quality I Hydrograph Wetland Input Volumes I LID (deport l Recharge Duration Recharge Predeveloped Recharge Mitigated Analyze datasets Compact WDM 701 Inflow to POC 1 Mitigated 702 Inflow to POC 2 Mitigated 703 Inflow to POC 3 Mitigated 801 POC 1 Mitigated flow 802 POC 2 Mitigated clow 803 POC 3 Mitigated flow 1000 Ditch ALL OUTLETS Mitigated All Datasets Flow Stage Precip Evap POC1 1 'POC 2 POC3 J Flood Frequency Method t: Log Pearson Type III 17B ? Weibull Cunnane r Gringorten Flow Frequency Flow(cfs) 0501 2 Year = 0.0376 5 Year = 0.0591 10 Year = 0.0713 25 Year = 0.0842 50 Year = 0.0921 100 Year =.. 0.0989 Annual Peaks 1949 0.0370 1950 0.0461 1951 0.0829 1952 0.0261 1953 0.0211 1954 0.0324 1955 0.0517 1956 0.0412 1957 0.0332 1958 0.0374 1959 0.0321 1960 0.0560 1961 0.0316 1962 .0.0197 1953 0.0270 1964 0.0355 1965 0.0255 1966 0.0245 1967 0.0512 1968 0.0319 1969 0.0312 1970 0.0258 1971 0.0275 1972 0.0617 1973 0.0280 1974 0.0304 1975 0.0412 1976 0.0298 At point of compliance at the drainage ditch that runs along the north side of NE 2nd Street just downstream of the southwest corner of the site. Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.0376 5 year 0.0591 10 year 0.0713 25 year 0.0842 50 year 0.0921 100 year 0.0989 27 Part B Developed Site Hydrology North basin Total drainage area = 0.62 acres (lots 1-4, access tract for lots 1-4 and the west half the right of way of Hoquiam Avenue NE along the frontage of the site north of the access tract for lots 1-4, this area will be collected and conveyed to the north combined detention/wet vault) Asphalt pavement for Hoquiam Ave NE = 0.04 acres Sidewalk for Hoquiam Ave NE = 0.01 acres Shared and private driveways for lots 1-4 = 0.06 acres Roof area for lots 1-4 = 0.20 acres Total impervious area = 0.31 acres Total pervious area = 0.62 — 0.31 = 0.31 acres (till grass, soil group C) South basin Total drainage area = 0.621 acres (lots 5-6, Storm Facility Tract and the west half of the right of way of Hoquiam Avenue NE and the east portion of the north half of the right of way of NE 2nd Street along the frontage of the site south of the access tract for lots 1-4, this area will be collected and conveyed to the south combined detention/wet vault) Asphalt pavement for Hoquiam Ave NE and NE 2nd Street = 0.147 acres Sidewalk for Hoquiam Ave NE and NE 2nd Street = 0.08 acres Private driveways for lots 5-6 and Storm Facility Tract = 0.03 acres Roof area for lots 5-6 = 0.114 acres Total impervious area = 0.371 acres Total pervious area = 0.621 — 0.371 = 0.250 acres (till grass, soil group C) Bypassed basin Total disturbed area = 0.039 acres (this area will be collected and conveyed to the existing storm drainage system that runs along the north side of NE 2nd Street and bypass the south combined detention/wet vault) Asphalt pavement for NE 2nd Street = 0.022 acres Sidewalk for NE 2nd Street = 0.010 acres Total impervious area = 0.032 acres Total pervious area = 0.039 — 0.032 = 0.007 acres (till grass, group C) 28 T CONNECT TO -Tv-TAL 1'��G-T S t T - I 1 EXISTING DITCH COMBINED DETENTION I WET VAULT J� �.. {� /'� -.. SEE NOTE AT LEFT A& COMBINED � � � ��� � -' � ` � l/ � 1..� . i COMBINED DETENTION I WET VAULT I �\ \\ I 1 __� _ CB #1 (TYPE I) EXISTING TREE TO REMAIN (TIP) [441 x 27'W] \ \� �J'' / _ \ \ SEE SHEET P05 FOR DETAILS �- 91.12 z 100 YEAR DETENTION WATER SURFACE EL. = 401.50 j'(j TOP WQ EL = 397.50 a� N CB #13 (TYPE II) BOTTOM WQ EL = 393.50 m Z - �: / �;-� ICONTECH CDS 2015-4 OR REQUIRED DETENTION LIVE STORAGE = 4,660 CIF z� _ ... APPROVED EQUIVALENT j I PROVIDED DETENTION LIVE STORAGE = 4,752 CF ( _ - ._- \ "I FOR PRE-TREATMENT SEE REQUIRED WQ DEAD STORAGE = 2,065 CF (A " NOTE AT RIGHT- �: TRACT B STOR A R PROVIDED WQ DEAD STORAGE = 4,752 CF ( >Dp m I* — I -\I /L.- I DRIPLINE (TYP) INV. 6" (SE, NE) = 398.00 O �1 ( n 6,056 SF I r / 0 0 0 NEW 6 s o0•31'1p^Iw z9a�i• LOT 3 _.. 7' LOT 2 _ -I / i- - ac m m STORM.- TYP .. - ._ �_ ....5:a31 SF ._ I _�. _. I -----s.mo SF \ INV. (12" SE) = 398.00 I rn F _ _.._.__. \� 20 0 10 20 40 I— 12" FLOW CONTROL RISER OVERFLOW EL = 401.50 I � I - 4� ( ) I \ \ � / � CB #14 (TYPE I) Q Q INV. 12" OUT (SW) = 397.50 M o ` CB, #i2 (TYPE 1) J BOTTOM ORIFICE EL. = 395.50 "? BOTTOM ORIFICE DIA. = 0.75 (3/4") ( - / \ CiAPF'IIC SCALE Z) F- 2ND ORIFICE 4" ELBOW EL. 398.90 CB #2 (TYPE I� I 6ao5' - - 58.00' 25' PRIVATE STORM I' - I SCALE. P'20' I. DRAINAGE EASEMENT -- 2ND ORIFICE DIA. = 1.00" n 40 INFILTRATION SYSTEM O _ - ( .I / STORMTECH MC -3500 NEW 8" 412 L--------- _ - --- - CLEAN, CRUSHED, ANGULAR STONE BED SIZE _ ---_. ._. _.. ___. - _....... -- - I W ,J STOR TYP) I _ ao.00' _ - CB #15 (TYPE I) \ _ [77.51 X 22.75'W X 55H] W/ TOTAL 30 CHAMBERS, -- I F- -.- - - _ _ _ I - - - _ - _ _ 6 END CAPS. 3ROWS -ONE ISOLATION ROW, TWO __---------------- �� INFILTRATION CHAMBERS. CB #3 (TYPE Q SEE SHEET P06, P07 FOR DETAILS z �o I I CB #11 (TYPE I) I GRADE OF ACCESS ROAD TOTAL LIVE STORAGE REQUIRED 4,96 CIF TOTAL LIVE STORAGE PROVIDED = 5,910 CF z IXC' SYSTEM OVERFLOW EL. = 412.75 Q I 4 LOT 60 4�I { LOT 5 --I �� I 364 SF N 5,81$ SF SAWCUT EX. ASPHALT PAVEMENT (TIP) I 5,mI ('. I ( 2 - I LOT 1 _ _ R 21 LF INFILTRATION I LOT 4 1 s•" 1 , 1 d/ ' LzLI �© � ' •SHEENC T PO6 (ISEE DETAILI s.4so SF i I INFILTRATION SYSTEM N otAL PRA! NA&7F- ARS )EA � 0, 6ZAC . LLI i`•> CB, #10 (TYPE I}I I I SEE NOTE, THIS SHEET 1 &. o AP q FLOW co ROL � Cc Tv �� w \ -F RL- PIL _ -- L--------- /� )G(Z�PI , r, p�t� 2 /� ..+ _ r, .� ( : "-;: 3rnP -� \ CB #9 (TYPE II) CB #16 (TYPE ##(TYPE 1) I 101AL I' C(ZV� ou & AICEA ` a -J FS , Z_ rpt �� - - _ S _ ao.nn' " �DTAL V t DN k�12-C�i ... 26 3 1 Moo' v�'AL i'cRVIoItiS AR a 32 PR 416 P' -T ".,:,' #17 (TYPE 1) A ----'CB #4(TYPE I) .. .�..,.: - - o.vv7c. C c�rtAss� CB #7 cT �> _ _: _ 0-T J� 1 STA.. 0+00 NE 2ND STREET I $ '" " " w N N IAvz- " �j � ✓H Rz 0 IAL► 176,77.s..... ( ) o �v '< : CB 8 TYPE I B #18 (TYPE I) I + 1 G1`Y �V1.7 = STA 5+00 (HOQUIAM AVE NE) s o-za'oa- w 3 C - - _—. . e� + 7 1� /�— — i— — I CV ..� 1/ �oli42_ / c, ° .=� ( �� N_. _- -- °.J-- —� F --- ---N — .--3�N n r .�. r --- --�N yr -1 A l ri ��,Yv/�W ,4Nb PR p ®-m/Ay-,; I N J -- N I LJ :�' I 1 L J L _j �l .. -.. w/`lt K `iVi'C 5 W = ° S g sF . 9, o v o 21 LF INFILTRATION - , I i HOOUTAM AVENUE NE L J p Rj VATL; Y TRENCH#1.(SEEDETAIL.. t -J --" (RESIDENTIAL ACCESS) W q1 SHEET P06 TYP) L J I LJ '-::: ___:, = V4 N r1 L { IAT I(>&/ �y "i� CB TYPE 12"-S1DftM. tf.". y/ -= -- -_ .... NFt �1 w / 01 ER�Pt-ow PATO To �,ouTh v TA L t7RAWA&i ARC = 0, 6 ( ,4 G . i 1-v R' WQ iR T rel �nl�' BEFORE AFFLY }=LvwcONTROL'13►M CRZ—p STOT= D�to -Tu AL I M ra RV W6, AYZ��h = o � 71 A, c _AL PCz, � u{PIT � LEGEND USG Cti 29 Subbasin Narne:N2rkl Surface Flows To: IDitch Area in Basin Available Pervious Acres , rV C. Lawn, Flat F3-1 PerviousTotal a.31 Acres Impervious Total Q31 Acres Basin Total p.62 Acres —] f— Designate as Bypass for POC: InteFflOW Groundwater FD it 767 --1 F- rV Show Only Selected Available Impervious Acres Fy- ROADS /FLAT 1.04 ry ROOF TOPS)FLAT _I F2 r,o DRIVEWAYS/FLAT I06 ry SIDEWALKS/FLAT I Fo-1 SeleLl Bir: 1-- 'Go, , -] 30 Subbasin Name: ISouth Basin - I ii Designate as Bypass for POC: S urfaCe Flows To: Ditch Area in Basin Available Pervious Acres iv C, Lawn, Flat IF251 Inteffl6w Gfoundwatef r Show Only Selected Available Impervious Acres Iv ROADS/FLAT 1.147 r ROOFTOPS}FLAT .114 r DRIVEWAYS/FLAT I .03 r SIDEWALKS/FLAT I .QB PerviousTotal Q.25 Acres Impervious Total Q.371 Acres Basin Total Q.S21 Acres Deselect ZeroSelectBy_1� C'D_ 31 E Bypassed Basin Mitigated Subbasin Name: jBypassed Basin -----� FF Designate as Bypass for POC Surface lnterflow Groundwater Flows To -- IlDitch Area in Basin Available Pervious Acres Or Lawn. Flak �OO� Tv— Show Only Selected Available Impervious Acres W ROADS/FLAT 1.t]22- fyV SIDEWALKS/FLAT 1.01 -- — PerviousTotal O.007 Acres Impervious Total 0.032 Acres Basin Total FO -0-3-9----7 Acres =tQ= Select By= GO 32 o Cumulative Probabiling 1.0 o�+ TJ1 LL + +++ +msµ , 0.5 1 2 6 16 24 30 50 70 8'u° 45 WE u9g4513 Stream Protection Duration I�LID Duration Flow Frequency Water Quality I Hydrograph Wetland Input Volumes J LID Report Recharge Duration Recharge Redeveloped Recharge Mitigated. Analyze datasets Compact WDM J 501=POC 1 Predevelo ed flow 702 Inflow to POC:2 Mitigated 703 Inflow to POC 3 Mitigated 801 POC1 Mitigated flow 802 POC 2 Mitigated flow 803 POC 3 Mitigated flow 1000. Ditch ALL OUTLETS Mitigated All Datasets Flow Stage Precip Evap POC1 POC2 POC3 Flood Frequency Method Log Pearson Type III 17B C Weibull " Cunnane C' Gringorten. Flow Frequency `n Flow(cfs) 0701 2 Year = 0.3092 5 Year = .0.4069 10 Year = 0.4754 25 Year = 0.5665 50 Year = 0.6377 100 Year = 0.7119 Annual Peaks 1949 0.4344 1950 0.3969 1951 .0.2696 1952 0.2019 1953 0.2184 1954 0.2516 1955 0.2766 1956 0.2745 1957 '0.3339 1958 0.2459 1959 0.2307 1960 : 0.2810 1961 0.2786 1962 0.2203 1963 .0.2698 1964 0.2490 1965 0.3498 1966 .0.2128 1967 0.4003 1968 :0.4268 1969 0.3174 1970 0.2885 1971 ' 0.3447 1972 0.4025 1973 0.1891 1974 0.3261 1975 0.3386 1976 0.2519 At point of compliance at the drainage ditch that runs along the north side of NE 2nd Street just downstream of the southwest corner of the site. Flow Frequency Return Periods for Developed condition without mitigation at POC #1 Return Period Flow(cfs) 2 year 0.3092 5 year 0.4069 10 year 0.4754 25 year 0.5665 50 year 0.6377 100 year 0.7119 Q100y dev - Q100y pre = 0.7119 - 0.0989 = 0.613 cfs > 0.15 cfs Flow control mitigations are required. 33 Part C Performance Standards The site is located in Duration Flow Control Area (Forest existing condition). Since no problem has been identified within the site and its downstream area, level 2 flow control (forest existing condition) is required. Basic water quality treatment is required. Flow control BMPs such as infiltrations and pervious pavements are used in this project to meet the Small lot BMP requirements per Section 1.2.9.2.1 and the Small subdivision project BMP requirements per Section 1.2.9.3.1 of the RSWDM. BMPs need to be applied in the order of preference per Section 1.2.9.2.1 to the maximum extent feasible. After all the BMPs are applied to the maximum extent feasible, then BMPs need to be implemented as described in number 5 in Section 1.2.9.2.2 of the 2017 RSWDM. See Section 2 of this report regarding special requirements, the only special requirement applicable to this site is special requirement 1.3.4 for source control. Dumpsters and recycle bins will be stored in the garages of each houses. Since the site is not a high use site, oil control is not required. The new onsite conveyance system is designed per chapter 4 of the 2017 Renton SWDM to convey the 25 -year peak with 6 inches of free board and the 100 -year peak flows. 34 Part D Flow Control System Average lot size of this project is approximately 5,534 square feet, Small lot BMP requirements per 2017 Renton SWDM Section 1.2.9.2.1 apply to this project. BMPs must be implemented, at minimum, for an impervious area equal to at least 10% of the site/lot for site/lot size up to 11,000 square feet and at least 20% of the site/lot for site/lot size between 11,000 and 22,000 square feet. The feasibility and applicability of full dispersion was studied first. The study found full dispersion is not suitable for this site to fully disperse the new impervious areas and new non-native pervious areas because long native flow path is not available due to the dimensions of the overall site and the existing onsite development as a single-family residence. According to the Geotechnical report and the small pit infiltration test result, onsite soils are fine sands. Pervious pavement and infiltration BMPs are suitable for this site. The following flow control BMPs are used to meet the requirements: 1. Full infiltration will be used to treat runoffs from Lot 1 through lot 4. The upper 4 lots are relatively flat, slope at the shared driveway is approximately 1 to 2% and the shared driveway can be used as the access path for the maintenance of the infiltration trench under it. 2. Limited infiltration will be used to treat part of the roof runoffs from lot 5 and 6. The lower 2 lots are located in moderated slope area, concentrated large infiltration device is not suitable, but smaller infiltration trenches in individual lots are feasible. 3. Pervious asphalt and pervious concrete pavements will be used for onsite shared driveways and private driveways and walkways. 4. Tree retention. A tree retention plan is prepared to preserve some significant trees on the site. Total lot area of the 6 lots = 33,204 sf. 10% of the total lot size = 3,320 sf. = 0.08 acres Total impervious area treated by full infiltration = 0.31 acres (north basin). Total impervious area treated by limited infiltration = 0.046 acres (south basin roofs) Total impervious area treated by pervious concrete driveways = 0.03 acres (private driveways for south basin) Total impervious area treated by Flow control BMPs = 0.386 acres > 0.08 acres, o.k. Final signed Flow Control BMP Covenant is required prior permit is issued and will be recorded with the Final Short Plat map. 35 Full infiltration for North basin (Infiltration trench #1): Total drainage area = 0.62 acres (area include lots 1-4, access tract for lots 1-4 and the west half the right of way of Hoquiam Avenue NE along the frontage of the site north of the access tract for lots 1-4, this area will be collected and conveyed to the infiltration trench under the shared access driveway for lots 1 through 4). Asphalt pavement for Hoquiam Ave NE = 0.04 acres. Sidewalk for Hoquiam Ave NE = 0.01 acres. Shared and private driveways for lots 1-4 = 0.06 acres (Use pervious pavement BMP for these areas, credited as 50% impervious area and 50% grass), counted as 0.03 acres of impervious area after apply Flow control BMP credits. Roof area for lots 1-4 = 0.20 acres. Total impervious area = 0.28 acres (after applying flow control BMP credit for pervious pavement) Total pervious area = 0.62 — 0.28 = 0.34 acres (till grass, soil group C). A 77.5' L x 22.75'W x 5.5' deep infiltration trench (drainage rock bed size) with 30 StormTech MC -3500 chambers and 6 MC -3500 end caps is used to provide full We infiltration for the north basin. The infiltration trench is located under the shared driveway for lots 1 through 4. According to the "Pilot Infiltration Testing and Subsurface Conditions for Greens Landing" by Riley Group, measured infiltration rate is 1.8 inch/hour, after applying the safety factors 0.5 (F testing) and 0.8 (F plugging), Final correction factor is 0.40. Long term design infiltration rate is 0.70 inch/hour. Required live storage = 0.114 acre-feet = 4,966 cf. MC -3500 chamber storage = 113 cf./chamber MC -3500 end cap storage = 15.6 cf./end cap Total chamber storage = 30 * 113 + 6 * 15.6 = 3,484 cf. Total drainage rock volume = 77.5 * 22.75 * 5.5 — 3,484 = 6,213 cf. Total drainage rock storage (40% void) = 0.4 * 6,213 = 2,485 cf. Total system live storage provided = 3,484 + 2,485 = 5,969 cf. > 4,966 cf., o.k. A CDS-2015-4 unit is used upstream of the infiltration trench for pretreatment and spill control. 37 CITY OF RENTON SURFACE WATER DESIGN MANUAL 11I 01 N 01 L FACILITIES FOR USE ON PRIVATE The proprietary facilities summarized in Table 14.A are approved by the City for use on private development projects. The General Use Level Designation (GULD) letters for each of the approved facilities listed in Table 14.A are included in this reference section. These GULD letters outline the sizing requirements and maintenance requirements for each approved proprietary facility. Appendix A also includes more detailed maintenance information for the proprietary facilities listed in Reference Section 14-13. TABLE 14.A PROPRIETARY FACILITIES- CURRENT APPROVALS Proprietary Facility Name Basic WQ Enhanced Basic WQ Lake Protection High -Use Pretreatment BayFilter X MWS -Linear Modular Wetland X X X Filterra System X X X X Filterra Bioscape X X X X Media Filtration System X StormFilter using PhosphoSorb Media X X StormFilter using ZPG Media X FloGard Perk Filter X X ecoStorm plus X Aqua -Swirl System X CDS Stormwater Treatment System X Vortechs System X Downstream Defender X Stormceptor X Other Facilities with a General Use Level Designation (GULD) X X X X X 2017 City of Renton Surface Water Design Manual 12/12/2016 Ref 14-A-1 lw.,� W A S H I N I ON SIAIE UEPAHI AIENi OE E C O L O G Y July 2016 GENERAL USE LEVEL DESIGNATION FOR PRETREATMENT (TSS) AND CONDITIONAL USE LEVEL DESIGNATION FOR OIL CONTROL For CONTECH Engineered Solutions CDS' System CDS Model water Quality Flow cfs L/s CDS 2015-4 0.7 19. CDS 2015-5 0.7 19.8 CDS 2020-5 11 31.2 CDS2025-5 16 45.3' CDS3020-6 2 56.6 0 CDS3030-6 3 85.0 o CDS3035-6 3.8 106.2 a c CD54030-8 45 127,4 CDS4040-8 6 169.9 CDS4045-8 75 212.4 CDS5640-10 9 254.9 CDS5653-10 14 396.5 CDS5668-10 19 538.1 f CDS5678-10 25 7.08 CDS3030-V 3 85 CDS4030-7 45 127.4 CDS4040-7 6 169.9 CDS4045-7 7.5 212.4 CDS5640-8 9 254.9 CDS5653-8 14 396.5 0 CDS5668-8 19 538.1 CDS5678-8 25 708 CDS5042 9 254.9 CDS5050 11 311.5 CDS7070 26 736.3 CDS10060 30 849.6 CDS10080 50 1416' CDS100100 64 1812.5 Cast CDS150134-22 148 4191.4 In CDS200164-26 270 7646.6 Place CDS240160-32 300 8496.2 Applicant: Contech Engineered Solutions Applicant's Address: 11835 NE Glen Widing Drive Portland, OR 97220 Application Documents: • Contech Stormwater Solutions Application to: Washington State Department of Ecology Water Quality Program for General Use Level Designation — Pretreatment Applications and Conditional Use Level Designation — Oil Treatment of the Continuous Deflective Separation (CDSTM) Technology (June 2007) • Strynchuk, Royal, and England, The Use of a CDS Unit for Sediment Control in Brevard County. • Walker, Allison, Wong, and Wootton, Removal of Suspended Solids and Associated Pollutants by a CDS Gross Pollutant Trap, Cooperative Research Centre for Catchment Hydrology, Report 99/2, February 1999 • Allison, Walker, Chiew, O'Neill, McMahon, From Roads to Rivers Gross Pollutant Removal from Urban Waterways, Cooperative Research Centre for Catchment Hydrology, Report 98/6, May 1998 • Quality Assurance Project Plan CDS® for Oil Treatment Performance Evaluation received by Ecology January 15th 2013. • CDS with Sorbents Preliminary Report received by Ecology October 15, 2015. Applicant's Use Level Request: • General use level designation as a pretreatment device and conditional use level designation as an oil and grease device in accordance with Ecology's Stormwater Management Manual for Western Washington. Applicant's Performance Claims: Based on laboratory trials, the CDSTM System will achieve 50% removal of total suspended solids with dso of 50-µm and 80% removal of total suspended solids with dso of 125-µm at 100% design flowrate with typical influent concentration of 200-mg/L. Contech can design the CDSTM system to achieve the effluent concentration less than 10 mg/L for total petroleum hydrocarbons. The CDS system equipped with standard oil baffle and addition of oil sorbent is effective in control of oil and maintain the TPH level below the Ecology -specified level (<10-mg/L) for applications in typical urban runoff pollution control. Ecology's Recommendation: Ecology finds that: • The CDSTM system, sized per the table above, should provide, at a minimum, equivalent performance to a presettling basin as defined in the most recent Stormwater Management Manual for Western Washington, Volume V, Chapter 6. Findings of Fact: 1. Laboratory testing was completed on a CDS 2020 unit equipped with 2400-µm screen using OK -110 sand (dso of 106-µm) at flowrates ranging from 100 to 125% of the design flowrate (1.1 cfs) with a target influent of 200 mg/L. Laboratory results for the OK -110 sand showed removal rates from about 65% to 99% removal with 80% removal occurring near 70% of the design flowrate. 2. Laboratory testing was completed on a CDS 2020 unit equipped with 2400-µm screen using "UF" sediment (dso of 20 to 30-9m) at flowrates ranging from 100 to 125% of the design flowrate (1.1 cfs) with a target influent of 200 mg/L. Laboratory results for the "UF" sediment showed removal rates from about 42% to 94% removal with 80% removal occurring at 5% of the design flowrate. 3. Laboratory testing was completed on a CDS 2020 unit equipped with 4700-µm screen using OK -110 sand (dso of 106-µm) at flowrates ranging from 100 to 125% of the design flowrate (1.1 cfs) with a target influent of 200 mg/L. Laboratory results for the OK -110 sand showed removal rates from about 45% to 99% removal with an average removal of 83.1 %. 4. Laboratory testing was completed on a CDS 2020 unit equipped with 4700-µm screen using "UF" sediment (dso of 20 to 30-µm) at flowrates ranging from 100 to 125% of the design flowrate (1.1 cfs) with a target influent of 200 mg/L. Laboratory results for the "UF" sediment showed removal rates from about 39% to 88% removal with an average removal of 56.1%. 5. Contech completed laboratory testing on a CDS2020 unit using motor oil at flowrates ranging from 25% to 75% of the design flowrate (1.1 cfs) with influents ranging from 7 to 47 mg/L. Laboratory results showed removal rates from 27% to 92% removal. A spill test was also run at 10% of the design flowrate with an influent of 82,000 mg/L with an average percent capture of 94.5% 6. Independent parties in California, Florida, and Australia completed various field studies. Field studies showed the potential for the unit to remove oils and grease and total suspended solids, and capture 100% gross solids greater than the aperture size of the screen under treatment flow rate. 7. Contech is conducting a field evaluation of a CDS2015 with Sorbents for oil and grease removal. To date, the unit has been evaluated at flow rates ranging from 42% to 119% of the design flow rate (0.28cfs) with influent motor oil concentrations ranging from 0.46 to 64.8 mg/L (median of 4.5 mg/L; mean of 12.6 mg/L). A preliminary report showed a mean motor oil removal efficiency of 72%, with a UCL95 for effluent concentration of 0.75 mg/L. 8. CDS Technology has been widely accepted with over 6,200 installations in the United States and Canada. There are over 1,380 installations in Washington and Oregon. Technology Description: Engineers can download a technology description from the company's website. www.conteches.com Recommended Research and Development: Ecology encourages Contech to pursue continuous improvements to the CDS system. To that end, Ecology makes the following recommendations: 1. Conduct testing to quantify the flowrate at which resuspension occurs. 2. Conduct testing on various sized CDS units to verify the sizing technique is appropriate. 3. Test the system under normal operating conditions, pollutants partially filling the swirl concentrator. Results obtained for "clean" systems may not be representative of typical performance. Contact Information: Applicant Contact: Sean Darcy Contech Engineered Solutions (800) 548-4667 sdarcygconteches.com Applicant website: http://www.conteches.com/ Ecology web link: http://www.ecy.wa.,aov/programs/wq/stormwater/newtech/index.html Ecology: Douglas C. Howie. P.E. Department of Ecology Water Quality Program (360) 407-6444 douglas.howiega ecy.wa.gov Revision History Date Revision July 2008 Original use -level -designation document February 2010 Reinstate Contech's Oil Control PULD August 2012 Revised design storm criteria, revised oil control QAPP, TER, and Ex iration dates December 2012 Revised Contech Engineered Solutions Contact Information; Added QAPP for Oil Treatment May 2013 Revised model numbers in Attachment 1 April 2014 Revised Due dates for QAPP and TER and changed Expiration date August 2014 Revised Due dates for QAPP and TER and changed Expiration date July 2016 Updated Oil Control PULD to a CULD based on preliminary field monitoring results Subbasin Narne_ North Basin I I— Designate as Bypass for POG: S urfaCC I nkerflow Groundwater Flows To: IGravel Trench Bed North Gravel Trench Bed North IArea in Basin r Show Only Selected Available Pervious Acres Available Impervious Acres C. Latin, Flat ----] :34 r ROADS FLAT 1.O ROOF TOPS/FLAT — DRIVEWAYS/FLAT 1.01— rV SIDEWALKS/FLAT 1.01 PerviousTotal 0.3 Acres Impervious Total O.2B Acres Basin Total O.B2 Acres Deselect Zero Select Bir_ OO 38 Facility Name Downstream Connection Facility Type Facility Dimensions Trench Length [ft) Trench Bottom Width [ft) Effective Total Depth (ft) Bottom slope (ftift] Left Side Slope (HN) Right Side Slope (HN) Outlet 1 Outlet 2 Outlet 3 IVault 1 10 Gravel Quick Trench Facility Dimension Diaqram- Material Layers for Trench/Bed Layer 1 Thickness (ft) Fo-7-5---] Layer 1 porosity (0-1 j Fo—.47---� Layer 2 Thickness (ft) 3.7-5� Layer 2 porosity (0-1 j 3—.62— — — Layer 3 Thickness (ft) Layer 3 porosity (0-1) FO -4----7 Infiltration FE— Measured Infiltration Rate (in/hr) Reduction Factor (infilt'factor) Use Wetted Surface Area (sidewalls) Total Volume Infiltrated (ac -ft) Total Volume Through Riser (ac -ft) Size Infiltration Trench Target %: 100 =j Outlet Structure Data, Riser Height (ft) 5.5 Riser Diameter (in) 10 H, Riser Type Notch Type Orifice Diameter Height Number (in) N 1 6.01- 2 15 3 fb- Trench Volume at Riser Head (ac -ft) .114 11-8 f6.4— Show Trench Fop—e FN—=i Initial Stage (ft) F0 70.949 Total Volume Through Facility (ac -ft) 70.952 0.003 Percent Infiltrated 100 39 40 Flow Frequency ++ �.. - 1.0 ....__ __.._ Cumulative Pr068(JII[�I __.._ _.... ...... _ 1.D Flow(cfs) 0802 2 Year = 0.0000 5 Year = 0.0000 0.1 ___-_ _.__. ._._ __.. ..__. ____ .._ 0.1 10 Year = 0.0000 +,+++++ + 25 Year = 0.0000 +µ+ 50 Year = .0.0000 4.4130 + 200 Year .= 0.0000 -� Annual Peaks Annual Peaks 0.001 .. _.. __... ____ __._ __. __ + 1D25 + 802 1949 0.0000 1950 0.0000 :1.0991 ++++ + + + 1951 0.0000 1951 2.8169 + 1952 '.0.0000 1952 0.4826 1953 '0.0000 1953 0,5205 1954 0.0000 1954 00 0.1 00 1955 0.0000 1955 1.5139 0.5 1 2 5 10 20 ?/J 50 70 00 90 95 98 9999.51C0 v 0.5 1 2 5 1956 0.0000 1956 0.9085 1957 0.0000 Stream Protection Duration LID Duration Flow Frequency Water Quality j Hydrograph 1958 0.0000 Wetland Input Volumes LID Report _ Recharge Duration Recharge Predeveloped Recharge Mitigated 1959 3.960 .0.0000 0.0000 Analyze datasets Compact WDM 1859 1960 :0.5742 `2.6251 1961 0.0000 701iInflow toPOC 1 Mitigated ;.: A 0.7639 '1962 0.0000 702 Inflow to POC 2 Mitigated 1962 '0.3210 1963 0.0000 703 Inflow to POC 3 Mitigated 1963 0.4550 1964 0.0000 801POC 1 Mitigated flow 1964 0.7171 1965 0.0000 803'POC 3 Mitigated flow 1965 0.8550 3.966 0.0000 1000Ditch ALL OUTLETS Mitigated 1966 0.4859 1967 0.0000 1001Ditch STAGE Mitigated ',w. .1.3378 1968 '. 0.0000 1968 0.6456 1969 0.0000 All Datasets Flow Stage Precip 0.8248 1970 0.0000 Evap I POC1 POC2 IC 0.6464 1971 0.0000 -3 �uen Flood Fr Method � '0.6660 1972 0.0000 C Log Pearson Type 111176 1.7606 1973 0.0000 C Weibull 0.7434 1974 0.0000 C Cunnane 0.4325 1975 '0.0000 f` Gringorten 1.3971 1976 0.0000 v 1976 0.6106 v 40 Stage Frequency n ®' 10.0 __._ ._. ___.._. i)uTIlOIahVO PfObaf)IIIIjF __.. _-_- ,--.__ 10.0 (feet) 1025 2 Year - 0.9582 5 Year = 1.7487 + + 10 Year = 2.4271 +,+++++ + 25 Year = 3.4781 +µ+ 50 Year = 4.4130 + 100 Year =. 5.4877 � Annual Peaks + 1D25 1949 1.2027 1950 :1.0991 ++++ + + + 1951 2.8169 + 1952 0.4826 1953 0,5205 1954 :0.5309 0.1 0. 1 1955 1.5139 v 0.5 1 2 5 10 2D 30 50 7D 80 PO 95 98 9999.5 1110 1956 0.9085 1957 1.1771 Stream Protection Duration I LID Duration Flow Frequency Water Quality I Hydrograph. f 1958 1.0539 WetlandlnputVolumes LID Report Recharge Duration Recharge Predeveloped Recharge Mitigated j 1859 1960 :0.5742 `2.6251 Analyze datasets Compact WDM J 1961 0.7639 1001' Ditch STAGE: Mitigated 1962 '0.3210 1021 Vault 1STAGE Mitigated 1963 0.4550 1964 0.7171 1965 0.8550 1966 0.4859 1967 .1.3378 1968 0.6456 1969 0.8248 All Datasets Flow Stage Precip 1970 0.6464 Evap POC1 POC2 POC3 1971 '0.6660 Flood Frequency Method 1972 1.7606 (-- Log Pearson Type III 17B 5973 0.7434 C' Weibull 1974 0.4325 • Cunnane 1975 1.3971 i Gringorten 1976 0.6106 v 40 100 -year stage of the infiltration trench is 5.49' < 5.5' the overflow elevation of the overflow riser. The infiltration trench is capable of fully infiltrate the 100 -year runoff from the developed north basin. An overflow path is provided from the infiltration trench to the combined detention/wet vault for the south basin. Flow control facility for South basin: A combined detention/wet vault is used to provide the required Level 2 flow control (forest existing condition) at the point of compliance (POC). 2012 WWHM method with 15 -minute time step is used to size the detention vaults. South basin Total drainage area = 0.621 acres (lots 5-6 and the west half of the right of way of Hoquiam Avenue NE and the east portion of the north half of the right of way of NE 2nd Street along the frontage of the site south of the access tract for lots 1-4, this area will be collected and conveyed to the south combined detention/wet vault). For lots 5 and 6, pervious concrete private driveways and pervious concrete paver walkways are used in each lot. Limited infiltration will be used to treat 1,000 square feet of roof area using 21 linear feet of 2' minimum wide, 18" minimum deep gravel infiltration trench in each lot. Asphalt pavement for Hoquiam Ave NE and NE 2nd Street = 0.147 acres. Sidewalk for Hoquiam Ave NE and NE 2nd Street = 0.04 acres. Private driveways for lots 5-6 = 0.03 acres (Use pervious pavement BMP for these areas, credited as 50% impervious area and 50% grass), counted as 0.015 acres of impervious area after apply BMP credits. Roof area for lots 5 and 6 = 0.114 acres (use limited infiltration to treat total 2,000 sf. of roof, 1,000 sf/lot for lot 5 and 6, credited as 90% impervious area and 10% grass) Roof area for lots 5 and 6 = 0.114 — 2000 * 0.1/43560 = 0.109 acres (after apply BMP credits). Total impervious area = 0.311 acres (after applying flow control BMP credit for pervious pavement and roof downspout limited infiltration) Total pervious area = 0.621 — 0.311 = 0.31 acres (till grass, soil group C) 41 Subbasin Name: Souk Surface Flows To: 'ault _ 1 Available Pervious r C, Forest, Flat f.—/ C, Lawn, Flak —� I— Designate as Bypass for POG: Interflow Gfoundw,ater WV Show Only Selected Acres Available Impervious Acres 7 — ROADS/FLAT 1.147 31 ROOF TOPS}FLAT 109 DRIVEWAYSFLAT = .015 SIDEWALKS/FLAT .04 PeriousTotal 0.31 Acres Impervious Total 0.311 Acres Basin Total 0.521 Acres DeselectZero Select By: OO 42 Facility Name Downstream Connection j— E�aporarion Apphsd to Faciht� Facility Dimensions Length (ft) 44 Width (ft) Effective Depth (ft) Infiltration fNO -- outlet -I Outlet 2 Outlet 3 (Ditch 10 110 Auto Vault _ � QuickVault 1— Fixe d'vtii'idthForAuto VauIt Facility Dimension_ Diagram Outlet Structure Data Riser Height (ft) 3.9 H, Riser Diameter (in) 12 Riser Type Flat Notch Type Orifice Diameter Height Number (in) (ftp 7 �Y- 1 1. d Vault Volume at Riser Head (ac -ft) .107 Show Vault Table Open Table Initial Stage (ft) Bypassed basin Total disturbed area = 0.039 acres (this area will be collected and conveyed to the existing storm drainage system that runs along the north side of NE 2nd Street and bypass the south combined detention/wet vault) Asphalt pavement for NE 2nd Street = 0.022 acres Sidewalk for NE 2nd Street and driveway for vault = 0.01 acres Total impervious area = 0.032 acres Total pervious area = 0.039 — 0.032 = 0.007 acres (till grass, group C) 43 Subbasin Name: Byp Surface Flaws To: IDitch Area in Basin Available Pervious Acres (w—i C, Lawn, Flat :.007 7 f— Designate as Bypass for POC: Interflow Groundwater f7ikch iv Show Only Selected Available Impervious Acres ISOADS1FLAT 1.022 SIDEWALKS/FLAT 1.01 PerviousTotal Fo—.O-07-----1 Acres Impervious Total FO -0-3-2----7 Acres Basin Total 0.033 Acres ;:elks Select Bir: 0o ... 44 0.09 Facility PASSED Flow duration comparison between mitigated and pre -developed conditions at POC#1 A Flow Frequency A 1.0CDOluid)7�le Pr4bablC-I(y _--. ....._ 1.0 Flow(cPs) Predeveloged Mitigated 2 Year = 0.0376 0.0335 5 Year = 0.0591 0.0482 10 Year = 0.0713 0.0589 25 Year 0.0842 0.0737 + - 0.1 50 Year = 0.0921 0.0857 ^ }++ x v 400x 100 Year =. 0.0989 0.0984 LL + +++4+ + �o Annual Peaks 1949 1950 1951 1952 1953 1954 1955 1956 Flow(cfs) Predev Mit Percentage Pass/Fail 0.001 v 0.5 1 2 5 13 2G 30 50 70 80 90 95 98 9099 1 1ut1 0A 1957 0.0332 0.4188 175€7 5-290 47 Pass Wetland Input Volumes LID Report Recharge Duration Recharge PredeveI ped 4• 0.07 v ua a- 0.0221 0.0573 0.0311 0.0196 16170 742'_ 45 Pass 1 a.0 1963 0.0270 0,0203 14574 6793 45 Pass 0.0265 1965 0.0255 0.0210 13859 €280 45 Pass 0,0213 0.06 1967 0.0512 O.Qzle - 12820 5893 45 Pass 0.0278 0 1969 0.0312 0.0225 i18i5 5580 47 Pass 0.0253 J 1971 0.0275 0.0233 10899 5322 48 Pass 0.0464 �- 1973 0.0280 0.0240 10119 5120 501 Pass 0.0250 0.04 1975 0.0412 0.0247 9383 4939 52 Pass 0.0323 Peak flow comparison between mitigated and pre -developed conditions 0.0355 8731 4753 54 Pass 0.0262 8145 4543 55 Pass 0.02 0.0270 7593 :4359 57 Pass 10E-5 10E-4 10E-3 10E-2 10E-1 1 10 100 0,0277 7060 415' 55 Pass Percarit Tima ExcaedSr�g 0.0284 6590 3961 150 Pass 0.0292 6149 3775 €1 Pass Stream Protection Duration LID Duration I Flow Frequency Water Quality Hydrograph 0.0299 5733 585 €2 Pass Wetland Input Volumes LID Report Recharge Duration Recharge Predeveloped Recharge Mitigated 0.0307 5435 3403 €2 .Pass '. 0.0314 ..5101 as23 63 Pecs Analyze datasets Compact WDM 0.0321 4808 3059 63 Pass 0.0339 4528 ,349 62 ':..Pass 0.0336 4254 2652 6= Pass 0.0344 40172470 61. Pass 0.035-1 378-- 2331 63 Pass x.1.03593546 2399 62 Pass 0.0366 3337 2051 62 Pass 0.0373 3138 .1979 €3 :.Pass .1 0361 2952 1884 63 Pass Evap POC1 POC2 _ POC3 0.0338 2785 :1776 €3 Pass All Datasets flow Stage Precip - -1 0396 599 1696 65 Pass Flood: Frequency Method 0.0403 .2447 1603 65 Pass Log Pearson Type III776 0,0410 ^_-304 157 L. 65 Pass r Weibull 0.0413 3162 1431 666 Pass '.. " Cunnane 0,0425 2026 1352 66" Pass ',. C Gfingorten 0.0433 1899 1274 67 Pass Flow duration comparison between mitigated and pre -developed conditions at POC#1 A Flow Frequency A 1.0CDOluid)7�le Pr4bablC-I(y _--. ....._ 1.0 Flow(cPs) Predeveloged Mitigated 2 Year = 0.0376 0.0335 5 Year = 0.0591 0.0482 10 Year = 0.0713 0.0589 25 Year 0.0842 0.0737 + - 0.1 50 Year = 0.0921 0.0857 ^ }++ x v 400x 100 Year =. 0.0989 0.0984 45 LL + +++4+ + + 501 x 8u1 0.001 Annual Peaks 1949 1950 1951 1952 1953 1954 1955 1956 0.0370 0.0461 0.0829 0.0261 0.0211 0.0324 0.0517 0.0412 0.0283 0.0352 0.0596 0.0217 0.0218 0.0308 0.0439 0.0364 0.001 v 0.5 1 2 5 13 2G 30 50 70 80 90 95 98 9099 1 1ut1 1957 0.0332 0.0340 Stream Protection Duration i LID Duration Flow Frequency Waler Quality I Hydrograph 1 1958 0.0374 0.0297 Wetland Input Volumes LID Report Recharge Duration Recharge PredeveI ped Recharge Mitigated 1959 1960 1961 0.0321 0.0560 0.0316 0.0221 0.0573 0.0311 Analyze datasets Compact WDM i 1962 0.01970.0198 1 a.0 1963 0.0270 .0.0302 1964 0.0355 0.0265 1965 0.0255 0.0324 1966 0.0245 0,0213 1967 0.0512 0.0401 1968 0.0319 0.0278 1969 0.0312 0.0262 Evap pOCI POC2 POC3 1970 0.0258 0.0253 All Datasets Flow Precip 1971 0.0275 . 0.0391 IStage Flood Frequency Method 1972 0.0617 0.0464 t: Log Pearson Type III 17B 1973 0.0280 0.0219 r Weibull 1974 0.0304 0.0250 C- Cunnane 1975 0.0412 0.0418 C Gringorten 1976 0.0298 0.0323 Peak flow comparison between mitigated and pre -developed conditions at POC#1 45 Cumulative Probabil'Ihj + 1021 0.1 10.1 0.5 1 2 5 10 20 30 50 70 80 SQ 95 ca gc cc_51„=0 Stream Protection Duration J LID Duration Flow Frequency Water Quality I Hydiograph Wetland Input Volumes a LID Report I Recharge Duration I Recharge Predeveloped j Recharge Mitigated Analyze datasets Compact WDM 1 1001Ditch STAGE Miti ated a - 1025'Gravel Trench Bed North STAGE Mitigated AllDatasets Flow s Stage Precip Flood Frequency Evap POC1 POC2 POC3 I _ 9 t: Log Pearson Type III 17B < Weibull - Cunnane Gringorten Peak stages in south vault 100 -year peak stage = 3.81' < 4.0', o.k. Flow Frequency Return Periods for Predeveloped Return Period Flow(cfs) 2 year 0.0376 5 year 0.0591 10 year 0.0713 25 year 0.0842 50 year 0.0921 100 year 0.0989 nage Frequency (feet) 1021 2 Year = 1.6072 i Year = 2.1792 LO Year = 2.5638 25 Year = 3.0569 50 Year = 3.4296 L00 Year = 3.8072 knnual Peaks 25 year 1949 1.4192 1950 1.6212 1951 2.6508 1952 1.0804 1953 1.1843 1954 1.5326 1955 '1.8811 1956 1.6499 1957 1.6001 1958 1.5068 ----1.3729 1960 2.3793 1961 1.5355 1962 0.9188 1963 1.5153 1964 1.4621 1965 1.5716 1966 - 1.2309 1967 1.7774 1968 1.2998 1969 .1.4201 1970 1.4312 1971 3.6266 1972 1.9957 1973 1..3225 1974 1.4382 1975 1.7876 1976 1.5677 POC #1 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.0335 < 0.0376, o.k. 5 year 0.0482 10 year 0.0589 < 0.0713, o.k. 25 year 0.0737 < 0.0842, o.k. 50 year 0.0857 < 0.0921, o.k. 100 year 0.0984 < 0.0989, o.k. A v The proposed detention vault meets the requirements for conservation flow control and provides Level 3 flow control performance at point of compliance. 46 1.0 0.01 Stream Protection Duration LID Duration Flow Frequency I Water Quality I Hydrograph f Welland In I putVolumes I LIDReport Recharge Duration RechargePredeveloped Recharge Mitigated Analyze datasets Compact WDM l 501 POC 1 Predeveloped flow A 701 tInflow to POC 1 Mitigated 702 Inflow to POC 2 Mit' ated 801'POC1 Mitigated Flow 802 POC 2 Mitigated flow 803 POC 3 Mitigated flow 1000 Ditch ALL' OUTLETSMitigated All Datasets Flow Stage Precip� Evap POC 1 POC 2 POC 3 Flood Frequency Method r Log Pearson Type 111178 C Weibull C Cunnane Gringorten Flow Frequency Flow(ePs) 0703 2 Year = 0.1393 5 Year = 0.1854 10 Year = 0.2180 25 Year = 0.2616 50 Year = 0.2960 100 Year = 0.3319 Annual Peaks 1949 0.1986 1950 0.1847 1951 0.1231 1952 0.0888 1953 0.0961 1954 0.1131 1955 0.1235 1956 0.1228 1957 0.1517 1958 0.1095 1959 0.1007 1960 0.1286 1961 0.1259 1952 0.0974 1963 0.1220 1964 0.1118 1965 0.1594 1966 0.0950 1967 0.1863 1968 0.19161 1969 0.1445 1970 0.1298 1971 0.1550 1972 0.1856 1973 0.0835 1974 0.1478 1975 0.1542 1976 0.1141 100 -year peak inflow (WWHM 2012 15 -minute time step) to the combined detention/wet vault: Qin 100yr = 0.33199 cfs Over flow capacity of the 12" flow control riser at head = 0.2' Q riser = Qweir = 9.739 * D * H ** (3/2) = 9.739 * 1 * 0.2 ** 1.5 = 0.87 cfs > 0.3319 cfs, o.k. The 12" flow control riser has enough capacity to bypass the 100 -year peak flow. 47 Part E Water Quality System North basin pre-treatment upstream of infiltration trench#1: EIR Flow Frequency ® 1.o ___ Cumulative Probability 1.0 Flow(efs) 0702 2 Year = 0.1298 5 Year = 0.1748 10 Year = 0.2059 + + + + 25 Year = 0.2501 ++++ 50 Year = 0.2844 � 100 Year = C.3204 0.1 +++++�� .t�r#H+IikN�� __ �srinual Peaks + + + + 7`02 1949 0.1876 LL 1950 0.1775 1951 0.1162 1952 0.0806 1953 0.0872 1954 0.1051 0.01 1955 1955 0.1141 0.1135 0.01 v 0.5 1 2 5 10 20 v0 50 70 8;u C-0 95 cg 9999.51N 1957 0.1424 Stream Protection Duration LID Duration Flow Frequency Water Quality Hydrograph 1958 1959 0.1007 _ _ Wetland Input Volumes] LID Report I Recharge Duration Recharge Predeveloped I Recharge Mitigated 1960 0.0907 0.1217 Analyze datasets Compact WDM 1961 0.1176 501 'POC 1 Predeveloped Plow n 1962 €7.0890 701 Inflow to PDC 1 Miti ted 1963 0.1139 �.. 1964 0.1037 703 Inflow to POC 3 Mitigated 1965 0.1501 801 POC 1 Mitigated flow 802 POC 2 Mitigated flow 1966 0.0877 803 POC 3 Mitigated flow 1967 0.1793 1000 Ditch ALL OUTLETSMitigated v ' 1968 0.1778 1969 0.1360 All Datasets Flow Stage Precip 1970 0.1206 Evap POC 1 POC 2 POC 31971 '' 0.1442 Flood Frequency Method 1972 0.1769 r- ;Log Pearson Type III 17B 1973 0.0769 C Weibull 1974 0.1385 r' Cunnane 1975 0.1452 C Gringorten 1976 0.1069 EIR Run is Stream Protection Duration _ LID Duration Flaw Frequency Vater Quality Hydrograph Wetland Input Volumes � LID Report Recharge Duration � Recharge Predeveloped Recharge Mitigated _ __ Analyze datasets Compact WDM I All Datasets Flow Stage Precip Evap POC 7 POC 2 POC 3 _ J Flood Frequency Method C* ; Log Pearson Type III 1 r R 2 ' Weibull C Cunnane r Gringorten Water Quality BMP Flow and Volume for POC #2 On-line facility volume: 0.0452 acre-feet On-line facility target flow: 0.0454 cfs. Adjusted for 15 min: 0.0454 cfs. Off-line facility target flow: 0.0251 cfs. Adjusted for 15 min: 0.0251 cfs. Required water quality flow rate for on-line facility = 0.0454 cfs. Required peak bypass capacity = Q100y = 0.3204 cfs Use a Contech CDS 2015-4 unit to provide the pre-treatment and spill control for the downstream infiltration trench. Qwq = 0.70 cfs > 0.0454 cfs, o.k. Qpeak bypass = 10.0 cfs > 0.3204 cfs, o.k. 49 South combined detention/wet vault: Stream Protection Duration LID Duration_ Flow Frequency Water Quality � Hydrograph Wetland Input Volumes I LID Report D Recharge uration J Recharge Predeveloped TRecharge Mitigated Analyze datasets Compact WDM All Datasets Evap Flow Stage Precip PCC 1 PCC 2 PCC 3 Fload Frequency Method }; ;Log Pearson Type III 17B f-- 'Weibull Cunnane Gringorten Water Quality BMP Flow and Volume for POC #3 On-line facility volume: 0.0474 acre-feet On-line facility target flow: 0.0501 cfs. Adjusted for 15 min: 0.0501 cfs. Off-line facility target flow: 0.0278 cfs. Required water quality dead storage = 0.0474 acre-feet = 2,065 cf. Designed as a two -cell vault with inside dimension of 44' long x 27' wide x 4' deep with total provided dead storage of 4,752 cf. WWHM2012 PROJECT REPORT 50 Project Name: greenslandinglnfiltrationvault Site Name: Gleen's Landing Site Address: 5008 NE 2nd St City : Renton Report Date: 1/3/2018 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.00 Version : 2013/11/20 Low Flow Threshold for POC 1 : 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year Low Flow Threshold for POC 2 : 50 Percent of the 2 Year High Flow Threshold for POC 2: 50 year Low Flow Threshold for POC 3 : 50 Percent of the 2 Year High Flow Threshold for POC 3: 50 year PREDEVELOPED LAND USE Name : Project Site Bypass: No GroundWater: No Pervious Land Use Acres C, Forest, Flat 1.28 Pervious Total 1.28 Impervious Land Use Acres Impervious Total 0 Basin Total 1.28 Element Flows To: Surface Interflow Groundwater 51 MITIGATED LAND USE Name : North Basin Bypass: No GroundWater: No Pervious Land Use Acres C, Lawn, Flat .34 Pervious Total 0.34 Impervious Land Use Acres ROADS FLAT 0.04 ROOF TOPS FLAT 0.2 DRIVEWAYS FLAT 0.03 SIDEWALKS FLAT 0.01 Impervious Total 0.28 Basin Total 0.62 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed NortGravel Trench Bed Nort Name : South Basin Bypass: No GroundWater: No Pervious Land Use Acres C, Lawn, Flat .31 Pervious Total 0.31 Impervious Land Use Acres ROADS FLAT 0.147 ROOF TOPS FLAT 0.109 DRIVEWAYS FLAT 0.015 SIDEWALKS FLAT 0.04 Impervious Total 0.311 Basin Total 0.621 Element Flows To: Surface Interflow Groundwater 52 Vault 1 Vault 1 Name : Bypassed Basin Bypass: No GroundWater: No Pervious Land Use Acres C, Lawn, Flat .007 Pervious Total 0.007 Impervious Land Use Acres ROADS FLAT 0.022 SIDEWALKS FLAT 0.01 Impervious Total 0.032 Basin Total 0.039 Element Flows To: Surface Interflow Ditch Ditch Name : Ditch Bottom Length: 10.00 ft. Bottom Width: 1.00 ft. Manning's n: 0.03 Channel bottom slope 1: 0.06 To 1 Channel Left side slope 0: 2 To 1 Channel right side slope 2: 2 To 1 Discharge Structure Riser Height: 0 ft. Riser Diameter: 0 in. Element Flows To: Outlet 1 Outlet 2 Channel Hydraulic Table Groundwater Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs) 0.0000 0.000 0.000 0.000 0.000 0.0167 0.000 0.000 0.013 0.000 0.0333 0.000 0.000 0.042 0.000 0.0500 0.000 0.000 0.084 0.000 0.0667 0.000 0.000 0.138 0.000 0.0833 0.000 0.000 0.202 0.000 53 0.1000 0.000 0.000 0.277 0.000 0.1167 0.000 0.000 0.363 0.000 0.1333 0.000 0.000 0.459 0.000 0.1500 0.000 0.000 0.566 0.000 0.1667 0.000 0.000 0.684 0.000 0.1833 0.000 0.000 0.812 0.000 0.2000 0.000 0.000 0.952 0.000 0.2167 0.000 0.000 1.102 0.000 0.2333 0.000 0.000 1.264 0.000 0.2500 0.000 0.000 1.438 0.000 0.2667 0.000 0.000 1.623 0.000 0.2833 0.000 0.000 1.820 0.000 0.3000 0.000 0.000 2.030 0.000 0.3167 0.000 0.000 2.251 0.000 0.3333 0.000 0.000 2.485 0.000 0.3500 0.000 0.000 2.732 0.000 0.3667 0.000 0.000 2.992 0.000 0.3833 0.000 0.000 3.265 0.000 0.4000 0.000 0.000 3.551 0.000 0.4167 0.000 0.000 3.851 0.000 0.4333 0.000 0.000 4.164 0.000 0.4500 0.000 0.000 4.492 0.000 0.4667 0.000 0.000 4.834 0.000 0.4833 0.000 0.000 5.190 0.000 0.5000 0.000 0.000 5.560 0.000 0.5167 0.000 0.000 5.946 0.000 0.5333 0.000 0.000 6.346 0.000 0.5500 0.000 0.000 6.762 0.000 0.5667 0.000 0.000 7.193 0.000 0.5833 0.000 0.000 7.639 0.000 0.6000 0.000 0.000 8.102 0.000 0.6167 0.000 0.000 8.580 0.000 0.6333 0.000 0.000 9.075 0.000 0.6500 0.000 0.000 9.586 0.000 0.6667 0.000 0.000 10.11 0.000 0.6833 0.000 0.000 10.65 0.000 0.7000 0.000 0.000 11.22 0.000 0.7167 0.000 0.000 11.79 0.000 0.7333 0.000 0.000 12.39 0.000 0.7500 0.000 0.000 13.00 0.000 0.7667 0.000 0.000 13.63 0.000 0.7833 0.001 0.000 14.28 0.000 0.8000 0.001 0.000 14.95 0.000 0.8167 0.001 0.000 15.64 0.000 0.8333 0.001 0.000 16.34 0.000 0.8500 0.001 0.000 17.06 0.000 0.8667 0.001 0.000 17.81 0.000 0.8833 0.001 0.000 18.57 0.000 0.9000 0.001 0.000 19.35 0.000 0.9167 0.001 0.000 20.15 0.000 0.9333 0.001 0.000 20.97 0.000 0.9500 0.001 0.000 21.81 0.000 0.9667 0.001 0.000 22.66 0.000 0.9833 0.001 0.000 23.54 0.000 1.0000 0.001 0.000 24.44 0.000 1.0167 0.001 0.000 25.36 0.000 1.0333 0.001 0.000 26.30 0.000 54 1.0500 0.001 0.000 27.27 0.000 1.0667 0.001 0.000 28.25 0.000 1.0833 0.001 0.000 29.25 0.000 1.1000 0.001 0.000 30.28 0.000 1.1167 0.001 0.000 31.33 0.000 1.1333 0.001 0.000 32.39 0.000 1.1500 0.001 0.000 33.48 0.000 1.1667 0.001 0.000 34.60 0.000 1.1833 0.001 0.000 35.73 0.000 1.2000 0.001 0.000 36.89 0.000 1.2167 0.001 0.001 38.07 0.000 1.2333 0.001 0.001 39.27 0.000 1.2500 0.001 0.001 40.50 0.000 1.2667 0.001 0.001 41.75 0.000 1.2833 0.001 0.001 43.02 0.000 1.3000 0.001 0.001 44.32 0.000 1.3167 0.001 0.001 45.64 0.000 1.3333 0.001 0.001 46.98 0.000 1.3500 0.001 0.001 48.35 0.000 1.3667 0.001 0.001 49.74 0.000 1.3833 0.001 0.001 51.16 0.000 1.4000 0.001 0.001 52.60 0.000 1.4167 0.001 0.001 54.06 0.000 1.4333 0.001 0.001 55.55 0.000 1.4500 0.001 0.001 57.07 0.000 1.4667 0.001 0.001 58.61 0.000 1.4833 0.001 0.001 60.17 0.000 1.5000 0.001 0.001 61.76 0.000 1.5167 0.001 0.001 63.38 0.000 Name Vault 1 Width 27 ft. Length 44 ft. Depth: 4 ft. Discharge Structure Riser Height: 3.9 ft. Riser Diameter: 12 in. Orifice 1 Diameter: 0.75 in. Elevation: 0 ft. Orifice 2 Diameter: 1 in. Elevation: 1.4 ft. Element Flows To: Outlet 1 Outlet 2 Ditch 55 Vault Hydraulic Table Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs) 0.0000 0.027 0.000 0.000 0.000 0.0444 0.027 0.001 0.003 0.000 0.0889 0.027 0.002 0.004 0.000 0.1333 0.027 0.003 0.005 0.000 0.1778 0.027 0.004 0.006 0.000 0.2222 0.027 0.006 0.007 0.000 0.2667 0.027 0.007 0.007 0.000 55 0.3111 0.027 0.008 0.008 0.000 0.3556 0.027 0.009 0.008 0.000 0.4000 0.027 0.010 0.009 0.000 0.4444 0.027 0.012 0.009 0.000 0.4889 0.027 0.013 0.010 0.000 0.5333 0.027 0.014 0.010 0.000 0.5778 0.027 0.015 0.011 0.000 0.6222 0.027 0.017 0.011 0.000 0.6667 0.027 0.018 0.012 0.000 0.7111 0.027 0.019 0.012 0.000 0.7556 0.027 0.020 0.012 0.000 0.8000 0.027 0.021 0.013 0.000 0.8444 0.027 0.023 0.013 0.000 0.8889 0.027 0.024 0.013 0.000 0.9333 0.027 0.025 0.014 0.000 0.9778 0.027 0.026 0.014 0.000 1.0222 0.027 0.027 0.014 0.000 1.0667 0.027 0.029 0.015 0.000 1.1111 0.027 0.030 0.015 0.000 1.1556 0.027 0.031 0.015 0.000 1.2000 0.027 0.032 0.016 0.000 1.2444 0.027 0.033 0.016 0.000 1.2889 0.027 0.035 0.016 0.000 1.3333 0.027 0.036 0.017 0.000 1.3778 0.027 0.037 0.017 0.000 1.4222 0.027 0.038 0.021 0.000 1.4667 0.027 0.040 0.024 0.000 1.5111 0.027 0.041 0.026 0.000 1.5556 0.027 0.042 0.028 0.000 1.6000 0.027 0.043 0.030 0.000 1.6444 0.027 0.044 0.031 0.000 1.6889 0.027 0.046 0.033 0.000 1.7333 0.027 0.047 0.034 0.000 1.7778 0.027 0.048 0.035 0.000 1.8222 0.027 0.049 0.037 0.000 1.8667 0.027 0.050 0.038 0.000 1.9111 0.027 0.052 0.039 0.000 1.9556 0.027 0.053 0.040 0.000 2.0000 0.027 0.054 0.041 0.000 2.0444 0.027 0.055 0.042 0.000 2.0889 0.027 0.057 0.043 0.000 2.1333 0.027 0.058 0.044 0.000 2.1778 0.027 0.059 0.045 0.000 2.2222 0.027 0.060 0.045 0.000 2.2667 0.027 0.061 0.046 0.000 2.3111 0.027 0.063 0.047 0.000 2.3556 0.027 0.064 0.048 0.000 2.4000 0.027 0.065 0.049 0.000 2.4444 0.027 0.066 0.049 0.000 2.4889 0.027 0.067 0.050 0.000 2.5333 0.027 0.069 0.051 0.000 2.5778 0.027 0.070 0.052 0.000 2.6222 0.027 0.071 0.053 0.000 2.6667 0.027 0.072 0.053 0.000 2.7111 0.027 0.073 0.054 0.000 2.7556 0.027 0.075 0.055 0.000 2.8000 0.027 0.076 0.055 0.000 56 2.8444 0.027 0.077 0.056 0.000 2.8889 0.027 0.078 0.057 0.000 2.9333 0.027 0.080 0.057 0.000 2.9778 0.027 0.081 0.058 0.000 3.0222 0.027 0.082 0.059 0.000 3.0667 0.027 0.083 0.059 0.000 3.1111 0.027 0.084 0.060 0.000 3.1556 0.027 0.086 0.061 0.000 3.2000 0.027 0.087 0.061 0.000 3.2444 0.027 0.088 0.062 0.000 3.2889 0.027 0.089 0.062 0.000 3.3333 0.027 0.090 0.063 0.000 3.3778 0.027 0.092 0.064 0.000 3.4222 0.027 0.093 0.064 0.000 3.4667 0.027 0.094 0.065 0.000 3.5111 0.027 0.095 0.065 0.000 3.5556 0.027 0.097 0.066 0.000 3.6000 0.027 0.098 0.067 0.000 3.6444 0.027 0.099 0.067 0.000 3.6889 0.027 0.100 0.068 0.000 3.7333 0.027 0.101 0.068 0.000 3.7778 0.027 0.103 0.069 0.000 3.8222 0.027 0.104 0.069 0.000 3.8667 0.027 0.105 0.070 0.000 3.9111 0.027 0.106 0.082 0.000 3.9556 0.027 0.107 0.198 0.000 4.0000 0.027 0.109 0.379 0.000 4.0444 0.027 0.110 0.607 0.000 4.0889 0.000 0.000 0.872 0.000 Name Gravel Trench Bed North Bottom Length: 77.47 ft. Bottom Width: 22.75 ft. Trench bottom slope 1: 0.001 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer: 0.75 Pour Space of material for first layer: 0.4 Material thickness of second layer: 3.75 Pour Space of material for second layer: 0.62 Material thickness of third layer: 1 Pour Space of material for third layer: 0.4 Infiltration On Infiltration rate: 1.8 Infiltration safety factor: 0.4 Discharge Structure Riser Height: 5.5 ft. Riser Diameter: 10 in. Orifice 1 Diameter: 0.01 in. Elevation: 0 ft. Element Flows To: Outlet 1 Outlet 2 Vault 1 57 58 Gravel Trench Bed Hydraulic Table Stage(ft) Area(ac) volume(ac-£t) Discharge(c£s) Infilt(c£s) 0.0000 0.040 0.000 0.000 0.000 0.0611 0.040 0.001 0.000 0.029 0.1222 0.040 0.002 0.000 0.029 0.1833 0.040 0.003 0.000 0.029 0.2444 0.040 0.004 0.000 0.029 0.3056 0.040 0.004 0.000 0.029 0.3667 0.040 0.005 0.000 0.029 0.4278 0.040 0.006 0.000 0.029 0.4889 0.040 0.007 0.000 0.029 0.5500 0.040 0.008 0.000 0.029 0.6111 0.040 0.009 0.000 0.029 0.6722 0.040 0.010 0.000 0.029 0.7333 0.040 0.011 0.000 0.029 0.7944 0.040 0.013 0.000 0.029 0.8556 0.040 0.014 0.000 0.029 0.9167 0.040 0.016 0.000 0.029 0.9778 0.040 0.018 0.000 0.029 1.0389 0.040 0.019 0.000 0.029 1.1000 0.040 0.021 0.000 0.029 1.1611 0.040 0.022 0.000 0.029 1.2222 0.040 0.024 0.000 0.029 1.2833 0.040 0.025 0.000 0.029 1.3444 0.040 0.027 0.000 0.029 1.4056 0.040 0.028 0.000 0.029 1.4667 0.040 0.030 0.000 0.029 1.5278 0.040 0.031 0.000 0.029 1.5889 0.040 0.033 0.000 0.029 1.6500 0.040 0.034 0.000 0.029 1.7111 0.040 0.036 0.000 0.029 1.7722 0.040 0.037 0.000 0.029 1.8333 0.040 0.039 0.000 0.029 1.8944 0.040 0.041 0.000 0.029 1.9556 0.040 0.042 0.000 0.029 2.0167 0.040 0.044 0.000 0.029 2.0778 0.040 0.045 0.000 0.029 2.1389 0.040 0.047 0.000 0.029 2.2000 0.040 0.048 0.000 0.029 2.2611 0.040 0.050 0.000 0.029 2.3222 0.040 0.051 0.000 0.029 2.3833 0.040 0.053 0.000 0.029 2.4444 0.040 0.054 0.000 0.029 2.5056 0.040 0.056 0.000 0.029 2.5667 0.040 0.057 0.000 0.029 2.6278 0.040 0.059 0.000 0.029 2.6889 0.040 0.060 0.000 0.029 2.7500 0.040 0.062 0.000 0.029 2.8111 0.040 0.064 0.000 0.029 2.8722 0.040 0.065 0.000 0.029 2.9333 0.040 0.067 0.000 0.029 2.9944 0.040 0.068 0.000 0.029 3.0556 0.040 0.070 0.000 0.029 3.1167 0.040 0.071 0.000 0.029 3.1778 0.040 0.073 0.000 0.029 3.2389 0.040 0.074 0.000 0.029 58 3.3000 0.040 0.076 0.000 0.029 3.3611 0.040 0.077 0.000 0.029 3.4222 0.040 0.079 0.000 0.029 3.4833 0.040 0.080 0.000 0.029 3.5444 0.040 0.082 0.000 0.029 3.6056 0.040 0.083 0.000 0.029 3.6667 0.040 0.085 0.000 0.029 3.7278 0.040 0.087 0.000 0.029 3.7889 0.040 0.088 0.000 0.029 3.8500 0.040 0.090 0.000 0.029 3.9111 0.040 0.091 0.000 0.029 3.9722 0.040 0.093 0.000 0.029 4.0333 0.040 0.094 0.000 0.029 4.0944 0.040 0.096 0.000 0.029 4.1556 0.040 0.097 0.000 0.029 4.2167 0.040 0.099 0.000 0.029 4.2778 0.040 0.100 0.000 0.029 4.3389 0.040 0.102 0.000 0.029 4.4000 0.040 0.103 0.000 0.029 4.4611 0.040 0.105 0.000 0.029 4.5222 0.040 0.106 0.000 0.029 4.5833 0.040 0.107 0.000 0.029 4.6444 0.040 0.108 0.000 0.029 4.7056 0.040 0.109 0.000 0.029 4.7667 0.040 0.110 0.000 0.029 4.8278 0.040 0.111 0.000 0.029 4.8889 0.040 0.112 0.000 0.029 4.9500 0.040 0.113 0.000 0.029 5.0111 0.040 0.114 0.000 0.029 5.0722 0.040 0.115 0.000 0.029 5.1333 0.040 0.116 0.000 0.029 5.1944 0.040 0.117 0.000 0.029 5.2556 0.040 0.118 0.000 0.029 5.3167 0.040 0.119 0.000 0.029 5.3778 0.040 0.120 0.000 0.029 5.4389 0.040 0.121 0.000 0.029 5.5000 0.040 0.122 0.000 0.029 ANALYSIS RESULTS Stream Protection Duration Predeveloped Landuse Totals for POC #1 Total Pervious Area:1.28 Total Impervious Area:O Mitigated Landuse Totals for POC #1 Total Pervious Area:0.657 Total Impervious Area:0.623 59 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.037633 5 year 0.059104 10 year 0.071272 25 year 0.084163 50 year 0.09214 100 year 0.098925 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.033518 5 year 0.048172 10 year 0.058931 25 year 0.073743 50 year 0.085677 100 year 0.098395 Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.037 0.028 1950 0.046 0.035 1951 0.083 0.060 1952 0.026 0.022 1953 0.021 0.022 1954 0.032 0.031 1955 0.052 0.044 1956 0.041 0.036 1957 0.033 0.034 1958 0.037 0.030 1959 0.032 0.022 1960 0.056 0.057 1961 0.032 0.031 1962 0.020 0.020 1963 0.027 0.030 1964 0.036 0.026 1965 0.025 0.032 1966 0.024 0.021 1967 0.051 0.040 1968 0.032 0.028 1969 0.031 0.026 1970 0.026 0.025 1971 0.028 0.039 1972 0.062 0.046 1973 0.028 0.022 1974 0.030 0.025 1975 0.041 0.042 1976 0.030 0.032 1977 0.004 0.020 1978 0.026 0.030 1979 0.016 0.024 1980 0.058 0.047 1981 0.023 0.027 1982 0.045 0.067 1983 0.040 0.038 :1 1984 0.025 0.021 1985 0.015 0.026 1986 0.065 0.054 1987 0.058 0.059 1988 0.023 0.020 1989 0.015 0.019 1990 0.121 0.071 1991 0.073 0.062 1992 0.028 0.023 1993 0.029 0.022 1994 0.010 0.016 1995 0.042 0.039 1996 0.088 0.057 1997 0.074 0.061 1998 0.017 0.026 1999 0.069 0.046 2000 0.029 0.033 2001 0.005 0.025 2002 0.032 0.056 2003 0.041 0.025 2004 0.053 0.076 2005 0.038 0.037 2006 0.045 0.038 2007 0.090 0.073 2008 0.116 0.079 2009 0.057 0.054 Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1206 0.0792 2 0.1155 0.0764 3 0.0895 0.0733 4 0.0882 0.0707 5 0.0829 0.0669 6 0.0737 0.0624 7 0.0726 0.0612 8 0.0691 0.0596 9 0.0652 0.0586 10 0.0617 0.0573 11 0.0585 0.0572 12 0.0577 0.0564 13 0.0567 0.0544 14 0.0560 0.0543 15 0.0527 0.0473 16 0.0517 0.0464 17 0.0512 0.0459 18 0.0461 0.0439 19 0.0450 0.0418 20 0.0446 0.0401 21 0.0418 0.0391 22 0.0412 0.0385 23 0.0412 0.0376 24 0.0407 0.0376 25 0.0403 0.0366 26 0.0378 0.0364 Cil 27 0.0374 0.0352 28 0.0370 0.0340 29 0.0355 0.0331 30 0.0332 0.0324 31 0.0324 0.0323 32 0.0321 0.0311 33 0.0319 0.0308 34 0.0319 0.0302 35 0.0316 0.0298 36 0.0312 0.0297 37 0.0304 0.0283 38 0.0298 0.0278 39 0.0292 0.0272 40 0.0291 0.0265 41 0.0280 0.0262 42 0.0280 0.0261 43 0.0275 0.0259 44 0.0270 0.0253 45 0.0262 0.0253 46 0.0261 0.0250 47 0.0258 0.0250 48 0.0255 0.0237 49 0.0249 0.0229 50 0.0245 0.0221 51 0.0234 0.0219 52 0.0228 0.0218 53 0.0211 0.0217 54 0.0197 0.0215 55 0.0167 0.0213 56 0.0158 0.0206 57 0.0149 0.0204 58 0.0148 0.0199 59 0.0098 0.0198 60 0.0052 0.0190 61 0.0035 0.0160 Stream Protection Duration POC #1 The Facility PASSED The Facility PASSED. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0188 17567 8290 47 Pass 0.0196 16170 7422 45 Pass 0.0203 14974 6793 45 Pass 0.0210 13858 6280 45 Pass 0.0218 12820 5893 45 Pass 0.0225 11815 5580 47 Pass 0.0233 10898 5322 48 Pass 0.0240 10119 5120 50 Pass 0.0247 9383 4939 52 Pass 0.0255 8731 4753 54 Pass 0.0262 8145 4543 55 Pass 0.0270 7593 4359 57 Pass 0.0277 7060 4152 58 Pass 62 0.0284 6590 3961 60 Pass 0.0292 6149 3775 61 Pass 0.0299 5781 3585 62 Pass 0.0307 5433 3403 62 Pass 0.0314 5101 3228 63 Pass 0.0321 4808 3059 63 Pass 0.0329 4528 2849 62 Pass 0.0336 4254 2652 62 Pass 0.0344 4017 2470 61 Pass 0.0351 3782 2331 61 Pass 0.0359 3546 2199 62 Pass 0.0366 3337 2091 62 Pass 0.0373 3138 1979 63 Pass 0.0381 2952 1884 63 Pass 0.0388 2785 1776 63 Pass 0.0396 2599 1696 65 Pass 0.0403 2447 1603 65 Pass 0.0410 2304 1512 65 Pass 0.0418 2162 1431 66 Pass 0.0425 2026 1352 66 Pass 0.0433 1899 1274 67 Pass 0.0440 1790 1194 66 Pass 0.0447 1688 1116 66 Pass 0.0455 1588 1038 65 Pass 0.0462 1483 959 64 Pass 0.0470 1379 888 64 Pass 0.0477 1292 817 63 Pass 0.0484 1217 761 62 Pass 0.0492 1154 710 61 Pass 0.0499 1098 650 59 Pass 0.0507 1048 585 55 Pass 0.0514 997 531 53 Pass 0.0521 930 486 52 Pass 0.0529 883 428 48 Pass 0.0536 837 387 46 Pass 0.0544 789 354 44 Pass 0.0551 743 323 43 Pass 0.0558 713 294 41 Pass 0.0566 668 258 38 Pass 0.0573 631 234 37 Pass 0.0581 595 212 35 Pass 0.0588 565 193 34 Pass 0.0596 539 171 31 Pass 0.0603 496 154 31 Pass 0.0610 473 144 30 Pass 0.0618 434 135 31 Pass 0.0625 399 124 31 Pass 0.0633 366 114 31 Pass 0.0640 348 107 30 Pass 0.0647 323 95 29 Pass 0.0655 296 86 29 Pass 0.0662 272 75 27 Pass 0.0670 256 68 26 Pass 0.0677 235 62 26 Pass 0.0684 217 57 26 Pass 0.0692 195 46 23 Pass 0.0699 180 36 20 Pass 63 0.0707 158 28 17 Pass 0.0714 145 26 17 Pass 0.0721 129 22 17 Pass 0.0729 119 18 15 Pass 0.0736 109 10 9 Pass 0.0744 97 5 5 Pass 0.0751 91 5 5 Pass 0.0758 82 4 4 Pass 0.0766 76 2 2 Pass 0.0773 69 2 2 Pass 0.0781 61 1 1 Pass 0.0788 54 1 1 Pass 0.0795 48 0 0 Pass 0.0803 41 0 0 Pass 0.0810 38 0 0 Pass 0.0818 33 0 0 Pass 0.0825 27 0 0 Pass 0.0833 22 0 0 Pass 0.0840 21 0 0 Pass 0.0847 20 0 0 Pass 0.0855 19 0 0 Pass 0.0862 17 0 0 Pass 0.0870 13 0 0 Pass 0.0877 12 0 0 Pass 0.0884 8 0 0 Pass 0.0892 4 0 0 Pass 0.0899 3 0 0 Pass 0.0907 3 0 0 Pass 0.0914 3 0 0 Pass 0.0921 3 0 0 Pass Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. LID Report LID Technique Used for Total Volumn Percent Water Quality Percent Comment Treatment? Needs Volumn Water Quality Treatment Infiltrated Treated Ditch POC 0.00 Vault 1 0.00 Gravel Trench Bed North 99.98 Total Volume Infiltrated 31.75 0.00 0% Compliance with LID Standard 8 Duration Analysis Result = Failed (ac -ft N 71.93 N 66.85 N 64.58 Volumn Infiltration Cumulative Through Volumn Volumn Facility (ac -ft) Infiltration (ac -ft) Credit N 203.36 0.00 0.00 No Treat. Credit IN N 64 Stream Protection Duration Predeveloped Landuse Totals for POC #2 Total Pervious Area:O Total Impervious Area:O Mitigated Landuse Totals for POC #2 Total Pervious Area:0.34 Total Impervious Area:0.28 Flow Frequency Return Periods for Predeveloped. POC #2 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Flow Frequency Return Periods for Mitigated. POC #2 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Water Quality BMP Flow and Volume for POC #2 On-line facility volume: 0.0452 acre-feet On-line facility target flow: 0.0454 cfs. Adjusted for 15 min: 0.0454 cfs. Off-line facility target flow: 0.0251 cfs. Adjusted for 15 min: 0.0251 cfs. Water Quality BMP Flow and Volume for POC On-line facility volume: 0.0474 acre-feet On-line facility target flow: 0.0501 cfs. Adjusted for 15 min: 0.0501 cfs. Off-line facility target flow: 0.0278 cfs. Adjusted for 15 min: 0.0278 cfs. Perind and Impind Changes No changes have been made. This program and accompanying documentation are provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by Clear Creek Solutions, Inc. 2005-2013; All Rights Reserved. 65 Q J a_ f - O J) 0 z z Q J U) z W W W 0 i I I' CONNECT TO I EXISTING DITCH COMBINED DETENTION I WET VAULT SEE NOTE AT LEFT . - I I CB $1 (TYPE I) r / '-' EXISTING TREE TO REMAIN (TYP) COMBINED DETENTION I WET VAULT[44J 1 r SEE x 27'W] I I''� ` - ----- i SEE SHEET POS FOR DETAILS -�_.. a _ - _ _ s 3114' w 296.68 —/ Z� zotz T- , �— eras / \ st.tz' 100 YEAR DETEN------------ 110N WATER SURFACE EL. = 401.50 I � m I t - IIS TOP WQ EL. = 397.50 -a1 N ', �-�/I CB #13 (TYPE II) 1 BOTTOM WQ EL = 393.50 O Z I �: / �_.. \. �;� ICONTECH COS 2015-4 OR REQUIRED DETENTION LIVE STORAGE = 4,660 CF 0 } (,. .APPROVED EQUIVALENT PROVIDED DETENTION LIVE STORAGE = 4,752 CF 1 �_' -I 'IFOR PRE-TREATMENT SEE I -1 REQUIRED WQ DEAD STORAGE = 2,065 CF (A N NOTE AT RIGHT _."? " a I TRACT B( (STORM A R PROVIDED WQ DEAD STORAGE = 4,752 CF I E I I C II �L-, I I DRIPLINE (TYP) INV. 6" (SE, NE) = 398.00 �7 I s.oss 5F. N 1 LOT 3 r ` LOT 2 I --� \ f INV. (12" SE - 398.00 (CI i. 0 0 0 .' SNEWTORM TYP - ��s oo'3t't 4"Iw 296.71' :,_ \. � ., _ i _. _. _. .../ - �%i _.. I :.;. _ .. ._.. _ a m m _-5O 5F ._ .. .__s.oto SF 12" FLOW CONTROL RISER OVERFLOW EL = 401.50 \ / CB 14 (TYPE I) 'I INV. 12" OUT (SW) = 397.50 i o ` �i i CB.#12 (TYPE I) I I # / \ BOTTOM ORIFICE EL= 395.50 '? BOTTOM ORIFICE DIA. - 0.75 (3/4") _ _ _=_ - I 25` PRIVATE STORM 2ND ORIFICE 4" ELBOW EL = 398.90 902 63.05' 58.00' - - __Jmmw_:z 20 0 10 20 40 GRAPHIC SCALE D SCALE: 1'-W J 2ND ORIFICE DIA. = 1.00" Is w I. DRAINAGE EASEMENT - --- I INFILTRATION SYSTEM STORMTECH MC -3500 40, NEW 6" 412 L.-------- ---------- / CLEAN, CRUSHED, ANGULAR, STONE BED SIZE STOR TYP) CB #15 (TYPE I) _ [77.5'L X 22.75'W X 5.5'H] W/ TOTAL 30 CHAMBERS, - -- ---- ----- --- - - - - - a126' \ / 6 END CAPS. 3 ROWS - ONE ISOLATION ROW, TWO f 1 I I __-----_--_------- Iw, INFILTRATION CHAMBERS. CB #3 (TYPE 1) (� CB #11 (TYPE I GRADE OF ACCESS ROAD SEE SHEET P06, P07 FOR DETAILS TOTAL LIVE STORAGE REQUIRED = 4,966 CF If I I I I I 1 ) TOTAL LIVE STORAGE PROVIDED = 5,910 CF SYSTEM OVERFLOW EL = 412.75 40¢ ( o LOT 6+ 14 1 LOT 5 I C 5.384 SF IOi N 5,015 SF I I ( N SAWCUT EX. ASPHALT PAVEMENT (TYP) i I ml I I 1 2 -I I LOT 1 L I 21 LF INFILTRATION ( �, ( LOT 4 ( I 5.504 SF m a 5.460 5F I I TRENCH #2(SEE DETAILI I I SHEET PO6 ) TYP. I I I INFILTRATION SYSTEM CB #10 (TYPE I 1SEE NO THIS SHEET I I ti _ �+a CB #9 (TYPE 11) CB #16 (TYPE II) CB #17 (TYPE 1) I PROPOSED FEATURES —SD PROPOSED STORM DRAIN PIPE SS PROPOSED SEWER MAIN W PROPOSED WATER MAIN LOT1 PROPOSED LOT - - - - - - - PROPOSED SAWCUT LINE - — — - PROPOSED DRIPLINE CURB RAMP PROPOSED ASPHALT PAVEMENT PROPOSED SIDEWALK — BOUNDARY/ R.O.W. LINE — - — CENTERLINE ---- LOT LINE GUTTER, FLOW, & CURB LINE EASEMENT LINE - - - - - - - BUILDING SETBACK LINE (BSBL) -- ---- -- 10' EXISTING CONTOURS ' -- -- 2' EXISTING CONTOURS —410— — 10' PROPOSED CONTOURS --412- 2' PROPOSED CONTOURS Pacific rJi�� � �1�J �' V4SURIVnW 1.=20. �, CITY OF D. ` jjs _tj, 1 r 1 32 5 A. LYYOIN R E N T O N w � VI rs u n" FF''- Civil EnginE nnJ :�: 87 ~ FEND I ane nuc DATUM planning/Building/Public Works Dept. ,1:_` Planning N0. REVISION BY DATE APPR w.,a J. PEND a r f � �7 Z r IN COMPLIANCE WITH CITY OF RENTON STANDARDS 01: O (D z 0 z _ Q J GREEN'S LANDING SHORT PLAT 1-11-2016 U) z W PRELIMINARY GRADING AND DRAINAGE PLAN W --__ P02 P08 (D U I Q J d. f 0 U) 0 z z Q J z W W CE 0 W W _ U) MC -3500 TECHNICAL SPECIFICATION VALLEY NTS 86.0" (2184 mm) STIFFENING RIB CREST INSTALLED CREST WEB STIFFENING RIB LOWER JOINT CORK LIGATION FOOT UPPER JOINT CORRUGATION BUILD ROW IN THIS DIRECTION b I 90.0" I t� ACTUALLLENGTH H �I 45.0" 45.0" (1743 m (1743 mIN 22-5" (571 mm) INSTALLED 77.0" I 77.0" F (1956 IN (1956 mm) NOMINAL CHAMBER SPECIFICATIONS SIZE(WXHXIN$TALLEDLENGTH) 77.0' X45 D' X 66.0" (1956mmX1143mm X2164MM CHAMBER STORAGE 109.9CUBICFEET (3.11 mf) MINIMUM INSTALLED STORAGE'176.9 CU BIC FEET (5.D6m') WEIGHT 135.016`. (61.2 kS) 25.7" NOMINAL END CAP SPECIFICATIONS (653 mm) SIZE(VJ X H X INSTALLED LENGTH) 77.0'X4Er X2ZF (1 S56 mm X 1143 mm X 571 mm) END CAP STORAGE 14.9 CUBIC FEET (0.42 mP) MINIMUM INSTALLED STORAGE' 46.0 CUBIC FEET H.30 m� WEIGHT ..0IM. (22.7 kS) 'ASSUMES 12" (305 mm) STONE ABOVE, 9' (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS. 12' (305 mm) STONE PERIMETER IN FRONT OF END CAPS AND 4D% STONE POROSITY STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH'B" PART# STUB B C MC35001EPP06T DESCRIPTION 33.21'(644 mm) _ MC35001EPPD60 s (Iso mm) - 0.66-(i7 rtm) MC35001EPPOBT8" (791 mm) - MC35001EPF008 (20011.1F m Q - 061" (21 mm) MG35001EPPIOT MC35001EPP100 10" (250 mm) 29.04(738 mm) - 0.93" 124 mm MC35DOIEPP12T12'(300 PER ENGINEER'S PLANS. CHECK PLANS FOR 26.36"(.70 mm) INSTALLATIONS MAY HAVE MC3500EPP128 mm) - 1.35'(34 mm) MG35SEPPi5T MC35001EPP158 15' (375 mm) 23.39"(594 mm) - - 1.50'(35 mm) MC35001EPP18TC 18" (450 mm) 20.03' (509 mm) OF THE'D' LAYER MC35001EPPi8BC - 1.77'145 mm) MC35001EPP24TG MC35001EPP24BC 24" (600 mm) 14AB" (36B mm) - - 2.06-(52 mm1 MC35001EPP30BC 30'(750 mm) AASHTO M145' CUSTOM PRECORED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24' (300-6D0 mm) SIZE ON SIZE AND 15-08' (375-120D mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE M-500 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (25Dmm) THE INVERT LOCATION IN GOLUMN'B ARE THE HIGHTEST POSSIBLE FOR THE PIPE SIZE. CATCH BASIN OR MANHOLE SUMP DEPTH TBD BY DESIGN ENGINEER COVER ENTIRE ROW WITH AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE. MC -3500 -12.5' [3.81 ml WIDE STRIP ACCEPTABLE FILL MATERIALS: STORMTECH MC -3500 CHAMBER SYSTEMS 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 FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 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 PAVEMENT LAYER (DESIGNED BY AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS SITE DESIGN ENGINEER) DCAP I ELEV=414.00 (MIN.) 6' 24" 2.4 m) ' 1 0 mm) MIN MAX OVERFLOW ELEV=412.75 12" (300mm) MIN ELEV=411.75 45" (1140 mm) ELEV=408.00 1 ELEV=407.25 i1F DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MIN 77" (1950 mm) 12" (300 mm) TYP *FOR COVER DEPTHS GREATER THAN 8.0'(2.4 m) PLEASE CONTACT STORIATECH NOTES: 1. MC -3500 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 2. MC -3500 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 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. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5. 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. NYLOPLAST 12" [300 mm] INLINE DRAIN BODY W/ 12" [300 mm] SOLID HINGED COVER AND FRAME (SEE NYLOPLAST DWG# 7003-110-044 FOR PAVED APPLICATIONS / SEE DWG# 7003-110-045 FOR UNPAVED APPLICATIONS) MC -3500 CHAMBER 3/4-2INCH [19 mm -51 CLEAN CRUSHED ANGULAR ST LAYERS OF AASHTO M288 CLASS 1 WOVEN GEOTEXTILE NOTES: 1. INSPECTION PORTS MAY BE CONNECTED THROUGH ANY OF (6) AASHTO MATERIAL COMPACTION / DENSITY MATERIAL LOCATION DESCRIPTION CLASSIFICATIONS REQUIREMENT NOTE: FOR MANY APPLICATIONS, THE NON -WOVEN GEOTEXTILE OVER THE MC -3500 CHAMBERS CAN BE ELIMINATED OR FINAL FILL: FILL MATERIAL FOR SUBSTITUTED WITH THE AASHTO CLASS 1 WOVEN GEOTEXTILE. CONTACT YOUR STORMTECH REPRESENTATIVE FOR ASSISTANCE. LAYER'D' STARTS FROM THE TOP OF PREPARE PER SITE DESIGN THE'C' LAYER TO THE BOTTOM OF ANY SOIUROCK MATERIALS, NATIVE SOILS, OR 4" [100 mm] SCHED 40 PVC ENGINEER'S PLANS. PAVED D FLEXIBLE PAVEMENT OR UNPAVED PER ENGINEER'S PLANS. CHECK PLANS FOR N/A INSTALLATIONS MAY HAVE FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBGRADE REQUIREMENTS. STRINGENT MATERIAL AND CHAMBER (4.5" HOLE SAW REQ'D) PAVEMENT SUBBASE MAY BE PART PREPARATION REQUIREMENTS. ANY OF (6) VALLEY OF THE'D' LAYER LOCATIONS BEGIN COMPACTIONS AFTER 24" (600 INITIAL FILL: FILL MATERIAL FOR AASHTO M145' mm) OF MATERIAL OVER THE LAYER 'C' STARTS FROM THE TOP OF GRANULAR WELL -GRADED SOIL/AGGREGATE A-1, A-2-4, A-3 CHAMBERS IS REACHED. COMPACT THE EMBEDMENT STONE ('B' LAYER) MIXTURES, <35% FINES OR PROCESSED ADDITIONAL LAYERS IN 12" (300 mm) C TO 24" (600 mm) ABOVE THE TOP OF AGGREGATE OR MAX LIFTS TO A MIN. 95% PROCTOR THE CHAMBER. NOTE THAT MOST PAVEMENT SUBBASE MATERIALS CAN AASHTO M43' DENSITY FOR WELL GRADED PAVEMENT SUBBASE MAY BE A PART BE USED IN LIEU OF THIS LAYER. 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, MATERIAL AND 95% RELATIVE OF THE'C' LAYER. 7 78 8 89 9 10 DENSITY FOR PROCESSED AGGREGATE MATERIALS. EMBEDMENT STONE: FILL B SURROUNDING THE CHAMBERS FROM CLEAN, CRUSHED, ANGULAR STONE AASHTO M43' NO COMPACTION REQUIRED. THE FOUNDATION STONE ('A' LAYER) 3 4 TO THE'C' LAYER ABOVE. FOUNDATION STONE: FILL BELOW A CHAMBERS FROM THE SUBGRADE UP CLEAN, CRUSHED, ANGULAR STONE AASHTO M43' PLATE COMPACT OR ROLL TO " TO THE FOOT (BOTTOM) OF THE 3,4 ACHIEVE A FLAT SURFACE. 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 FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 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 PAVEMENT LAYER (DESIGNED BY AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS SITE DESIGN ENGINEER) DCAP I ELEV=414.00 (MIN.) 6' 24" 2.4 m) ' 1 0 mm) MIN MAX OVERFLOW ELEV=412.75 12" (300mm) MIN ELEV=411.75 45" (1140 mm) ELEV=408.00 1 ELEV=407.25 i1F DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MIN 77" (1950 mm) 12" (300 mm) TYP *FOR COVER DEPTHS GREATER THAN 8.0'(2.4 m) PLEASE CONTACT STORIATECH NOTES: 1. MC -3500 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 2. MC -3500 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 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. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5. 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. NYLOPLAST 12" [300 mm] INLINE DRAIN BODY W/ 12" [300 mm] SOLID HINGED COVER AND FRAME (SEE NYLOPLAST DWG# 7003-110-044 FOR PAVED APPLICATIONS / SEE DWG# 7003-110-045 FOR UNPAVED APPLICATIONS) MC -3500 CHAMBER 3/4-2INCH [19 mm -51 CLEAN CRUSHED ANGULAR ST LAYERS OF AASHTO M288 CLASS 1 WOVEN GEOTEXTILE NOTES: 1. INSPECTION PORTS MAY BE CONNECTED THROUGH ANY OF (6) 24" [600 mm] HDPE ACCESS PIPE REQUIREOL2 BETWEEN FOUNDATION STONE AND CHAMBERS. CHAMBER CORRUGATION VALLEYS USE FACTORY PRE -CORED END CAPS. MC -3500 - 8.25' [2.51 m] WIDE STRIPS 2. ALL PVC FITTINGS ARE TO BE SOLVENT CEMENTED PAVEMENT AASHTO M288 CLASS 2 NON -WOVEN NOTE: FOR MANY APPLICATIONS, THE NON -WOVEN GEOTEXTILE OVER THE MC -3500 CHAMBERS CAN BE ELIMINATED OR GEOTEXTILE SUBSTITUTED WITH THE AASHTO CLASS 1 WOVEN GEOTEXTILE. CONTACT YOUR STORMTECH REPRESENTATIVE FOR ASSISTANCE. ISOLATION ROW DETAIL INSPECTION PORT DETAIL (10D mm] SCHED 40 SCREW-IN CAP NOTES: 1. INSPECTION PORTS MAY BE CONNECTED THROUGH ANY OF (6) CHAMBER CORRUGATION VALLEYS CONCRETE COLLAR 2. ALL PVC FITTINGS ARE TO BE SOLVENT CEMENTED PAVEMENT GRANULAR WELL GRADED SOIL / 4" [100 mmj SCHED 40 PVC AGGREGATE MIXTURES 4" [100 mm] SCHED 40 PVC COUPLING 8" 4" [100 mm] SCHED 40 PVC [203 mm] CORE 4.5" [114 mm] 0 HOLE IN CHAMBER (4.5" HOLE SAW REQ'D) ANY OF (6) VALLEY LOCATIONS CONNECTION DETAIL _KWEN 4NS i' Pacific _��.tl JI nEN suavEYl H H=, CITY OF 32 5 D. LYDIN �I al j-tj, ' 1 % l RENTON ' U S IB Gti A Ic ••_, .l DATUM planning/Building/Public Works Dept. 0 _ Civil Engine -i'JrrJ :_ I A7, Y+ gym° J. FELYNc F -�' Planning G'�ns�fls�ns� �I1 �I8 N0. REVISION BY DATE APPR 9O1EO""0N0LY J. FENG R_ ---- IN COMPLIANCE WITH CITY OF RENTON STANDARDS GREEN'S LANDING SHORT PLAT INFILTRATION TRENCH DETAILS 1-11-201 U Q J O _ U) 0 z_ n Z Q J C0 z W W cE 0 V. Conveyance System Analysis and Design Conveyance system is designed per section 1.2.4.1 of 2017 City of Renton Surface Water Design Manual to convey the 25 -year developed peak flow with minimum 6 inches of free board and check for overflow for developed 100 -year peak flow and shall not cause downstream property damage in case overflow happens in 100 -year storm event. Use rational method to calculate the 25 year and 100 year 24 hour peaks QR=C*IR*A IR = PR * iR PR = 3.40 inch for 25 year storm = 3.90 inch for 100 year storm iR = aR * Tc " (-b R) Tc = Time of concentration = 6.3 minutes for small areas aR bR iR for Tc = 6.3 minutes IR for Tc = 6.3 minutes 25 year 2.66 0.65 0.804 2.734 100 year 2.61 0.63 0.819 3.194 Downstream Impervious C Pervious C Q25 Q100 Q100 area structure area slope % (cfs) (cfs) (cfs) acres acres inch Infiltration 0.28 0.9 0.34 0.25 0.92 1.08 Trench #1 4.22 0.92 1.08 trench#1 Lot 5, 6 0.178 0.9 0.227 0.25 0.59 0.69 and 7 1.0 0.011 4.22 0.50 0.58 vault inflow to South CB at Lot 8 1.0 0.011 1.45 0.59 basin vault 6 vault Hoquiam 0.19 0.9 0.044 0.25 0.50 0.58 Ave NE and NE 2nd Street inflow to South basin vault Downstream Upstream Pipe Pipe n Pipe Q25 Q100 structure structure size slope % capacity (cfs) (cfs) inch cfs Infiltration CDS unit 12 1.0 0.011 4.22 0.92 1.08 trench#1 South basin CB at NE 12 1.0 0.011 4.22 0.50 0.58 vault 2nd Street South basin CB at Lot 8 1.0 0.011 1.45 0.59 0.69 vault 6 All the pipes have the capacity to convey the 100 -year peak flows. 67 Special Reports related to this project: • Geotechnical Report 68 VII. Other Permits Water Service through King County Water District #90 Sewer Service through City of Renton Right -of -Way permits through City of Renton Franchised utilities (power, cable, gas, etc.) through individual utility purveyors NPDES Permit Through WA State Department of Ecology ESC Plan Analysis and Design (Part A) TEMPORARY EROSION AND SEDIMENT CONTROL 1. The grading for this project is limited to the onsite improvement and offsite frontage improvement. Temporary Erosion and Sedimentation Control will be provided by utilizing BMPs selected from the 2017 Renton Surface Water Design Manual. These BMPS will likely include, but are not necessarily limited to construction entrance for traffic stabilization, silt fencing for parameter protection, plastic sheeting of stockpiles, straw mulch, hydro -seeding of exposed areas, catch basin protection, etc. All new impervious areas and new pervious areas will be treated by two combined detention/wet vaults for Duration flow control (forest existing condition). At the beginning of the construction, construction entrance and silt fence along the grading limit will be installed. Then, combined detention/wet vaults will be installed. Temporary erosion and sediment control facilities will be maintained during construction period and will be removed after construction is finished. Temporary erosion and sediment control plan, notes and details to be provided at construction plan stage. A Stormwater Pollution Prevention and Spill (SWPPS) plan will also be provided at construction plan stage. 2. The site is sloped, no sensitive area exists onsite. No special measure is proposed. Temporary sediment trap sizing: Q2y using WWHM method with 15 -minute time step: Flow Frequency Return Periods for Developed condition without mitigation at POC #1 Return Period Flow(cfs) 2 year 0.3092 5 year 0.4069 10 year 0.4754 25 year 0.5665 50 year 0.6377 100 year 0.7119 Q2y = 0.31 cfs Required surface area = 2080 * Q2y = 2080 * 0.31 = 645 sf. The excavation for the south vault can be used as the sediment trap. A temporary overflow path is provided to over flow to the existing ditch that runs along the north side of NE 2nd Street. 70 EROSION AND SEDIMENT CONTROL STANDARDS: ESC measures shall be applied and maintained to prevent, to the maximum extent practicable, the transport of sediment from the project site to downstream drainage systems or surface waters. This performance is intended to be achieved through proper selection, installation, and operation of the above ESC measures as detailed in the ESC Standard (detached Appendix D) and approved by the City of Renton. PERMANENT EROSION AND SEDIMENT CONTROL For Permanent Erosion and Sedimentation Control, driveways and walkways will be paved. Landscape areas will be covered with grass, trees and ground covers. All new impervious areas and new pervious areas from onsite improvement and offsite Hoquiam Avenue NE half street improvement will be treated by the two combined detention/wet vault for Flow control (Duration, forest existing condition) and Basic water quality treatment. 71 STORMWATER POLLUTION PREVENTION AND SPILL (SWPPS) PLAN (Part B) WMA Stormwater Pollution Prevention Plan for Construction FOR GREEN'S LANDING SHORT PLAT RENTON, WASHINGTON, USA Prepared for Northwest Regional Office 3190 - 160th Avenue SE Bellevue, WA 98008-5452 425-649-7000 January 03, 2018 Prepared by Pacific Engineering Design, LLC. 15445 53rd Avenue South, Suite 100 Seattle, WA 98188 Phone: (206) 431-7970 PED Job number: 17007 SWPPP Pacific Engineering Design, LLC. Storm Water Pollution Prevention Plan for Construction Activities I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information is, to the best of my knowledge and belief, true, accurate and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. �3 zvl$ Jingso e .E. Project Engineer SITE CONTACT INFORMATION SITE OWNER PHONE/FAXMOBILE ADDERSS Norm & Cynthia Green (615) 595-4296 105 Harpeth Hills Drive, Frankin, TN 37069 PROJECT CONTRACTOR To be determined PROJECTEROSIONLEAD 24-HOUR CONTACT To be determined To be determined Pacific Engineering Design, LLC. Storm Water Pollution Prevention Plan for Construction Activities Revision Schedule This storm water pollution prevention plan (SWPPP) should be revised and updated to address changes in site conditions, new or revised government regulations, and additional on-site storm water pollution controls. All revisions to the SWPPP must be documented on the SWPPP Revision Documentation Form, which should include the information shown below. The authorized facility representative who approves the SWPPP should be an individual at or near the top of the facility's management organization, such as the president, vice president, construction manager, site supervisor, or environmental manager. The signature of this representative attests that the SWPPP revision information is true and accurate. Previous authors and facility representatives are not responsible for the revisions. SWPPP Revision Documentation Form Number Date Author Company Representative Signature 0 1 2 3 4 5 6 7 8 9 10 Pacific Engineering Design, LLC. CONTENTS LIST OF FIGURES AND DRAWINGS iv 1 CONSTRUCTION ENVIRONMENTAL SUMMARY 1-1 1.1 Summary 1-1 2 INTRODUCTION 2-1 2.1 Storm water Pollution Prevention Plan Requirements 2-1 2.2 Purpose 2-1 2.3 SWPPP Organization 2-1 3 CLEARING LIMITS 3-1 3.1 Site Plans 3-1 3.2 Marking Clearing Limits 3-1 3.3 Special Consideration 3-1 3.4 Selected BMPs 3-1 4 CONSTRUCTION ACCESS 4-1 4.1 Site Access 4-1 4.2 Street Cleaning 4-1 4.3 Wheel Wash 4-1 4.4 Selected BMPs 4-1 5 STORM WATER DETENTION 5-1 5.1 Primary Storm water Detention System 5-1 5.2 Run-on Bypass 5-1 6 SEDIMENT CONTROLS 6-1 6.1 Site Sediment Control System 6-1 6.2 Selected BMPs 6-1 7 SOIL STABILIZATION 7-1 7.1 Soil Stabilization 7-1 7.2 Structural BMPs 7-2 8 SLOPE PROTECTION 8-4 8.1 General Practices 8-4 8.2 Suggested BMPs 8-4 i Pacific Engineering Design, LLC. CONTENTS (Continued) 9 DRAIN INLET PROTECTION 9.1 Existing Storm Drains 9.2 Newly Constructed Storm Drains 9.3 Suggested BMP 9-1 9-1 9-1 9-1 10 STORM WATER OUTLET PROTECTION 10-1 10.1 Street Drainage along the west side of 14th Avenue SW 10-1 10.2 Bypass Drainage along the west side of 14th Avenue SWError! Bookmark not defined. 10.3 Suggested BMPs 10-1 11 SPILL PREVENTION AND RESPONSE 11-2 11.1 General Materials Handling Practices 11-2 11.2 Specific Materials Handling Practices 11-3 11.3 Spill Response 11-3 11.4 Notification 11-5 12 STORM WATER TREATMENT 12-1 12.1 Storm Water Collection System 12-1 12.2 Temporary Sediment Traps 12-1 12.3 Monitoring Chemical Treatment System 12-1 12.4 pH Adjustment 12-2 13 BMP MAINTENANCE 13-4 14 PROJECT MANAGEMENT 14-1 14.1 Phasing of Construction 14-1 14.2 Seasonal Work 14-1 14.3 Training 14-1 14.4 Pre -construction Conference 14-2 14.5 Coordination with Utilities and other Contractors 14-2 14.6 Subcontractor Oversight 14-2 14.7 Monitoring/Reporting 14-2 14.8 S WPPP Update 14-2 FIGURES DRAWINGS 11 Pacific Engineering Design, LLC. CONTENTS (Continued) APPENDIX A NPDES STORM WATER PERMIT FOR CONSTRUCTION & STATE WATER QUALITY STANDARDS APPENDIX B STANDARDS AND SPECIFICATIONS FOR SELECTED BMPs APPENDIX C MATERIAL SAFETY DATA SHEETS Pacific Engineering Design, LLC. iii FIGURES AND DRAWINGS Figures 1 Site Topography Map 2 Storm water Site Map Drawings Following Report POI Cover Sheet P02 Preliminary Grading and Drainage Plan P03 PreliminaryComposite Utility Plan PO4 Preliminary Tree Retention Plan P05 Preliminary vault plans and sections P06 Infiltration trench details P07 Infiltration trench details P08 Existing Conditions Pacific Engineering Design, LLC. 1V Storm Water Pollution Prevention Plan for Construction Activities 1 CONSTRUCTION ENVIRONMENTAL SUMMARY 1.1 Summary Beginning in Spring 2018, The developer is starting the Green's Landing Short Plat construction project located on 5008 NE 2nd Street in City of Renton Washington. The site area is 1.16 acres before Right of Way dedication and 0.98 acres after Right of Way dedication along Hoquiam Avenue NE. The existing residence and outbuildings on the site will be removed for this development. The project will construct 6 new single-family residences and street frontage improvements with new curb and gutter, sidewalk along the north side of NE 2nd Street and along the west side of Hoquiam Avenue NE. Duration (forest existing condition) flow control and Basic water quality treatment are required for this project. A combined detention/wet vault is used to provide the required Flow control. The conveyance system is designed to have the capacity to handle 100 year 24 hour peak flow. There is no critical area in the site or near by the site. Because more than 5,000 square feet of new impervious area is proposed, extra protective measures have been established to ensure there is no adverse impact to water quality in the surrounding area. This Storm water Pollution Prevention Plan details all of the protective environmental measures, which will be employed during construction of the project. Perhaps most innovative and protective of all measures designed for use is the storm water treatment system which treats all storm water collected during construction to produce clear, clean, and non-toxic water for discharge into the drainage basin stream. Designed as an integrated Best Management Practice (BMP) to complement the other BMPs described in this plan, the storm water treatment system provides a fail-safe method for ensuring only clean water leaves the site. 1.1.1 Project Description Total project area is 1.28 acres. Total proposed impervious area is 0.72 acres, total disturbed area is 1.28 acres. Total volumes of proposed cuts are approximately 2,225 cy and total volumes of proposed fill are approximately 61 cy. Net earth work exported is approximately 2,164 cy. Pacific Engineering Design, LLC. 1-1 Storm Water Pollution Prevention Plan for Construction Activities 1.1.2 Existing Site Conditions There is a single-family residence and outbuildings on the existing parcel. All existing buildings will be demolished and removed for the proposed development. The remainder of the property is covered with grass and trees. The site is hilly with average slope of 5 to 8% slopes southwesterly toward NE 2nd Street. There is no sensitive area on the site and no difficult conditions for the proposed development. 1.1.3 Adjacent Areas Adjacent areas that may be affected by the runoff of sediment -contaminated water is the property west of the site. Under developed condition, onsite runoffs will be collected and conveyed to the infiltration trench (for the north basin) and the combined detention/wet vault (for the south basin) before discharged to the NE 2nd Street drainage system. During construction, silt fences will be installed along the limits of disturbances to prevent sediment -contaminated runoff leaving the site. Excavation for the south combined detention/wet vault will be used as temporary erosion and sediment trap. Temporary intercept ditches will be installed to intercept onsite runoff and direct it to this temporary erotion and sediment trap. 1.1.4 Critical Areas There is no critical area in the site or near by the site. 1.1.5 Soils According to the King County Soils Map, onsite soils are till soils with Alderwood Gravelly Sandy Loam (AgC). 1.1.6 Erosion Problem Areas The site is not located in erosion problem area. 1.1.7 Construction Phasing The construction may be divided to two phases: Onsite development. 2. Offsite frontage improvement. Pacific Engineering Design, LLC. 1-2 Storm Water Pollution Prevention Plan for Construction Activities 1.1.8 Construction Schedule The construction will happen in dry season total construction time will be 5 to 6 month. If wet season land disturbance is proposed, see Appendix B for wet season special provitions. 1.1.9 Financial/Ownership Responsibilities The property owner is responsible for the initiation of bonds and/or other financial securities and the bonds and/or other evidence of financial responsibility for liability associated with erosion and sedimentation impacts. 1.1.10 Engineering Calculations See section IV of this TIR for the design calculations for the sizing of storm water detention facilities and storm water treatment facilities. See section V of this TIR for the sizing of the conveyance system. Pacific Engineering Design, LLC. 1-3 Storm Water Pollution Prevention Plan for Construction Activities 2 INTRODUCTION 2.1 Storm water Pollution Prevention Plan Requirements This Storm water Pollution Prevention Plan (SWPPP) is developed consistent with the requirements of the National Pollutant Discharge Elimination System (NPDES) General Storm water Permit for Construction Activities (see Appendix A for a copy of the general permit). This SWPPP meets the requirements of Special Condition S9 of the general permit. The primary consideration determining the adequacy of the SWPPP is compliance with State Surface Water Quality Standards (Chapter 173-201A — see Appendix A). The Plan, properly implemented, should result in the discharge of water to the environment without the violation of Water Quality Standards. 2.2 Purpose The purpose of this SWPPP is to: • Describe best management practices (BMPs) to minimize erosion and sediment runoff at the site • Identify, reduce, eliminate, or prevent the pollution of storm water • Prevent violations of surface water quality or groundwater quality standards 2.3 SWPPP Organization This plan consists of a detailed narrative section and the appendices, which contain illustrations, maps, and drawings. The narrative section includes descriptions of potential pollution problems associated with site features, and then discusses the selection of specific pollution prevention BMPs to reduce or eliminate the threat of causing pollution during the actual construction project. The illustrations, maps, and drawings in the appendices show the site location, topography, sensitive environmental receptors, placement of BMPs, and BMP specifications and performance expectations. Pacific Engineering Design, LLC. 2-1 Storm Water Pollution Prevention Plan for Construction Activities The narrative section of this plan is organized in numbered sections around the 12 required elements of an SWPPP listed below: 1. Mark project clearing limits 2. Establishing the construction entrance(s) 3. Storm water detention 4. Selection and installation of sediment controls 5. Soil stabilization 6. Slope protection 7. Drain inlet protection 8. Storm water outlet protection 9. Chemical spill prevention and response 10. Site Storm water Treatment 11. BMP maintenance 12. Project management In the narrative section, each of the above elements will be discussed in relation to the specific conditions at the development. BMPs for each element will be screened, resulting in selection of those BMPs deemed most appropriate for use. Specifications and engineering drawings of the selected BMPs are referenced at the end of each section and can be found in Appendix B. Pacific Engineering Design, LLC. 2-2 Storm Water Pollution Prevention Plan for Construction Activities 3 CLEARING LIMITS 3.1 Site Plans Figure 1 is a topographic map of the site showing all natural drainages associated with the area. Figure 2 is the Storm water Site Map showing any surface water in the area and showing placement of all relevant storm water BMPs, detention vault, storm drains, spill kit locations, storm water treatment system location, etc. 3.2 Marking Clearing Limits Prior to beginning earth -disturbing activities, including clearing and grading, all clearing limits, easements, setbacks, sensitive areas and their buffers, trees and drainage courses will be clearly marked to prevent environmental damage both on and off site. 3.3 Special Consideration Special consideration will be given to the boundaries of the drainage basin on the site. 3.4 Selected BMPs • BMP C101: Preserving Natural Vegetation • BMP C103: Plastic or Metal Fence • BMP C104: Stake and Wire Fence (used to mark temporary construction limits) • BMP C233: Silt Fence Pacific Engineering Design, LLC. 3-1 Storm Water Pollution Prevention Plan for Construction Activities 4 CONSTRUCTION ACCESS 4.1 Site Access A temporary stabilized construction entrance will be installed near the location of the existing driveway entrance near the northeast corner of the site. All construction vehicles exiting the site will be limited to this access. The access will be stabilized with gravel to prevent tracking sediment onto Hoquiam Avenue NE. 4.2 Street Cleaning If sediment is accidentally transported on to the street it will be removed from the street surface on a daily basis. Sediment will be shoveled and/or swept from the street and disposed of in a manner, which prevents contamination with storm water or surface water (e.g., covered soil stockpile). In addition, a street sweeper may be used to maintain clean roads on an as -needed basis. 4.3 Wheel Wash Based on site conditions and time of year, a temporary truck wheel wash station may be constructed to ensure control of sediment at the construction exit point. The wheel wash system (if needed) will be constructed on the site at a location just prior to where trucks leave the site access and enter the street. The system will consist of an asphalt -lined wash pond for immersing the truck tires as the truck drives through and a small settling pond for settling suspended sediment in wash water cycled out of the system. Wash water may be reused after settling, infiltrated onsite, or transported off site for disposal. Accumulated sediments will be collected periodically, stockpiled for dewatering, then reused onsite. 4.4 Selected 13MPs • BMP C 105: Stabilized Construction Entrance • BMP C106: Wheel Wash (wet season only) • BMP C 107: Construction Road/Parking Area Stabilization Pacific Engineering Design, LLC. 4-1 Storm Water Pollution Prevention Plan for Construction Activities 5 STORM WATER DETENTION 5.1 Primary Storm water Detention System The construction site slopes southwesterly towards the west adjacent property. Under developed condition, The Flow control BMPs (Infiltration trenches and pervious asphalt, pervious concrete driveways and pervious concrete paver walkways) and the combined detention/wet vault will provide Level 2 (Duration with forest existing condition) Flow control for the project site. During construction period, The excavation for the south vault will be used as a temporary erosion and sediment control trap, all storm water on the site contaminated with sediment or otherwise affected by construction activities will be directed to this temporary erosion and sediment control trap. The detained release will be discharged to the existing storm drainage system that runs along the north side of NE 2nd Street. 5.2 Run-on Bypass The existing storm drainage systems along NE 2nd Street and Hoquiam Avenue NE intercept runoff from the streets. Use catch basin inlet protections to protect the catch basins located at the east side of Hoquiam Avenue NE along the site frontage. 5.3 Selected BMPs • BMP C220: Storm Drain Inlet Protection. Pacific Engineering Design, LLC. 5-1 Storm Water Pollution Prevention Plan for Construction Activities 6 SEDIMENT CONTROLS 6.1 Site Sediment Control System Before being discharged from the construction site, sediment -contaminated storm water will be processed in the storm water treatment system. Clean water bypassing the site will be routed to the existing drainage systems that runs along the east side of Hoquiam Avenue NE and the north side of NE 2nd Street. A temporary erosion and sediment control trap will be installed using the excavation for the south combined detention/wet vault. After the vault is constructed, the vault itself can be used for temporary erosion and sediment control. Sediment barriers or filters, and other BMPs intended to trap sediment on site will be constructed as one of the first steps in grading. These BMPs will be installed before other land -disturbing activities take place. 6.2 Selected BMPs • BMP C200: Interceptor dike and swale • BMP C207: Check dams • BMP C233: Silt Fence • BMP C240: Temporary Sediment Trap • BMP C250: Construction Storm water Chemical Treatment Pacific Engineering Design, LLC. 6-1 Storm Water Pollution Prevention Plan for Construction Activities 7 SOIL STABILIZATION This section describes the stabilization and structural BMPs that will be implemented to minimize erosion and transport of sediment from the project site into receiving waters. Erosion and sediment control facilities that have been approved as a part of the project's grading permit are shown in Drawing of the Temporary Erosion and Sediment Control Plan. Many of the BMPs listed below are described in the WSDOT Construction Site Erosion and Spill Control Certification Course Manual as well as in Volume 2 of Ecology's Storm water Management Manual for the Puget Sound Basin and the King County Surface Water Management Manual and have been included in Appendix B. 7.1 Soil Stabilization Stabilization BMPs to be implemented at this site include: • Soil Covering. All exposed soils will be stabilized with vegetation or covered prior to the onset of the rainy season. The primary stabilization method used will be covering soils with an approved matting and/or hydroseeding. This will be done on all slopes as well as drainage ditches, swales, and exposed flat surfaces as deemed necessary by the erosion and sediment control lead. Virtually all exposed soils will be stabilized to protect surface water quality. Areas of the project, which have not been properly stabilized by vegetation by the onset of the wet season, will be covered with transparent plastic sheeting to prevent sediment transport. Plastic sheeting will also be used as an emergency BMP to cover previously stabilized areas, which begin to erode. Loose straw and mulch covers are not to be used as they may be washed into drainage structures. • Stockpile Covering. All temporary soil stockpiles will be covered with plastic. Long-term stockpiles will be compacted and hydroseeded prior to the onset of wet weather. Clean runoff from covered or stabilized stockpiles will be collected in solid wall drainage pipe and conveyed to a surface water drainage structure. • Polymer Soil Treatment. Smaller areas of the site may be actively worked throughout the wet season to support the installation of utilities. These smaller areas of exposed soils may be temporarily stabilized with the application of a granular Pacific Engineering Design, LLC. 7-1 Storm Water Pollution Prevention Plan for Construction Activities anionic polyacrylamide (PAM). PAM may be applied as an aqueous solution (0.5 pounds per 1,000 gallons of water) or as a granular solid evenly dispersed over the surface of soils using a seed spreader (3 to 5 pounds of PAM per acre). For additional instruction and use restrictions see the WSDOT Draft Experimental BMP 5.0 - Polyacrylamide for Soil Erosion Prevention (June 21, 1999) and the WSDOT Draft Interim Criteria for WSDOT to use Polyacrylamide (PAM) (June 21, 1999) in Appendix B. • Maintenance of Existing Vegetation. Existing and new vegetation will be maintained to the maximum extent practicable to prevent the contamination of storm water with sediment. Vegetated areas beginning to show signs of erosion or soil transport will be covered with plastic sheeting and the clean runoff conveyed to a storm water drain. • Outlet Protection. Adequate energy dissipation, erosion control, and soil stabilization measures (e.g., rock or other energy dissipation techniques) will be provided for all point source discharges of storm water, including run-on discharges and outlets from onsite discharges. • Inlet protection. All existing storm drain inlets, including those made operable during the project, will be properly protected and maintained using approved inlet protection devices. 7.2 Structural BMPs Structural BMPs. Structural BMPs are practices designed to divert flows from exposed soil, store storm water runoff, and limit runoff and the discharge of pollutants from exposed areas of the project. The goal of structural BMPs on this project is to protect receiving water downstream of the site from turbid water, phosphorus, sediment, oil, and other contaminants, which may mobilize in storm water flows. • Temporarily Modified Catchment Structures. Catch basins, manholes, vaults and swales may have to be modified on a temporary basis so that dirty water can be intercepted before leaving the site. This may be done in several different ways generally resulting in temporarily blocking an outlet structure and installing a pump to transfer the storm water inflow to a settling, infiltration, or treatment system. Automatic float level controllers built into the pump prevent the pump from running dry and conserve power use. • Drainage Swales, Ditches, and Check Dams. Swales and ditches will be used on a permanent and temporary basis to convey storm water in a way that minimizes the potential for contamination by sediment. Because some sediment will Pacific Engineering Design, LLC. 7-2 Storm Water Pollution Prevention Plan for Construction Activities always be present in storm water, check dams will be used in swales and ditches to reduce the velocity of the water and allow some settling of larger particles. Sedimentation Swales and Traps. Temporary and permanent swales and small sedimend traps will be used as necessary to reduce the velocity of runoff and enhance particle settling. Pacific Engineering Design, LLC. 7-3 Storm Water Pollution Prevention Plan for Construction Activities 8 SLOPE PROTECTION 8.1 General Practices Cut and fill slopes on this project have been designed and will be constructed so as to minimize erosion. Soil types have been analyzed and considered for their potential to erode also. In addition, slope runoff velocities will be reduced by terracing, creating diversions, and surface contouring. Upslope drainage and uncontaminated run-on water from off-site will be intercepted at the top of the slope and diverted around the active construction area. Down slope flows will be contained in pipes, slope drains, and/or stabilized channels. 8.2 Suggested BMPs Because the site is hilly, slope protection is required for this project. The following BMPs are selected. • BMP C120: Temporary and Permanent Seeding • BMP C121: Mulching • BMP C130: Surface Roughening • BMP C 131: Gradient Terraces • BMP C200: Interceptor dike and swale • BMP C204: Pipe Slope Drains • BMP C207: Check dams Pacific Engineering Design, LLC. 8-4 Storm Water Pollution Prevention Plan for Construction Activities 9 DRAIN INLET PROTECTION 9.1 Existing Storm Drains Existing storm drain inlets will be protected to prevent storm water from entering without first being filtered or treated to remove sediment. 9.2 Newly Constructed Storm Drains All storm drain inlets made operable during construction will be protected to prevent storm water from entering without first being filtered or treated to remove sediment. 9.3 Suggested BMP • BMP C220: Storm Drain Inlet Protection Pacific Engineering Design, LLC. 9-1 Storm Water Pollution Prevention Plan for Construction Activities 10 STORM WATER OUTLET PROTECTION 10.1 Street Drainage along the north side of SE 2nd Place The outfall of the combined detention/wet vault will be connected to the existing storm drainage system that runs along the north side of NE 2nd Street at a new catch basin with a 12" outlet culvert pipe that discharges to the existing drainage ditch. Storm water will be cleaned of sediment and other pollutants when discharged from the new catch basin that connects to the existing storm drainage system runing along the north side of NE 2nd Street. 10.2 Suggested BMPs • BMP C220: Storm Drain Inlet Protection. Pacific Engineering Design, LLC. 10-1 Storm Water Pollution Prevention Plan for Construction Activities 11 SPILL PREVENTION AND RESPONSE Consistent with the general permit requirements, all potential pollutants other than sediment will be handled and disposed of in a manner that does not cause contamination of storm water. Non -sediment pollutants that may be present during construction activities include: • Petroleum products including fuel, lubricants, hydraulic fluids, and form oils • Polymer used for soil stabilization • Water treatment chemicals (coagulant, acid, sodium bicarbonate) • Concrete • Paints • Fertilizers These materials, and other materials used during construction with the potential to impact storm water, will be stored, managed, used, and disposed of in a manner that minimizes the potential for releases to the environment and especially into storm water. Emergency contacts for the project will be posted at the project office and are included at the end of this section. 11.1 General Materials Handling Practices The following general practices will be used throughout the project to reduce the potential for spills. • Potential pollutants will be stored and used in a manner consistent with the manufacturer's instructions in a secure location. To the extent practicable, material storage areas should not be located near storm drain inlets and should be equipped with covers, roofs, or secondary containment as needed to prevent storm water from contacting stored materials. Chemicals that are not compatible (such as sodium bicarbonate and hydrochloric acid) shall be stored in segregated areas so that spilled materials cannot combine and react. • Materials disposal will be in accordance with the manufacturer's instructions and applicable local, state, and federal regulations. Pacific Engineering Design, LLC. 11-2 Storm Water Pollution Prevention Plan for Construction Activities • Materials no longer required for construction will be removed from the site as soon as practicable. • Adequate garbage, construction waste, and sanitary waste handling and disposal facilities will be provided to the extent necessary to keep the site clear of obstruction and BMPs clear and functional. 11.2 Specific Materials Handling Practices • All pollutants, including waste materials and demolition debris, that occur on-site during construction will be handled in a way that does not contaminate storm water. • All chemicals including liquid products, petroleum products, water treatment chemicals, and wastes stored on site will be covered and contained and protected from vandalism. • Maintenance and repair of all equipment and vehicles involving oil changes, hydraulic system drain down, de -greasing operations, fuel tank drain down and removal, and other activities which may result in the accidental release of contaminants, will be conducted under cover during wet weather and on an impervious surface to prevent the release of contaminants onto the ground. Materials spilled during maintenance operations will be cleaned up immediately and properly disposed of. • Wheel wash water will be settled and discharged on site by infiltration. Wheel wash water will not be discharged to the storm water system or the storm water treatment system. • Application of agricultural chemicals, including fertilizers and pesticides, will be conducted in a manner and at application rates that will not result in loss of chemical to storm water runoff. Manufacturers' recommendations will be followed for application rates and procedures. • pH -modifying sources will be managed to prevent contamination of runoff and storm water collected on site. The most common sources of pH -modifying materials are bulk cement, cement kiln dust (CKD), fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, and concrete pumping and mixer washout waters. 11.3 Spill Response The primary objective in responding to a spill is to quickly contain the material(s) and prevent or minimize their migration into storm water runoff and conveyance systems. If Pacific Engineering Design, LLC. 11-3 Storm Water Pollution Prevention Plan for Construction Activities the release has impacted on-site storm water, it is critical to contain the released materials on site and prevent their release into receiving waters. If a spill of pollutants threatens storm water at the site, the spill response procedures outlined below must be implemented in a timely manner to prevent the release of pollutants. • The site superintendent will be notified immediately when a spill, or the threat of a spill, is observed. The superintendent will assess the situation and determine the appropriate response. • If spills represent an imminent threat of escaping ESC facilities and entering the receiving waters, facility personnel will respond immediately to contain the release and notify the superintendent after the situation has been stabilized. • Spill kits containing materials and equipment for spill response and cleanup will be maintained at the site. Each spill kit may contain: — Oil absorbent pads (one bale) — Oil absorbent booms (40 feet) — 55 -gallon drums (2) — 9 -mil plastic bags (10) — Personal protective equipment including gloves and goggles • If an oil sheen is observed on surface water (e.g., settling ponds, detention pond, swales), absorbent pads and/or booms will be applied to contain and remove the oil. The source of the oil sheen will also be identified and removed or repaired as necessary to prevent further releases. • The site superintendent, or his designee, will be responsible for completing the spill reporting form and for reporting the spill to the appropriate state or local agency (see Forms at the end of this section). • Facility personnel with primary responsibility for spill response and cleanup will receive training from the site superintendent. This training will include identifying the location of spill kits and other spill response equipment and the use of spill response materials. • Spill response equipment will be inspected and maintained as necessary to replace any materials used in spill response activities. Pacific Engineering Design, LLC. 11-4 Storm Water Pollution Prevention Plan for Construction Activities 11.4 Notification In the event of a spill, make the appropriate notification(s) consistent with the following procedures: • Any spill of oil which 1) violates water quality standards, 2) produces a "sheen" on a surface water, or 3) causes a sludge or emulsion must be reported immediately by telephone to the National Response Center Hotline at (800) 424-8802. • Any oil, hazardous substance, or hazardous waste release which exceeds the reportable quantity must be reported immediately by telephone to the National Response Center Hotline at (800) 424-8802. • Any spill of oil or hazardous substance to waters of the state must be reported immediately by telephone to the Washington State Department of Ecology at (360) 407-6000 (Olympia), (425) 649-7000 (Bellevue). • Any release of a hazardous substance that may be a threat to human health or the environment must be reported to the Washington State Department of Ecology at (360) 407-6000 (Olympia), (425) 649-7000 (Bellevue) immediately upon discovery. Pacific Engineering Design, LLC. 11-5 Storm Water Pollution Prevention Plan for Construction Activities 12 STORM WATER TREATMENT 12.1 Storm Water Collection System During all phases of construction and grading the contractor will provide storm water collection and conveyance systems to collect and direct sediment contaminated water to temporary sediment pond as needed to prevent offsite discharge of sediment laden storm water. Construction will occur in phases as much as practicable to avoid unnecessarily exposing vegetated areas of the site. Clean storm water, generated from stabilized and undisturbed portions of the site, will be collected and conveyed to stabilized discharge areas whenever necessary to avoid contact with disturbed portions of the site. All conveyance and collection systems will be constructed consistent with State and local BMP requirements. 12.2 Temporary Sediment Traps During construction, sediment contaminated storm water will be conveyed to temporary sediment traps, as designed by the project engineer and shown on the temporary erosion and sediment control (TESL) plan. The sediment traps will gravity -settle large particles down to silt size particles. Considering subsurface soil types, it is unlikely that gravity settling alone will remove all suspended particles. If settled storm water does not meet state water quality standards, the storm water will be managed by chemical treatment. An experienced expert in storm water treatment will perform chemical treatment. Many of the chemicals utilized for this type of treatment (polymers) can be environmentally hazardous. 12.3 Monitoring Chemical Treatment System As with all effective BMPs, the chemical treatment system requires regular monitoring to assure the overall effectiveness of storm water management. The key monitoring requirements of the chemical treatment water management system include: • Sediment Trap/pond Monitoring Pacific Engineering Design, LLC. 12-1 Storm Water Pollution Prevention Plan for Construction Activities All sediment trap(s)/pond(s) should be visually monitored at least daily during the wet season or as needed to monitor the level and quality of water within the sediment traps. The site operator will designate site personal to routinely monitor the level of the sediment trap such that the water level is not allowed to reach levels approaching discharge. The sediment traps will also be monitored weekly or as needed for sediment accumulation, functionality, and for other required maintenance. In the event of abnormal conditions, site personal will immediately report the information to the site superintendent for resolution. • Pump and Mechanical System Monitoring The pump or pumps that operate the storm water management system require routine monitoring to ensure the continual performance of the system. The contractor will follow all manufactures recommended inspection and maintenance procedures throughout the life of the project. During the wet season, site personal will monitor pump systems for correct operation, adequate power supply, and correct float level control operation. Severe storm events may require more frequent inspections, especially if pumps rely on utility -supplied power. The contractor will have available onsite or within reasonable distance to site 24 -hour -a -day available backup equipment including but not limited to a pump and generator. In the event of mechanical equipment failure, the site operator will immediately take all necessary actions to replace any malfunctioning components so as to restore the original capacity of the water management system. ® Water Quality Monitoring Water quality monitoring will be performed to demonstrate that the water management process is working properly, to document the quality of water discharged to the stream, and to document the background water quality of the stream. The effectiveness of the water management system will be monitored on a daily basis, recorded on the Water Management Log form, and reported to regulatory authorities as needed. State water quality standards require treated water to not exceed 5 NTU above the receiving water and the pH to be within 0.3 pH units of the receiving water. Therefore, the Storm water Monitoring Form will be used to record the receiving water background turbidity and pH as well as the quality of water discharged from the site. This information can then be used to document compliance with water quality standards. 12.4 pH Adjustment The most likely pH upset condition will be high pH resulting from concrete contamination. Acid or dry ice (CO2) will be required to neutralize the high pH. Begin recirculating the water in the basin to be neutralized while slowly adding acid (dry ice). Acid (dry ice) quantity will be calculated based on a sample test neutralization. Pacific Engineering Design, LLC. 12-2 Storm Water Pollution Prevention Plan for Construction Activities Caution! Hydrochloric and sulfuric acids are powerful acids, which can cause serious, permanent damage to human skin and eyes. See Material Safety Data Sheets in Appendix D. Goggles, gloves, and protective clothing are mandatory when handling acid. An eye wash unit is stationed in the job trailer. Acid must always be stored, moved, and dispensed in the secondary unit containment provided. No more than 5 gallons of acid will be stored on site at any time. Check pH in the treatment basin frequently after incremental additions of acid or dry ice to ensure the pH is not over -adjusted. Adjust the pH to 7.0 to 7.5. Once the desired pH has been achieved, let the basin settle briefly and check the pH again. A low pH condition may be treated by adding a 20 percent sodium bicarbonate solution as above. Check the pH after incremental additions of sodium bicarbonate. The sodium bicarbonate quantity may be calculated based on a simple jar test to determine the correct amount for size of the pond. Pacific Engineering Design, LLC. 12-3 Storm Water Pollution Prevention Plan for Construction Activities 13 BMP MAINTENANCE All temporary and permanent erosion and sediment control BMPs will be maintained and repaired as needed to assure continued performance of their intended function. All maintenance and repair will be conducted in accordance with BMPs. Recommended BMP maintenance requirements are listed in Tables 1 and 2 included in this section. Following Tables 1 and 2 is a BMP Inspection Checklist for use in routine inspections of the construction site. All temporary erosion and sediment control BMPs will be removed within 30 days after final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment will be removed or stabilized on site. Disturbed soil areas resulting from removal of BMPs or vegetation will be permanently stabilized as soon as possible. Pacific Engineering Design, LLC. 13-4 Storm Water Pollution Prevention Plan for Construction Activities 14 PROJECT MANAGEMENT Implementation and management of the environmental aspects of this project under the SWPPP are the responsibilities of The Development Company and the prime contractor. Communication between all parties performing work on the site is essential for proper implementation of the SWPPP. The prime contractor, utility installation contractor, and grading contractor should all be familiar with the SWPPP and their responsibilities under the plan. To help delegate these responsibilities the following outline has been provided: 14.1 Phasing of Construction The project has been planned at this point in two phases to reduce the environmental impact of mass grading. Phase one will result in the development of the onsite improvement. During this time the offsite will remain undisturbed most of the time. Once the onsite improvement phase is nearing completion the offsite improvement phase will begin. From the beginning of construction until the completion of phase two, the storm water treatment system will remain operational to purify storm water impacted by construction activities. 14.2 Seasonal Work The storm water treatment system has been designed to allow for work on the project during the winter months without impacting the water quality in the drainage basin to the west of the site. While not seasonal, some construction activities may need to be postponed if scheduled during ongoing storm events. Activities such as grading and trenching in areas directly adjacent to the drainage basin during rainstorms could easily result in sediment -contaminated storm water reaching the stream. This work would therefore be performed within a window of dry weather predicted on the basis of weather reports. 14.3 Training The Development Company will provide onsite training to key personnel responsible for compliance with the SWPPP. The contractor's superintendent and project manager will be familiarized with the major elements of the plan. Construction workers and others at Pacific Engineering Design, LLC. 14-1 Storm Water Pollution Prevention Plan for Construction Activities the site will be given appropriate training information at the conclusion of site safety meetings or on an as -needed basis. 14.4 Pre -construction Conference One or more pre -construction meetings will be held with an explicit agenda item addressing the SWPPP. 14.5 Coordination with Utilities and other Contractors All contractors providing services on the project which may cause storm water pollution will be given a copy of the SWPPP and appropriate training regarding storm water pollution prevention. 14.6 Subcontractor Oversight Subcontractor oversight to ensure compliance with the SWPPP will be provided by the prime contractor's superintendent or project manager. Informal, on-the-job tailgate training will be the first level of communication followed by onsite observation of training compliance. Non-compliance with SWPPP policies will trigger a more intensive training session to correct the problem(s). Chronic non-compliance with SWPPP policies may require the intervention of local and/or state regulatory personnel. 14.7 Monitoring/Reporting Water quality conditions at the site will be monitored by a qualified technician and water quality reports submitted to the proper regulatory authorities on a regular basis. Additional reports such as erosion and sediment control inspections will be the responsibility of the prime contractor or a designated consultant. Spill reports will be completed and submitted by the prime contractor on the project. 14.8 SWPPP Update The SWPPP will be updated as requested by The Development Company. Pacific Engineering Design, LLC. 14-2 Storm Water Pollution Prevention Plan for Construction Activities 19 RINU S Here include Figure 1 (Site Topographic Map) Pacific Engineering Design, LLC. Q J I— rr O U) z 0 z Q J z W W CE 0 00 O F_ W W llr^ vl �523p5g21g 99.99' LOT 3 I U h 20 0 10 20 40 GRAPHIC SCALE SCALE 1'-20' N 1/4 COR SEC. FND. 3' BRASS S 88'22'19" E 2623.96' (city 1851 to 1852 meas)(basis of bearings) SURFACE DISK (S 88'22'19" E 2623.83' —city record) (SEPT 2007) S 88'21'13" E_ 2642.69' (1/4 cor to sec cor) 660.67' 660.67 1321.34' 18.75' CITY #1851 85'46'43" Eo N � NE COR SEC7 FND. 2 1/2" BRASS Im CITY # 1852 SURFACE DISK - ml FND. 3 BRASS (SEPT 2007) 'o° 3 SURFACE DISK SEPTMI 661_26' N 88.2_3' 15" W o a 661.26' N M S 88'24'16" - o 661.55' N w M1- 661.85' _ 1323.69' — 3 661.85' N 88.25'16" W a n m ZI- 13 I� to I^ Ml0 MIp M EX. CTR OF SEC. D. FNCONC MON IN CASE — ____L— (SEPT 2007) 663.02' 1326.04' L66 3.02' S 88'29'19" E 2652.08' SECTION BREAK DOWN NTS Pacifies. n ip tj j CIDMEPOINTE CITY OF ra�vjl]� 1 r� R 32 5 °�" a `'vIN RENTON Civil EngineerrnJ � I Ay '�G � DATUM planning/Building/Public Works Dept. Planning Con rt ins 'z'I 17 NO. REVISION BY DATE APPR J. FENG I IN COMPLIANCE WITH CITY OF RENTON STANDARDS I GREEN'S LANDING SHORT PLAT EXISTING CONDITIONS i Q J I— Q J n i— m O U) (5 z 0 Z Q J CO 5- w W W I ' I I I 1' I N Ju I �= I Iu I I I i I IZ. %I I I I � I �I z� 1 I I )u> I l w I �v I U h 20 0 10 20 40 GRAPHIC SCALE SCALE 1'-20' N 1/4 COR SEC. FND. 3' BRASS S 88'22'19" E 2623.96' (city 1851 to 1852 meas)(basis of bearings) SURFACE DISK (S 88'22'19" E 2623.83' —city record) (SEPT 2007) S 88'21'13" E_ 2642.69' (1/4 cor to sec cor) 660.67' 660.67 1321.34' 18.75' CITY #1851 85'46'43" Eo N � NE COR SEC7 FND. 2 1/2" BRASS Im CITY # 1852 SURFACE DISK - ml FND. 3 BRASS (SEPT 2007) 'o° 3 SURFACE DISK SEPTMI 661_26' N 88.2_3' 15" W o a 661.26' N M S 88'24'16" - o 661.55' N w M1- 661.85' _ 1323.69' — 3 661.85' N 88.25'16" W a n m ZI- 13 I� to I^ Ml0 MIp M EX. CTR OF SEC. D. FNCONC MON IN CASE — ____L— (SEPT 2007) 663.02' 1326.04' L66 3.02' S 88'29'19" E 2652.08' SECTION BREAK DOWN NTS Pacifies. n ip tj j CIDMEPOINTE CITY OF ra�vjl]� 1 r� R 32 5 °�" a `'vIN RENTON Civil EngineerrnJ � I Ay '�G � DATUM planning/Building/Public Works Dept. Planning Con rt ins 'z'I 17 NO. REVISION BY DATE APPR J. FENG I IN COMPLIANCE WITH CITY OF RENTON STANDARDS I GREEN'S LANDING SHORT PLAT EXISTING CONDITIONS i Q J I— Q J n i— m O U) (5 z 0 Z Q J CO 5- w W W Storm Water Pollution Prevention Plan for Construction Activities Here Include Figure 2 (Storm water Site Map) Pacific Engineering Design, LLC. Q J CL I— O U) 0 z_ z Q U) Z W W rr 0 N O I— W W U) T CONNECT TO I _ EXISTING DITCH COMBINED DETENTION! WET VAULT � I I SEE NOTE AT LEFT CB #1 (TYPE 1) -� - - / _ EXISTING TREE TO REMAIN (TIP) COMBINED DETENTION / WE7 VAULT � � J 1 SEE SHEET P05 FOR DETAILS \�-- / {' _ _ _ S Qat ta" W 298.68 Z� 120.12' --r , — era —/� et.t—z. 100 YEAR DETENTION WATER SURFACE EL. = 401.50 I m l - TOP WQ EL. = 397.50 gl N c �--�� /I CB #13 (TYPE II) �/ \ BOTTOM WQ EL = 393.50 ( m Z IICONTECH CDS 2015-4 OR REQUIRED DETENTION LIVE STORAGE = 4,660 CF z� 40 * I.. APPROVED EQUIVALENT 1 FOR PRE-TREATMENT SEE PROVIDED DETENTION LIVE STORAGE = 4,752 CF - { \ y -}' REQUIRED WQ DEAD STORAGE = 2,065 CF (A ' NOTE AT RIGHT I/ PROVIDED WQ DEAD STORAGE = 4,752 CF p>p I� "1 TRACT B STOR A R o - I INV. 6" (SE, NE) = 398.00 p 6-057171 ,058 SF�DRIPLINE (TYP) INV. (12" SE) = 398.00 1 .-' M m 1 0 0 0 NEW 6"' ��/ S o0.31'14"IW 298.7)' LOT 3 ` __- .. LOT , _. ._/_._. .- 12" FLOW CONTROL RISER OVERFLOW EL. = 401.50 I - I - a �' m ,.i, STORM (TYP)-. I•/ --1-. _.._5,t SF _. I F.. .. I ----s,oto sF -I \ INV. 12" OUT (SW) = 397.50 i - o ` �I CB #12 (TYPE I) - BOTTOM \ CB #14 (TYPE I) BOTTOM ORIFICE EL= 395.50 BOTTOM ORIFICE DIA. = 0.75 (3/4") 2ND ORIFICE 4" ELBOW EL = 398.90 I ¢OZ - s3.os' Ss.00' 25' PRIVATE STORM I - I 20 0 10 20 40 0PAPHIC SCALE SCALE- 1'-w J 2ND ORIFICE DIA. = 1.00" If m 0'�, I. DRAINAGE EASEMENT -- INFILTRATION SYSTEM CB #2 (TYPE I� I = I 'I STORMTECH MC -3500 NEW 6" 12 L--------- -- ----,J / CLEAN, CRUSHED, ANGULAR, STONE BED SIZE ,STOR TYP) I I _ eo.00' _ _ _ CB #15 (TYPE I) \ _ [77.5'L X 22.75'W X 5.5'H] W/ TOTAL 30 CHAMBERS, r -_-- -TYP) INFILTRATION CHAMBERS. END CAPS. 3 ROWS -ONE ISOLATION ROW, TWO I ------- --- ----- CB #3 (TYPE 1) I h I ; I j- I� SEE SHEET P06, P07 FOR DETAILS CB #11 (TYPE I) I GRADE OF ACCESS ROAD1 TOTAL LIVE STORAGE REQUIRED = 4,966 CF TOTAL LIVE STORAGE PROVIDED = 5,910 CF SYSTEM OVERFLOW EL. = 412.75 Z�' I I I LEOEND 110 gDNG W S'�Lh�^ PROPOSED FEATURES —SD PROPOSED STORM DRAIN PIPE SS PROPOSED SEWER MAIN YV PROPOSED WATER MAIN Larl PROPOSED LOT PROPOSED SAWCUT LINE PROPOSED DRIPLINE CURB RAMP PROPOSED ASPHALT PAVEMENT PROPOSED SIDEWALK BOUNDARY / R.O.W. LINE --- CENTERLINE ---- LOT LINE GUTTER, FLOW, & CURB LINE — — — EASEMENT LINE - - - - - - - BUILDING SETBACK LINE (BSBL) --- -'- -- --- 10' EXISTING CONTOURS -- 2' EXISTING CONTOURS —410— — 10' PROPOSED CONTOURS --412--- 2' PROPOSED CONTOURS EXISTING MATURES „�,. EJ. SURVM s w, 4 'Pacific�l)L J1J. .�l`j.JJ ` c 1"=20. xa w. wm e '�' CITY OF 32 5 D. R E N TO N I� Civil Engina�-rinJ _> st I py~ nor DATUM Planning/Building/Public Works Dept. _;�• Planning Cvnsulsan:s REVISION BY DATE a ■ O IN COMPLIANCE WITH CITY OF RENTON STANDARDS 01: O O z 0 z Q J GREEN'S LANDING SHORT PLAT 1-11-2016 U) z LU PRELIMINARY GRADING AND DRAINAGE PLAN W P02 008 (j Storm Water Pollution Prevention Plan for Construction Activities DRAWINGS Here include appropriate engineering drawings such as temporary esc, detention basin, tire wash, construction entrance%xit or any other drawings prepared specifically for the project. Pacific Engineering Design, LLC. r CD I - w w (/J SIDEWALK .. OWNER/DEVELOPER: NORM AND CYNTHIA GREEN l 105 HARPETH HILLS DRIVE FRANKLIN, TN 37069 CIVIL ENGINEER: PACIFIC ENGINEERING DESIGN, LLC 15445 53RD AVE S. SEATTLE, WA 98055 PHONE: (206) 431-7970 GEOTECHNICAL ENGINEERS: ROBERT M. PRIDE, LLC 13203 HOLMES POINT DR. NE KIRKLAND, WA 98034 PHONE: (425) 415-0551 THE RILEY GROUP, LLC 17522 BOTHELL WAY NE BOTHELL, WA 98011 PHONE: (425) 415-0551 ARBORIST: GREENFOREST, INC. 4547 S. LUCILE ST. SEATTLE, WA 98118 PHONE: (206) 723-0656 SURVEYORS: CENTRE POINTE CONSULTANTS, INC. 14209 29TH ST. E SUITE 105 SUMNER, WA 98390 PHONE: (253) 813-1901 HANSEN SURVEYING 17420 116TH AVE. S.E. RENTON, WA 98058 PHONE: (425) 235-8440 B SEE DETAIL SHEET P05 1 Cn�Alf"1 PROPOSED FEATURES ---- BOUNDARY / R.O.W. LINE -- CENTERLINE 50,534 SF LOT LINE 9,859 SF GUTTER, FLOW, & CURB LINE 40,674 SF (0.93 AC) STORM DRAIN PIPE — — EASEMENT LINE — BUILDING SETBACK LINE (BSBL) --- Z..0 -- ---- 10' EXIS77NG CONTOURS -- -- -- 2' EXIS77NG CONTOURS —410— — 10' PROPOSED CONTOURS 10,012 SF (0.23 AC) 2' PROPOSED CONTOURS 31,537 SF (0.724 AC) CURB RAMP 21,519 SF (0.494 AC) PROPOSED ASPHALT PAVEMENT 20' PROPOSED SIDEWALK LpT1 PROPOSED LOT — — — — — — — PROPOSED SAWCUT LINE — — — — PROPOSED DRIPLINE EXISTWG FEATURES WaNffY MAP SITE 1NFORMA710N PARCEL NUMBER: 152305-9218, —9219 ADDRESS: 5008 NE 2ND ST, GROSS AREA: 50,534 SF R.O.W. (DEDICATION): 9,859 SF NET AREA: 40,674 SF (0.93 AC) PROPOSED LOTS: 6 ZONING: R-8 DENSITY PROPOSED: 6.66 DU/ACRE DENSITY PERMITTED: 8.00 DU/ACRE DISTURBED AREA: 55,757 SF (1.28 AC) EXISTING IMPERVIOUS AREA: 10,012 SF (0.23 AC) GROSS NEW IMPERVIOUS AREA: 31,537 SF (0.724 AC) NET NEW IMPERVIOUS AREA: 21,519 SF (0.494 AC) FRONT YARD SETBACK: 20' REAR YARD SETBACK: 20' SIDE YARD SETBACK: 51 SIDE YARD SETBACK: 15' (ALONG STREETS) LEGAL DESCRIP7 ON . _ THE EAST 35 FEET OF LOT 3 AND ALL OF LOT 4, KING COUNTY SHORT PLAT NO. 881050, AS RECORDED JANUARY 22, 1982 UNDER RECORDING NO. 8201220536, RECORDS OF KING COUNTY, WASHINGTON. ----- --- TOGETHER WITH THE EAST 30 FEET OF THE SOUTH HALF OF THE SOUTHWEST QUARTER ";,.,;.._..._.__. OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 15, TOWNSHIP -- -- 23 NORTH, RANGE 5 EAST, W.M., IN KING COUNTY, WASHINGTON. _ BENCHMARK CITY OF RENTON CONTROL PT. # 1851 FOUND 3 1/2• DOMED BRASS DISC WITH A PUNCH ON CONCRETE STREET SURFACE AT THE CENTERLINE OF NE 4TH ST (SE 128TH zo D to zD ST) 18.75' E. OF N 1/4 COR OF SECTION 15-23-5. ELEVATION = 398.55 FEET GPAPHIC SCALE VERTICAL DATUM SCALE. l'-20' NAVD 1988 (CITY OF RENTON) SHEET INDEX P01 — COVER SHEET P02 — PRELIMINARY GRADING AND DRAINAGE PLAN P03 — PRELIMINARY COMPOSITE UTLITY PLAN PO4 — PRELIMINARY TREE RETENTION PLAN P05 — PRELIMINARY VAULT PLAN AND SECTIONS P06 — INFILTRATION TRENCH DETAILS P07 — INFILTRATION TRENCH DETAILS P08 — EXISTING CONDITIONS NOTES LOCATION OF EXISTING UTILITIES SHOWN ARE APPROXIMATE AND MAY NOT BE ACCURATE OR ALL INCLUSIVE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY LOCATION OF UTILITIES PRIOR TO PROCEEDING WITH CONSTRUCTION. U I■ YOU MUST CALL 1-800-424-5555 NOT LESS THAN 48 HOURS BEFORE BEGINNING EXCAVATION WHERE ANY UNDERGROUND UTILITIES MAY BE LOCATED. FAILURE TO DO SO COULD MEAN BEARING SUBSTANTIAL REPAIR COSTS. (UP TO THREE TIMES THE Q COST OF REPAIRS TO THE SERVICE) J R----- ° IN COMPLIANCE WITH CITY OF RENTON STANDARDS UTILITY PURVEYORS: WATER WATER DISTRICT 90 SEWER CITY OF RENTON STORMWATER CIYT OF RENTON Pacific Lgn Jjsj m� r s' SEN SUWMW CITY OF 1 •=20• OFF I11�� L 32 5 0 D. LYDIN RENTON R A LY n I ' is ti«, DATUM Planning/Building/Public Works Dept. (D m - civil Ensfin a&rtnJ L: ! Ay J. FE7aG NO. REVISION BY DATE APPR J. FEND CO 0 z ES z Q J GREEN'S LANDING SHORT PLAT 1-11-2016 U) z LU COVER SHEET w :P01 FOB (j Q J n E— O U) O z 0 z a J U) z w w rr 0 N O I— LLI Lu !' CONNECT TO I � _ EXISTING DITCH COMBINED DETENTION /WET VAULT - i I SEE NOTE AT LEFT - C AV I I CB #1 (TYPE 1) _ EXISTING TREE TO REMAIN (TIP) COMBINED DETENTION / WET VAULT [44'L x 27'W] I \\ \qJJ� SEE SHEET P05 FOR DETAILS Y s 3114" W 298.68 Zl 12072' 8744 91.12' 100 YEAR DETENTION WATER SURFACE EL. = 401.50 m I - I 1 f ------------ TOP WQ EL = 397.50 u� N �-�-� =i. /I CB #13 (TYPE 11) BOTTOM WQ EL = 393.50 I m z / �. \."-� ICONTECHCDS 2015-4 OR I REQUIRED DETENTION LIVE STORAGE = 41660 CF �z 40 1 I,. APPROVED EQUIVALENT PROVIDED DETENTION LIVE STORAGE = 4,752 OF ( I \ 'IFOR PRE-TREATMENT SEE REQUIRED WQ DEAD STORAGE = 2,065 OF (A I NOTE AT RIGHT PROVIDED WQ DEAD STORAGE = 4,752 CF >. I� TRACTS STOR A R] '� I -� I` �1 �L - — I DRIPLINE (TYP) INV. 6" SE, NE - 398.00 ( N 6,058 SF. I p I r ( )- m M I i I LOT 3 LOT 2 f INV. (12" SE) = 396.00 - _ 0 0 0 NEW 6 s oo•a1.14^IW 29a.�i' __ Illi I p m ;:_ / 5831 sF s.om sF 12" FLOW CONTROL RISER OVERFLOW EL = 401.50 i, STORM(TYP) / �_L.. -- I / I INV. 12" OUT (SW) = 397.50 o ` �I CB #12 (TYPE 1) CB #14 (TYPE I) BOTTOM ORIFICE EL. = 395.50 BOTTOM ORIFICE DIA. = 0.75 (3/4") 2ND ORIFICE 4" ELBOW EL. = 398.90 I ¢OZ� s3.os' sa.00' 25' PRIVATE STORM 20 0 10 20 40 GRAPHIC SCALE D SCALE= T-20' 1 J •1'110 pONG W S�'�'r(. PROPOSED FEATURES —SD PROPOSED STORM DRAIN PIPE —SS PROPOSED SEWER MAIN yy PROPOSED WATER MAIN LOT PROPOSED LOT PROPOSED SAWCUT LINE PROPOSED ORIPUNE CURB RAMP PROPOSED ASPHALT PAVEMENT PROPOSED SIDEWALK -- BOUNDARY / R.O.W. LINE — - — CENTERLINE ---- LOT LINE GUTTER, FLOW, & CURB LINE — — — EASEMENT LINE ------- BUILDING SETBACK LINE (BSBL) -- 10' EXISTING CONTOURS -- 2' EXISTING CONTOURS —410— — 10' PROPOSED CONTOURS --412---- 2' PROPOSED CONTOURS o Hr 1<q, ycG� - J c cifiJ�t� r FW4SEN SURVEYI °°, CITY OF D. ' i�I ,, s;jsl )7 ) 32 5 A LYDIN _ RENTON 1 n 1 civil Enyin r1riJ _ SI ''� I f J F F�—� DATUM planning/Building/Public Works Dept. :1 Pianniny Cun 11 �:�t� r rr r8 NO. REVISION BY DATE APPR � J. FQJG I I— J IN COMPLIANCE WITH CITY OF RENTON STANDARDS cc: O U) O z 0 z Q J GREEN'S LANDING SHORT PLAT 1-11-2018 U) z Lu PRELIMINARY GRADING AND DRAINAGE PLAN w P02 (08 (D EXISTING TREE TO REMOVE EXISTING WATER BE REMOVED (TYP) C) METER AND METER BOX - - - - - - - - - - - - - 7 z m m If TRACT 8 (S ORM A CO) LOT 2 TREE TO BE RETAINED LOT $ m < 20 0 10 20 40 "0' < n <0�? �w . ' D R.O�w IIIIIIIIIII GFIIAPHIC SCALE SCALE: l'-207 rr' _404 412 L--------- - - - - - - 0 41 - - - - - - - - - - --- U) - - - - - - - - - - - - - - - - - SEWER r SEE DETAIL DRIPUNE (TIP)-�� 10' PRIVATE z THIS SHEET EASEVENT, 10' PRIVATE SEWER EASEMENT __A -4- PCl A 25' PRIVATE STORM i 16, LOT 6g6 to I NI LOT 5 I DRAINAGE EASEMENT < NEW 8" WATER MAIN LOT 4LOT 1 '--10' PRIVATE SEWER EASEMENT NEW WATER W METER (T P) C 11 Lu M _T L uj 3/ 5' SIDEWALK SEE DETAIL ---------JL 5": D 11L Tll THIS SHEET F8'LLANDSCAPE - PROPOSED SIDE SEWER P ou ANTER CONNECTION (TYP) 416 STA 0+00 (NE 2ND STREET) 13E T Z 7" 416 - - - -__-__ - ------ :-- STA 5+00 (HOQUIAM AVENUE NE), ;J B 16' 30, R.O.W. 'E VERTICAL CUR DEDICATION rt ROW AND GUTTER + 6100 . ..... . ..... 7 �40 _j FT- - - - - - - - - - - - - --- L- __j 77-7 1 - -IJ L CD '�HOQUIAIVI AVENUE NE . . . ..... ... L . ..... .............. . ... (RESIDENTIAL ACCESS) w- ----- ---- - w .... . ...... . . PROPOSED WATER CONNECT TO EXISTING SERVICE CONNECTION (TYP) WATER MAIN EXISTING WATER MAIN SEE DETAIL L U) SEWER MAIN THIS SHEET PROPOSED SIDE SEWER SAWCUT EXISITNO CONNECTION (TYP) ASPHALT PAVEMENT (TYP) PROPOSED R.O.W. CL R.O.W. (PROPOSED) EXISTING R.O.W. EXISTING R.O.W. EDGE OF R.O.W. (EXISTING) R.O.W. EXISTING R.O.W. 30' DEDICATION—t 30,- 25' STORM DRAINAGE EASEMENT -30'—1 30, 6" C B16' PRIVATE ACCESS TRACT 5' SIDEWALK PER CDR STD PLAN 102 6" CURB 5' SIDEWALK PER CDR ST) PLAN 102 A 6" CURB ' 11 5' 1 SH EWALK LOT LINE S' LANDSCAPE PLANTER 22 12.5' 12.5 8' LANDSCAPE PLANTER— -EDGE OF EXISTING EX. GRADE �l 5 W (MAX) NEW VERTICAL IPAVEMENT 1 CURBr& GUTTER 16'— 9rO' �ER CDR STD PLAN 10 ��EXISTING GRADE AX ER CDR STD PLAN 101 MAX CURB & GUTTER 1 2 -/_ ... B" WA 2 1 1 - - I I� MAX. ---EX. 8" SS NOTE: LONGITUDINAL SLOPE OF ACCESS DRIVE=2.4,- EXISTING 8" SS PROPOSED GRADE�� REMOVE 2' (MIN.) EX. SAWCUT EXISITNG PAVEMENT REMOVE 2' (MIN,) EX. PAVEMENT AND PAVEMENT AND SAWCUT EXISITNG PAVEMENT REPLACE WITH 4" OF PROPOSED GRADE TRACT A ACCESS (SECTION C—C) < REPLACE WITH 4" OF EXISTING 8* WAHMA OVER 6' OF SCALE: r - v HMA OVER 6" OF CRUSHED ROCK PER PAVEMENT REPLACEMENT OF 7" CRUSHED ROCK PER PROPOSED GRADE CDR STD PLAN 103 (MIN.) HMA 6- (MIN.) CRUSHED R CDR STD PLAN 103 PAVEMENT REPLACEMENT OF 7" ROCK PER CDR STD PLAN 103 IN COMPLIANCE WITH CITY OF RENTON STANDARDS Cc (MIN.) HMA 6- (MIN.) CRUSHED 0 ROCK PER CDR STD PLAN 103 HQQUIAM AVENUE NE (SECTION B -B) U) NE 2ND STREET (SECTION A -A) SCALE, NTS 0 SCALE N713 ,ONG z I W As < R&'YIW 1-11-2018 Pacific jLj-rj _�J' FANSEN SU GREEN'S LANDING SHORT PLAT —D. LYDIN nuc 1"=20'CITY OF — — U) RENTON z 32 5 A. LY W Civil EnGlrl&&ej­)DATUM LIJ F, FENG Planning/Building/Public Works Dept. PRELIMINARY COMPOSITE UTLITY PLAN cC Planning Conslljt�'!__ NO. REVISION BY DATE APPR _=y L J. FENG ------------- TRACT B (STOR AR�, LOT 2 t / —414- 412 14 412 I L--------- ---------� / — — — — I EXISTING TREE TO I BE REMOVED (TYP)I [—EXISTING TREE TO RACT 1 I !I LOT 5 ! a BE RETAINED (TYP) I ACCESS d' O I— _K LU W — - - 0 COMPLETE TREE DATA Tree No. Species DBH DL To Remove To Remain 1 (LM) (RW) Western red -cedar 41 17 X Western red -cedar 2 Giant sequoia 13 7 X 23 3 (UH) Bigleaf maple 60 25 X 22 4 (LM) Douglas -fir 37 21 16 X 5 (LM) Douglas -fir 39 20 X 32 6 Western red -cedar 24 15 X Western red -cedar 7 Western red -cedar 18 15 X 31 8 (AC) Western red -cedar 23 14 X 16 9 (LM) Douglas -fir 30 19 X X SO Bigleaf maple 13 16 X X 11 Douglas -fir 27 16 39 (UH) X 12 Douglas -fir 20 15 X 6 13 (UH) Bigleaf maple 6,6,8,8,8,8 14 X 14 14 Douglas -fir 21 16 17 X 15 Douglas -fir 25 16 X X 16 (LM) Western red -cedar 35 18 45 X 17 Western red -cedar 13 12 X 22 18 Western red -cedar 17 14 X 12 19 Western red -cedar 12 11 X X 20 Western hemlock 9 6 X 50 21 Western red -cedar 13 12 X 22 dar 12 12 X 23 (LM) dar 36 15 X 24 (LM) M 30 21 X 25 11 10 X . 11�ff1� 1 11 I �` Civil EneJ. ine.-ran ) l = Planning Consuftan'3 Tree No. Species DBH DL To Remove To Remain 26 Western red -cedar 19 14 X 27 (LM) Western red -cedar 36 17 X 28 Western red -cedar 23 16 X 29 (LM) Douglas -fir 43 22 X 30 Douglas -fir 23 16 X 31 Douglas -fir 19 15 X 32 Western red -cedar 10 11 X 33 Western red -cedar 18 12 X 34 (UH) Bigleaf maple 31 25 X 35 Douglas -fir 14 16 X 36 (UH) Bigleaf maple 35 25 X 37 Western red -cedar 11 10 X 38 Douglas -fir 9 8 X 39 (UH) Douglas -fir 6 6 X 40 (UH) Douglas -fir 6 6 X 41 Douglas -fir 17 14 X 42 Douglas -fir 25 17 X 43 Douglas -fir 13 12 X 44 Douglas -fir 23 17 X 45 Douglas -fir 17,25 18 X 46 Douglas -fir 22 16 X 47 Douglas -fir 11 12 X 48 Douglas -fir 16 15 X 49 Bigleaf maple 29 22 X 50 Douglas -fir 20 16 X �gONG p 1�6 of HAgyJy�� J 8 32 5 t AL~/pr(iB NO. Tree No. Species DBH DL To Remove To Remain 51 Western red -cedar 26 15 X 52 (LM) Douglas -fir 38 18 X 53 (LM) Douglas -fir 33 18 X 54 Western red -cedar 8 11 X 55 (LM) Douglas -fir 38 22 X 56 (UH) Western red -cedar 9 14 X 57 (LM) Western red -cedar 30 17 X 58 Western red -cedar 24 17 X 59 Western red -cedar 15 15 X 60 Apple 9 13 X 61 (RW) Western red -cedar 10 10 X 62 (RW) Western red -cedar 7 8 X 63 (RW) Western red -cedar 7 8 X 64 (RW) Western red -cedar 8 9 X 65 (RW) Western red -cedar 8 10 X 66 (RW) Western red -cedar 7 9 X 67 (RW) Western red -cedar 7 9 X 68 (RW) Western red -cedar 9 10 X 69 (LM) (RW) Douglas -fir 4D 22 X 70 (UH) (RW) Autumnalis cherry 6 7 X 71 (RW) Western hemlock 6 6 X 72 (LM) (RW) Douglas -fir 31 17 X 73(LM)RW) Douglas -fir 31 20 X 74111W) Blackcottonwood 9 10 X N4NSR7 suRverl 1 •=zo' „o„®„�;;,�,„ J. LMIN South West I..._....•:4....I o A Lr DATUM J. F€NG PL REVISION BY DATE APPR , FENG DL 1 21 20 0 10 20 40 GRAPHIC SCALE SCALE- T-20' w4 =7,17w UH = UNHEALTHY/DANGEROUS TREE (PER ARBORIST REPORT) LM = LANDMARK TREE DBH = DIAMETER INCHES OF TRUNK DL = DRIPLINE AS RADIUS IN FEET FROM THE TRUNK PL = PROPERTY LINE RW = TREE LOCATED IN RIGHT-OF-WAY AC = TREE LOCATED IN PRIVATE ACCESS TRACT O TREE TO BE RETAINED O TREE TO BE REMOVED TREE SUMMARY ON—STE SIGNIFICANT TREES 39 ON—SITE LANDMARK TREES 12 ON—SITE DANGEROUS/RIGHT—OF—WAY TREES 23 TOTAL SIGNIFICANT & LANDMARK 51 PROPOSED RETAINED TREES 12 PROPOSED RETAINED TREES 24% NOTES SEE ARBORIST REPORT PREPARED BY: GREENFOREST, INC. 4547 SOUTH LUCILE STREET SEATTLE, WA 98118 SEE LANDSCAPE PLANS FOR TREE PLANTING RETAINED TREE DATA WITH LIMITS OF DRIPLINE DISTURBANCE Tree No. Species North East South West DL 4 (LM) Douglas -fir DL PL DL DL 1 21 10 Bigleaf maple PL DL DL DL 16 11 Douglas -fir PL DL DL DL 16 14 Douglas -fir PL DL DL DL 16 15 Douglas -fir DL DL DL DL 16 16 (LM) Western red -cedar DL DL DL DL 18 25 Black pine PL OL DL OL 10 26 Western red cedar PL DL DL I OL 14 27 (LM) Western red -cedar DL DL (LM) Western red -cedar OL DL 58 Western red -cedar DL OL 5DLDgL1757 59 Western red -cedar OL OL CITY OF RENTON Planning/Building/Public Works Dept. R ----- IN COMPLIANCE WITH CITY OF RENTON STANDARDS GREEN'S LANDING SHORT PLAT PRELIMINARY TREE RETENTION PLAN 11-11-201 I U F— Q J IL F— ir O 0 z Z Q J z W LU Ir 0 I I F- n n F- m O Z Z Q J Z W W rr 0 ' CB #14 CB #13 CONTECH CDS 2015-4 OR APPROVED EQUIVALENT FOR PRE-TREATMENT LOT 2 --- -- STORMTECH CHAMB CB 15 I n # LOT 1 ISOLATION ROW � A P=:l ___ - - - - - - - - - - - - - - - - - - - - I I ACT A S CB #17 ::'.:. •, j CB #16 ',�:;; -.}.. :� 1' CB #10 i . l.. -CB #18 w Z w � I U 6 4 PERMRNENT POOL ELEV. - ACCESS I !';�',p� CB #13 (CDS 2015-4) 1e #9 FIGURE C.2.11.A. PERFORATED PIPE CONNECTION FOR PORTION OF ROOF I J o LOT 3 ( I Q I •l.. MAX SLOPE �«— LEVEL OUTLET OLOT 4 INFILTRATION TRENCH '�fi CB I (n TION T H QC-WWNGULAR —may MAX 75%' SLOPE CLEAN, ED STONE I 6" MIN. 0 [77.5'L X 22.75'W X 5.5'H] --- ----�'� z 30 CHAMBERS, 6 END CAPS 1 -ISOLATION ROW, 2 -INFILTRATION CHAMBERS z TOTAL LIVE STORAGE REQUIRED: 4,966 CF TOTAL LIVE STORAGE PROVIDED: 5,910 CF T MIN. RIGID Q SYSTEM OVERFLOW ELEV: 412.75 18" MIN. 4" PERF PIPE U) INFILTRATION TRENCH W NM ROCK 1 J" WASHED i W 24" MIN. LL a_ TRENCH CROSS SECTION i Pacific �I)�JII 'JJJ r_�33 _L_Lr t,l n � _- Gwi7 En giner-rnnJ L? ,. Planning A L PLAN VIEW 13-13 N.T.S. STRUCTURE, SCREEN AND A GRADE RINGSlRISERS� FIBERGLASS SEPARATION CYUNOER ANDINLET B B INLET PIPE (MULTPLE INLETPIPES OUTLET PIPE -1 BE ACCOMMODATED) (� 6 4 PERMRNENT POOL ELEV. OIL BAFFLE SKIRT II �rs 1s sEPPRA EN e SCREEN y PVSHYDRAULIC HEAR PLATE '9 SCUDS STORAGE SUMP ELEVATION A -A N.T.S. CB #13 (CDS 2015-4) Nis .tll aFONG W sy�',l. J 32 5 is NO. CDS2015-4-C DESIGN NOTES CDS20)SGC RATED TREATMENT CAPACITY IS O.T CFE [19.8 Us], OR PER LOCAL REGUTATIONS. MAAMCM HYDRAULIC INTERNAL BYPASS CAPACITY IS 10.0 CFS 1283 Usl. IF THE SITE CONDITIONS E EED 10 01283 Us1 CFS. AN UPSTREAM BYPASS STRUCTURE IS REWIRED. THE STANDARD CDS201S4 CONFIGURATION IS SHOWN. ALTERNATE CONFIGURATIONS ARE AVAILABLE AND ARE USTED BELOW.SOME CONFIGURATONS MAY BE COMBINED TO SUIT SITE REQUIREMENTS. CONFIGURATION DESCRIPTION GRATED INLET ONLY (NO INLET PIPE) GRATED INLET WITH INLET PIPE ON PIPES CURB INLET ONLY (NO INLET PIPE) CURB INLET W1T1 INLET PIPE OR PIPES SEPARATE OIL BAFFLE IENELE INLET PIPE REQUIRED FOR THIS C FIGUFNTION) sEDIMENt WEIR FOR N3DEP I NKAT CONFORMING UNITS GENERALNOTES 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. 2. DIMENSIONS MARKED WITH () ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. 3. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHTS, PLEASE CONTACTYOUR CONTECH ENGINEERED SOLUTIONS LLC REPRESENTATIVE. w .ContechES.com 4.CDS WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING. 5. STRUCTURE SHALL MEET AASHTO HS20 AND CASTINGS SHALL MEET HS20 (AASHTO M 306) LOAD RATING, ASSUMING GROUNDWATER ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION. 6. PVC HYDRAULIC SHEAR PLATE IS PLACED ON SHELF AT BOTTOM OF SCREEN CYUNDER. REMOVE AND REPLACE AS NECESSARY DURING MAINTENANCE CLEANING. INSTALLATION NOTES A. ANY SUB -BASE, BACKFILL DEPTH, AND/OR ANTI -FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE CDS MANHOLE STRUCTURE (LIFTING CLUTCHES PROVIDED), C. CONTRACTOR TO ADD JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS, AND ASSEMBLE STRUCTURE. D, CONTRACTOR TO PROVIDE, INSTALL, AND GROUT PIPES. MATCH PIPE INVERTS WITH ELEVATIONS SHOWN. E. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT, HOLDING WATER TO FLOWUNE INVERT MINIMUM. IT IS SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED. CITY OF D. LYDIN RENTON �e A LY ' ' DATUM J. FEND a Planning/Building/Public Works Dept. REVISION BY DATE APPR J. FEND Jljk_� IN COMPLIANCE WITH CITY OF RENTON STANDARDS cc O rn z 0 z Q GREEN'S LANDING SHORT PLAT 1-11-201e Z R� W INFILTRATION TRENCH DETAILS w T: P06 008 1(!3 Q J CL I- CC 0 �U) V Z Z Q J U) z W W (3 MC -3500 TECHNICAL SPECIFICATION VALLEY NTS 86.0" (2184 mm) STIFFENING RIB CREST INSTALLED CREST WEB STIFFENING RIB LOWER JOINT CORRUGATION OOT UPPER JOINT CORRUGATION BUILD ROW IN THIS DIRECTION b 90.0" (2286 mm) ACTUALLENGTH 45,0" 45.0" (1143 m (1143 mm 22.5' (571 mm) INSTALLED 56 I 0" (1956 mm) 1 (1 77.mm) -I NOMINAL CHAMBER SPECIFICATIONS SIZE BN X H X INSTALLED LENGTH) 77.0"X45.0"X86.0' (1956 mmX 1143 mm X 2184 mm) CHAMBERSTORAGE 109.9 CUBIC FEET (3.11 m') MINI MUM INSTALLED STORAGE' 178.9 CUBIC FEET Is. m') WEIGHT I3SSB ibs. (61.2 BU _ 25.7" NOMINAL END CAP SPECIFICATIONS (653 mm) SIZE(W X H X INSTALLED LENGTH) 77.0' X 45.0' X 22.S (1956 mm X 1143 mm X 571 mm) END CAP STORAGE 14.9 CU BIC FEET (S,12 m') MINIMUM INSTALLED STORAGE' 46.D CUBIC FEET (1.30 rte) WEIGHT SO.OIbs. (22.7 kg) 'ASSUMES 12' (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS, 12" (305 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STON E POROSITY STUBS AT BOTTOM OF ENOCAP FOR PART NUMBERS ENDING W1TH'B" PART# STUB B C MG3500IEPPDET(150 DESCRIPTION 3321'(844mm) REQUIREMENT MC35001EPPo60 6' mm) - 0.66" (17 mm) MC35001EPPD8T 37.16" (791 mm) - MC3500IEPPoBB 5' (200 mm) o. r (21 mm) MC35DDIEPP10T MC35001EPP10B ip^(250 mm1 29.04"(738 mm) - - 0.93'(24 Rm) MC35MIEPP12T PER ENGINEER'S PLANS. CHECK PLANS FOR 2636'(670 mm) - MC35001EPP128 12' (300 mm) - 1.35" 04 mm) MC35001EPPi5T 23.39"(594 CHAMBER (4.5" HOLE SAW REQ'D) MC35001EPP15B 15" (375 mm) - 1.50' (38 mm) MC35D01EPP18TC(4 2D p3' (SGS MG35001EPP18BC 19(4.mrry - 1.77" (45 mm) MCS D jEPF24TC14.48" MC350DIEPP24BC 24' 1600 mm) (368 mm) - 2.06" (52 mm) MC350DIEPP3oBG 30"pyo mm) LAYER'C' STARTS FROM THE TOP OF GRANULAR WELL -GRADED SOIL/AGGREGATE CUSTOM PRECOR ED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24" (300.600 mm) SIZE ON SIZE AND 15-09' (3751 200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MG -3500 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10' (25D mm) THE INVERT LOCATION IN COLUMN B` ARE THE HIGHTEST POSSIBLE FOR THE PIPE SIZE. SUMP DEPTH TBD BY DESIGN ENGINEER CATCH BASIN OR MANHOLE COVER ENTIRE ROW WITH AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE. MC -3500 -12.5' [3.81 m] WIDE STRIP ACCEPTABLE FILL MATERIALS: STORMTECH MC -3500 CHAMBER SYSTEMS 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 FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 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 _ PAVEMENT LAYER (DESIGNED BY AROUND CLEAN, CRUSHED, ANGULAR STONE IN A 8 B LAYERS SITE DESIGN ENGINEER) I ] ELEV=414.00 (MIN.) PERIMETER STONE .. Y>- 24" (2.4 m) I (SEE NOTE 6) (600 mm) MIN MAX OVERFLOW ELEV=412.75 12" (300 mm) MIN g ELEV=411.75 EXCAVATION WALL 0 (CAN BE SLOPED OR VERTICAL) 45" (1140 mm) A ELEV=408.00 ELEV-407.25 6" (150 mm) MIN DEPTH OF STONE TO BE DETERMINED MC-350DJ SUBGRADE S 9" BY SITE DESIGN ENGINEER 9" (230 mm) MIN END CAP (SEE NOTE 4) (230 mm) MIN 77" (1950 mm) - 12" (300 mm) TYP *FOR COVER DEPTHS GREATER THAN 8.0'(2.4 m) PLEASE CONTACT STORMTECH NOTES: 1. MC -3500 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 2. MC -3500 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 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. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5. 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. NYLOPLAST 12" [300 mm] INLINE DRAIN BODY W/ 12" [300 mm] SOLID HINGED COVER AND FRAME (SEE NYLOPLAST DWG# 7003-110-044 FOR PAVED APPLICATIONS / SEE DWG# 7003-110-045 FOR UNPAVED APPLICATIONS) 24" [600 mm] HOPE ACCESS PIPE REQUIRED. ( -2 LAYERS OF AASHTO M288 CLASS 1 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS. USE FACTORY PRE -CORED END CAPS. MC -3500 - 8.25' [2.51 m] WIDE STRIPS NOTE: FOR MANY APPUCATIONS, THE NON -WOVEN GEOTEXTILE OVER THE MC -3500 CHAMBERS CAN BE ELIMINATED OR SUBSTITUTED WITH THE AASHTO CLASS 1 WOVEN GEOTEXTILE. CONTACT YOUR STORMTECH REPRESENTATIVE FOR ASSISTANCE. ISOLATION ROW DETAIL t� ogONG R Sk�+i• $ rtl 1� ✓.l.fiV 1 32 5 Civil engin �rrrJ1 = I Ay Y+' ' -..1 Planning C ri i1x_Jnt- NO. MC -3500 CHAMBER 3/4 - 2 INCH [19 mm - 51 mm] CLEAN CRUSHED ANGULAR STONE AASHTO M268 CLASS 2 NON -WOVEN GEOTEXTILE INSPECTION PORT DETAIL 4" [100 mm] SCHED 40 SCREW-IN CAP NOTES: 1. INSPECTION PORTS MAY BE CONNECTED THROUGH ANY OF (6) AASHTO MATERIAL COMPACTION / DENSITY MATERIAL LOCATION DESCRIPTION CLASSIFICATIONS REQUIREMENT -GRANULAR WELL GRADED SOIL/ FINAL FILL: FILL MATERIAL FOR 4" [100 mm] SCHED 40 PVC AGGREGATE MIXTURES LAYER'D' STARTS FROM THE TOP OF PREPARE PER SITE DESIGN THE'C' LAYER TO THE BOTTOM OF ANY SOIUROCK MATERIALS, NATIVE SOILS, OR 6" ENGINEER'S PLANS. PAVED D FLEXIBLE PAVEMENT OR UNPAVED PER ENGINEER'S PLANS. CHECK PLANS FOR N/A INSTALLATIONS MAY HAVE FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBGRADE REQUIREMENTS. STRINGENT MATERIAL AND PAVEMENT SUBBASE MAY BE PART CHAMBER (4.5" HOLE SAW REQ'D) PREPARATION REQUIREMENTS. OF THE 'D,LAYER ANY OF (6) VALLEY LOCATIONS BEGIN COMPACTIONS AFTER 24" (600 INITIAL FILL: FILL MATERIAL FOR AASHTO M145' mm) OF MATERIAL OVER THE LAYER'C' STARTS FROM THE TOP OF GRANULAR WELL -GRADED SOIL/AGGREGATE A-1, A-24, A-3 CHAMBERS IS REACHED. COMPACT THE EMBEDMENT STONE ('B' LAYER) MIXTURES, <35% FINES OR PROCESSED ADDITIONAL LAYERS IN 12" (300 mm) C TO 24" (600 mm) ABOVE THE TOP OF AGGREGATE. OR MAX LIFTS TO A MIN. 95% PROCTOR THE CHAMBER. NOTE THAT MOST PAVEMENT SUBBASE MATERIALS CAN AASHTO M43' DENSITY FOR WELL GRADED PAVEMENT SUBBASE MAY BE A PART BE USED IN LIEU OF THIS LAYER. 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, MATERIAL AND 95 % RELATIVE OF THE'C' LAYER. 7, 78, 8, 89, 9, 1D DENSITY FOR PROCESSED AGGREGATE MATERIALS. EMBEDMENT STONE: FILL B SURROUNDING THE CHAMBERS FROM CLEAN, CRUSHED, ANGULAR STONE AASHTO M431 NO COMPACTION REQUIRED. THE FOUNDATION STONE ('A' LAYER) 3.4 TO THE'C' LAYER ABOVE. FOUNDATION STONE: FILL BELOW A CHAMBERS FROM THE SUBGRADE UP CLEAN, CRUSHED, ANGULAR STONE AASHTO M431 PLATE COMPACT OR ROLL TO TO THE FOOT (BOTTOM) OF THE 3.4 ACHIEVE A FLAT SURFACE. " 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 FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 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 _ PAVEMENT LAYER (DESIGNED BY AROUND CLEAN, CRUSHED, ANGULAR STONE IN A 8 B LAYERS SITE DESIGN ENGINEER) I ] ELEV=414.00 (MIN.) PERIMETER STONE .. Y>- 24" (2.4 m) I (SEE NOTE 6) (600 mm) MIN MAX OVERFLOW ELEV=412.75 12" (300 mm) MIN g ELEV=411.75 EXCAVATION WALL 0 (CAN BE SLOPED OR VERTICAL) 45" (1140 mm) A ELEV=408.00 ELEV-407.25 6" (150 mm) MIN DEPTH OF STONE TO BE DETERMINED MC-350DJ SUBGRADE S 9" BY SITE DESIGN ENGINEER 9" (230 mm) MIN END CAP (SEE NOTE 4) (230 mm) MIN 77" (1950 mm) - 12" (300 mm) TYP *FOR COVER DEPTHS GREATER THAN 8.0'(2.4 m) PLEASE CONTACT STORMTECH NOTES: 1. MC -3500 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 2. MC -3500 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 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. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5. 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. NYLOPLAST 12" [300 mm] INLINE DRAIN BODY W/ 12" [300 mm] SOLID HINGED COVER AND FRAME (SEE NYLOPLAST DWG# 7003-110-044 FOR PAVED APPLICATIONS / SEE DWG# 7003-110-045 FOR UNPAVED APPLICATIONS) 24" [600 mm] HOPE ACCESS PIPE REQUIRED. ( -2 LAYERS OF AASHTO M288 CLASS 1 WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS. USE FACTORY PRE -CORED END CAPS. MC -3500 - 8.25' [2.51 m] WIDE STRIPS NOTE: FOR MANY APPUCATIONS, THE NON -WOVEN GEOTEXTILE OVER THE MC -3500 CHAMBERS CAN BE ELIMINATED OR SUBSTITUTED WITH THE AASHTO CLASS 1 WOVEN GEOTEXTILE. CONTACT YOUR STORMTECH REPRESENTATIVE FOR ASSISTANCE. ISOLATION ROW DETAIL t� ogONG R Sk�+i• $ rtl 1� ✓.l.fiV 1 32 5 Civil engin �rrrJ1 = I Ay Y+' ' -..1 Planning C ri i1x_Jnt- NO. MC -3500 CHAMBER 3/4 - 2 INCH [19 mm - 51 mm] CLEAN CRUSHED ANGULAR STONE AASHTO M268 CLASS 2 NON -WOVEN GEOTEXTILE INSPECTION PORT DETAIL 4" [100 mm] SCHED 40 SCREW-IN CAP NOTES: 1. INSPECTION PORTS MAY BE CONNECTED THROUGH ANY OF (6) -CONCRETE COLLAR CHAMBER CORRUGATION VALLEYS 2. ALL PVC FITTINGS ARE TO BE SOLVENT CEMENTED -PAVEMENT -GRANULAR WELL GRADED SOIL/ 4" [100 mm] SCHED 40 PVC AGGREGATE MIXTURES 4" [100 mm] SCHED 40 PVC COUPLING 6" 4" 1100 mm] SCHED 40 PVC [203 mm) CORE 4.5" [114 mm] 0 HOLE IN CHAMBER (4.5" HOLE SAW REQ'D) ANY OF (6) VALLEY LOCATIONS CONNECTION DETAIL HANSEIV SURVEYI rr"n°�w, J. LYDIN oR.w�e a LY I oe ,1u,... 1 DATUM J. , FENS REVISION BY DATE APPR -o : Y J. FENG CITY OF RENTON Planning/Building/Public Works Dept. n_____ IN COMPLIANCE WITH CITY OF RENTON STANDARDS GREEN'S LANDING SHORT PLAT INFILTRATION TRENCH DETAILS 1-11-201 Q J I- 0 0 Z_ Z Q z W W cc 0 F- n F- rr O (D z 0 z Q J Cf) Z W W 00 F W W r�r^ v! IN I I� I �{ LI I> I LJ , / I m 20 0 10 20 40 GRAPHIC SCALE SCALE- l'-20' N 1/4 COR SEC. FND. 3' BRASS S 88'22'19" E 2623.96' (city 1851 to 1852 meas)(basis of bearings) SURFACE DISK (S 88'22'19" E 2623.83' —city record) (SEPT 2007) _ S 88'21'13" E 2642.69' (1/4 car to sec car 660.67' c 660.67 132 see 18.75' CITY #1851 85'46'43" Eo N rn NE COR SEC FND. 2 1/2" BRASS CITY # 1652 SURFACE DISK co co FND. 3" BRASS (SEPT 2007) co 3 SURFACE DISK 661y26' N 88'2_3'15" W o (SEPT 2007) MI N 661.26' N M NS 88'24'16" E m o 661,55' io ry W 101 I I tNa � N N W - 661.85' _ 1323.69' 3 661.85' N 88'25'16" W M O I� ZI- 13 13 0 M r` 1a0 _ I 2 a b 7 M N N M � N M 0 M O M EX. CTR OF SEC. IN IN �I FND. CONC MON IN CASE — (SEPT 2007) 663.0 d_6B.2'1326.04' S 88'29'19" E 2652.08' SECTION BREAK DOWN INM SURVEYORS: HANSEN SURVEYING 17420 116TH AVE. S.E. RENTON, WA 98058 PHONE: (425) 235-8440 CENTRE POINTE CONSULTANTS, INC. 14209 29TH ST. E SUITE 105 SUMNER, WA 98390 PHONE: (253) 813-1901 661.85' S 8825'16" E R_____ IN COMPLIANCE WITH CITY OF RENTON STANDARDS —Kg4sEN SURVEMN ".•F 1 .20 _. e CITY OF 00r RENTON (T I - �Xv1 DATUM Civil Engine�� jx r) ? Planning/Building/Public Works Dept. Planning CanserL�ni� NO. REVISION BY DATE APPR GREEN'S LANDING SHORT PLAT EXISTING CONDITIONS 1-11-201 I U F - Q J DL F- rr O U) O z 0 z J U) z W W Ir 0 Storm Water Pollution Prevention Plan for Construction Activities NPDES STORM WATER PERMIT, AND STATE WATER QUALITY STANDARDS This project will disturbed more than 1 acres of land, NPDES Storm water permit is required. Enhanced Basic water quality treatment is required per City of Renton Stormwater Management Manual which meets the requirements of State water quality standards. Pacific Engineering Design, LLC. Storm Water Pollution Prevention Plan for Construction Activities STANDARDS AND SPECIFICATIONS FOR SELECTED BMPs Referance the 2012 WSDOE Manual as amened in December 2014 for the following BMPs 1. Mark project clearing limits BMP C101: Preserving Natural Vegetation BMP C103: Plastic or Metal Fence BMP C 104: Stake and Wire Fence BMP C233: Silt Fence 2. Establishing the construction entrance(s) BMP C105: Stabilized Construction Entrance BMP C 106: Wheel Wash (wet season only) BMP C 107: Construction Road/Parking Area Stabilization 3. Storm water detention Onsite Detention/wet vault to provide Level 2 (forest existing condition) Flow control 4. Selection and installation of sediment controls BMP C200: Interceptor dike and swale BMP C207: Check dams BMP C233: Silt fence BMP C240: Temporary sediment trap BMP C250: Construction Storm water Chemical Treatment 5. Soil stabilization BMP C120: Temporary and permanent seeding BMP C121: Mulching BMP C123: Plastic Covering BMP C107: Construction Road/Parking Area Stabilization 6. Slope protection BMP C120: Temporary and Permanent Seeding BMP C121: Mulching BMP C130: Surface Roughening Pacific Engineering Design, LLC. Storm Water Pollution Prevention Plan for Construction Activities BMP C131: Gradient Terraces BMP C200: Interceptor dike and Swale BMP C204: Pipe Slope Drains BMP C207: Check dams 7. Drain inlet protection BMP C220: Storm Drain Inlet Protection 8. Storm water outlet protection BMP C220: Storm Drain Inlet Protection WET SEASON REQUIREMENTS Any site with exposed soils during the wet season (October 1 to April 30) shall be subject to the special provisions below. In addition to the ESC cover measures (see KCSWDM Section D.2.1.2, p. D-12), these provisions include covering any newly seeded areas with mulch and identifying and seeding as much disturbed area as possible prior to September 23 in order to provide grass cover for the wet season. A "wet season ESC plan" must be submitted and approved by the City of Kent before work proceeds or continues. Wet Season Special Provisions All of the following provisions for wet season construction are detailed in the referenced sections. These requirements are listed here for the convenience of the designer and the I' I[:.]Sf_MMUMV 1. The allowed time that a disturbed area may remain unworked without cover measures is reduced to two consecutive working days, rather than seven (KCSWDM Section D.2.1.2). 2. Stockpiles and steep cut and fill slopes are to be protected if unworked for more than 12 hours (KCSWDM Section D.2.1.2). 3. Cover materials sufficient to cover all disturbed areas shall be stockpiled on site (KCSWDM Section D.2.1.2). Pacific Engineering Design, LLC. Storm Water Pollution Prevention Plan for Construction Activities 4. All areas that are to be unworked during the wet season shall be seeded within one week of the beginning of the wet season (KCSWDM Section D.2.1.2.6). 5. Mulch is required to protect all seeded areas (Section D.2.1.2.2). 6. Fifty linear feet of silt fence (and the necessary stakes) per acre of disturbance must be stockpiled on site (KCSWDM Section D.2.1.3.1). 7. Construction road and parking lot stabilization are required for all sites unless the site is underlain by coarse-grained soil (KCSWDM Section D.2.1.4.2). 8. Sediment retention is required unless no offsite discharge is anticipated for the specified design flow (KCSWDM Section D.2.1.5). 9. Surface water controls are required unless no offsite discharge is anticipated for the specified design flow (KCSWDM Section D.2.1.6). 10. Phasing and more conservative BMPs must be evaluated for construction activity near surface waters (KCSWDM Section D.2.4.3). 11. Any runoff generated by dewatering may be required to discharge to the sanitary sewer (with appropriate discharge authorization), portable sand filter systems, or holding tanks (KCSWDM Section D.2.2). Pacific Engineering Design, LLC. Storm Water Pollution Prevention Plan for Construction Activities MATERIAL SAFETY DATA SHEETS Pacific Engineering Design, LLC. Storm Water Pollution Prevention Plan for Construction Activities Emergency Phone Numbers Fire, Police, Ambulance 911 Owner: Ethiopian Muslim Association of Seattle (206) 420-2940 General Contractor Office: Site Mobile # Subcontractors Sub 91) Office: Sub #2 Sub #3 Sub #4 City or County Contact Spill Hotline: (206) 973-4770 King County 24-hour dispatch: (206) 296-8100 Washington State Ecology Dept. (360) 407-6000 (Olympia) (425) 649-7000 (Bellevue) Pacific Engineering Design, LLC. Storm Water Pollution Prevention Plan for Construction Activities Spill Report Form LOCATION: Date: Time: Regulatory agencies notified (date, time, person, agency, and how): Material spilled: Quantity spilled: Source: Cause: Extent of injuries (if any): Adverse environmental impact (if any): Immediate remedial actions taken at time of spill: Measures taken or planned to prevent recurrence: Additional comments: This report prepared by: (Signature) Pacific Engineering Design, LLC. Storm Water Pollution Prevention Plan for Construction Activities Storm water Monitoring Form PROJECT: CONTRACTOR: RECEIVING WATER: MONITOR PERFORMED BY: Monitoring date: Current weather conditions: Previous 24-hour weather conditions: Time: 11 SAMPLING POINT I TURBIDITY (NTU) 11 Up -Stream Adjacent Downstream Comments: Sampler's Signature: signature print name Pacific Engineering Design, LLC. Storm Water Pollution Prevention Plan for Construction Activities Table 1 BMP Maintenance and Inspection Schedule (Source Control BMPs) The Development Company Anywhere, USA BMP BMP Name Recommended Maintenance Recommended Designation Schedule of Maintenance C101 Preserving Inspect flagged areas to make sure flagging Daily Natural has not been removed. If tree roots have been Vegetation exposed or injured, recover and/or seal them. C102 Buffer Zones Inspect the area frequently to make sure Daily flagging remains in place and the area remains undisturbed. C103 Plastic or If the fence has been damaged or visibility Daily Metal Fence reduced, it shall be repaired or replaced immediately and visibility restored. C104 Stake and If the fence has been damaged or visibility Daily Wire Fence reduced, it shall be repaired or replaced immediately and visibility restored. C105 Stabilized Quarry spalls (or hog fuel) shall be added if Daily Construction the pad is no longer in accordance with the Entrance and specifications. If the rock (or hog fuel) Tire Wash entrance is not working to keep streets clean, then install wheel wash, sweep streets, or wash streets if wash water can be collected. C106 Wheel Wash Wheel wash water shall not be discharged into Daily a storm drain or the site's storm water collection system. Use closed-loop recirculation, land application, or discharge to sanitary sewer (by permit). C107 Const. Road Inspect stabilized areas regularly, especially Daily Stabilization after large storm events. Add rock (hog fuel), gravel, etc. as needed to maintain a stable surface which won't erode. C120 Temporary & Re -seed areas failing to establish 80% cover Inspect to ensure growth Permanent within one month (during growing season). If weekly Seeding re -seeding is ineffective, use sodding or nets/blankets. Eroded areas shall be corrected, re -planted, and irrigated as required. C 121 Mulching Maintain specified thickness of mulch cover. Weekly and following Eroded areas must be corrected and re- storms mulched. Drainage problems must be corrected. Pacific Engineering Design, LLC. Storm Water Pollution Prevention Plan for Construction Activities BMP BMP Name Recommended Maintenance Recommended Designation Schedule of Maintenance C122 Nets and Inspect to ensure good contact with ground Weekly and following Blankets and no erosion of soils. Replace damaged storms material and re -staple where required. Correct erosion problems immediately. C123 Plastic Replace torn sheets and repair open seams. Weekly Covering Replace deteriorated plastic sheets. Dispose of plastic when no longer needed. C124 Sodding If sod is unhealthy correct problem. If sod Weekly and following can't be established seed area and use net or storms blanket to stabilize soils. C125 Top Soiling Inspect stockpiles regularly, especially after Weekly and following large storm events. Stabilize areas that have storms eroded. C126 Polyacrylami Reapply PAM to actively worked soils at 48- Daily de hr. intervals not to exceed 7 application per Application month. Reapply PAM to undisturbed soils at 2 -month intervals. C130 Surface Seed roughened surfaces as soon as possible. Weekly and following Roughening Re -grade and re -seed any areas beginning to storms erode. C131 Gradient Maintenance should be performed as needed. Annually and following Terraces large storm events C140 Dust Control Re -apply dust control measures as necessary to Daily during dry keep dust to a minimum. weather Pacific Engineering Design, LLC. Storm Water Pollution Prevention Plan for Construction Activities Table 2 BMP Maintenance and Inspection Schedule (Runoff, Conveyance, and Treatment BMPs) The Development Company Anywhere, USA BMP BMP Name Recommended Maintenance Recommended Designation Schedule of Maintenance C200 Interceptor Inspect to insure structural integrity. Repair Weekly and following Dike & Swale as needed storms C201 Grass -Lined During growth period, inspect grass after Weekly and following Channels rainstorms. Remove accumulated sediments. storms Inspect outlets to prevent scouring and erosion. C202 Riprap Inspect to ensure underlain soils are not Weekly and following Channel eroding. Inspect for slippage on slopes. storms Lining C204 Pipe Slope Check inlets for undercutting and outlets for Weekly and following Drains erosion after rainstorms. Inspect pipe for storms damage. Check pipe for clogging debris. C205 Subsurface Check to ensure drains are not clogged with Monthly Drains sediment or plant roots. Prevent heavy truck traffic from crushing piping. C206 Level Spreader Check to ensure proper functioning after Weekly and following rainstorms. Prevent traffic from crossing the storms spreader. Repair if damaged. C207 Check Dams Remove sediment when one half the sump Weekly and following depth. Check for erosion around edges of storms dams. C209 Outlet Inspect and repair as needed. Add rock as Weekly and following Protection needed. Clean energy dissipater if sediment storms builds up. C220 Storm Drain Replace clogged filter fabric. Clean sediment Weekly and following Inlet from stone filters. Do not wash collected storms Protection sediments into storm drains — remove to soil stockpile. C230 Straw Bale Inspect daily during rainy periods. Check for Daily during prolonged Barrier undercutting, end runs, and damaged bales. rainy periods. Remove accumulated sediment when one half the barrier height. C231 Brush Barrier Inspect daily during rainy periods. Check for Weekly and following undercutting, end runs, and damaged sections. storms Remove accumulated sediment. Pacific Engineering Design, LLC. Storm Water Pollution Prevention Plan for Construction Activities BMP BMP Name Recommended Maintenance Recommended Designation Schedule of Maintenance C233 Silt Fence Repair damaged fencing immediately. Weekly and following Intercept concentrated flows and reroute. storms Remove sediment accumulations at 6 -inches. Replace deteriorated fencing material. Properly dispose of used fencing. C234 Vegetated Re -seed damaged areas immediately. Install Weekly and following Strip sod to replace eroded vegetation. Reroute storms concentrated flows through vegetated strip C240 Sediment Trap Remove sediment when it reaches a depth of Weekly and following one foot. Repair damage to trap storms embankments and slopes. C241 Sediment Pond Remove sediment when it reaches a depth of Weekly and following one foot. Repair damage to pond storms embankments and slopes. C250 Storm water See Monitoring in Section 11 As required Chemical Treatment Pacific Engineering Design, LLC. Storm Water Pollution Prevention Plan for Construction Activities Erosion and Sediment Control Inspection Form Erosion Prevention Inspector(s): Site Name and Location: Date: Current Weather Conditions: Last 24 Hours: BMP Designation O.K Not O.K. BMP Condition, Corrective Action, General Notes Construction Access Trackout? Street Clean? Soil Stabilization Signs of Erosion: Gullies? Slope Failures? Rills? Slope Protection Plastic Condition? Grass Growing? Hydroseed Condition? Matting? Perimeter Control Clearing Limits Marked? Silt Fences? Swales? Conveyances Stable Ditches? Check Dams Intact? Sand Bags? Slope Drains? TESC Management Revisions Required? Water Management Infiltration System? lean and Dirty Water Separated Offsite Water Bypassing? Outlet Protection Stabilized? Pacific Engineering Design, LLC. Storm Water Pollution Prevention Plan for Construction Activities Erosion and Sediment Control Inspection Form Sediment Control BMP Designation O.K Not O.K. BMP Condition, Corrective Action, General Notes Storm water Detention And Monitoring BMP Maintenance Inlet Protection Dust Control Spill Prevention Condition of Discharg Water Comments: Pacific Engineering Design, LLC. IX. 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WET VAULT P I I I SEE NOTE AT LEFT - _._..ICB #1 (TYPE 1) '�. / EXISTING TREE TO REMAIN (TYP) COMBINED DETENTION I WET VAULT � \ \ J 1 [44'L x 27'W] .. ____________ SEE SHEET P05 FOR DETAILS \ {' _ _ / _ s '3114 w 298,8• � z'I 1201' �— 6� 4a �T — s1.1z' 100 YEAR DETENTION WATER SURFACE EL. = 401.50 I m I , I1 -I TOP WQ EL. = 397.50 a1 N I `. �-�� / --- .CB #13 (TYPE II) BOTTOM WQ EL = 393.50 1 I (CONTECH CDS 2015-4 OR I REQUIRED DETENTION LIVE STORAGE - 41660 CF m Z • a` I -APPROVED EQUIVALENT ' PROVIDED DETENTION LIVE STORAGE - 4,752 CF ,. - I \ 'I FOR PRE-TREATMENT SEE`N1\\ y ..I' REQUIRED WQ DEAD STORAGE = 2,065 CF I (A + N .- NOTE AT RIGHT 'I ^ T I/ - PROVIDED WQ DEAD STORAGE = 4,752 CF n -{ I� c TRACT B (STORM A r�DRIPLINE (TYP) INV. 6" (SE, NE) = 398.00 m m s,osa SF I LOT 3` LOT 2 _ / i INV. (12" SE) = 398.00 a om NEW 6".' s 00.31 1a^1w zse.71' ._._5.831 __ ( ,. .._.. --. .__. ...-6,010 SF _._.. _ _........... \ 12" FLOW CONTROL RISER OVERFLOW EL. = 401.50 STORM (TYP) \ INV. 12" OUT (SW) = 397.50 .. i n o ` /i CB. #12 (TYPE 1) CB #14 (TYPE I) / \ _. BOTTOM ORIFICE EL = 395.50 BOTTOM ORIFICE DIA. = 0.75 (3/4") _ _ _ _ - _ 2ND ORIFICE 4" ELBOW EL - 398.90 ._ '+T02 > w 63.05' 58.00' 25' PRIVATE STORM C) __jmmw__i 20 0 10 20 40 I = GRAPHIC SCALE SCALE. 1'-20' J 2ND ORIFICE DIA. = 1.00" If N 401 I. DRAINAGE EASEMENT -- 1 INFILTRATION SYSTEM __.._.. CB #2 (TYPE 1) . I e 4 �. I .I STORMTECH MC -3500 NEW 6" 12 L - - - - - - - - - - - - - - - / CLEAN, CRUSHED, ANGULAR, STONE BED SIZE = q STOR TYP) I I eo.00 _ _ CB #15 (TYPE I) _ - [77.51 X 22.75'W X 5.5'H W TOTAL 30 CHAMBERS, __.-- ---- -- I / 6 END CAPS. 3ROWS -ONE ISOLATION ROW, TWO et za' \ CB #3 (TYPE I) r I2 SEE SHEET P06, P07 FOR DETAILS r I I" _____ ___ _____ --- INFILTRATION CHAMBERS. I I CB #11 (TYPE I) IIT,I GRADE OF ACCESS ROADI I I I I I I I ( W TOTAL LIVE STORAGE REQUIRED = 4,966 CF TOTAL LIVE STORAGE PROVIDED = 5,910 CF �g o LOT so ISI $I LOT 5( I I C I " SYSTEM OVERFLOW EL. = 412.75 5aol NI /X ' I I I I .384 SF 5.015 SF 2 I m SAWCUT EX. ASPHALT PAVEMENT (TYP) 121 LF INFILTRATION ( i1 N I LOT 4 LOT 1 i %J I TRENCH #2 (SEE DETAIL] mr= I 6,480 SF _ I i I6,604 SF I I SHEET P06 TYP.) I INFILTRATION SYSTEM --'r �. CB.. #10 (TYPE I ( I I SEE NOTE, THIS SHEET I ( N L-- --- I I I- osP -J j ----------I / i _ \ CB #9 (TYPE II) I CB #16 (TYPE II) ( _ s CB #17 (TYPE I) I 3 1 58.00' �.00' i _ 80.00' 0 B' 8"E 326.65' (PR SED 416.. Ig #4 (TYPE I) i � N STA 0+00 (NE 2ND STREET) INN N - STA 5 00 HO.... AVE NE) A • ^ I CB AR (TYPE 1) CB #18 (TYPE 1) + ( Q S 02808 W 328.64 (EXISTING) _s Noel 1F-----7 + C\jC:) N r-- --- r- N I J INI LJ NI I I L J L J I L~ _. -. 21 LF INFILTRATION r I I TRENCH.#1.(SEE DETAIL. I I I I I HOQL)�AM A�NUE NI= "L J - -- L1 I _— ( L J L I J L J (RESIDENTIAL ACCESS) _17SHEET P06 7YP )-- - -_ _ CB #-�?YP.EJ) - - NEW 1�2"-STo M_" ) ---..... - -- - _.-..._ ... ..._._ I `� - PROPOSED FEATURES —SD PROPOSED STORM DRAIN PIPE SS PROPOSED SEWER MAIN W PROPOSED WATER MAIN LOT PROPOSED LOT - - - - - - - PROPOSED SAWCUT LINE - — — - PROPOSED ORIPLINE CURB RAMP PROPOSED ASPHALT PAVEMENT PROPOSED SIDEWALK �0 qDNG 8 sF�4, ---- BOUNDARY / R.O.W. LINE — - — CENTERLINE ---- LOT LINE GUTTER, FLOW, & CURB LINE — — EASEMENT LINE - - - - - - - BUILDING SETBACK LINE (BSBL) 10' EXISTING CONTOURS -- --- 2' EXISTING CONTOURS —410— — 10' PROPOSED CONTOURS --412--- 2' PROPOSED CONTOURS EXISTINO FEATURES Pacific r� J iso � rJ r1 j � �.. � iwRSEN SURVEn CITY OF s• D' °°'" RENTON I ,Ics..fh t 32 5 oro�ne A LY ac xw DATUM fj is FEND anu wu Planning/Building/Public Works Dept. w .. Civil Engine rar J v: I p7, J. .c nr �' Planning Can tf�ani� 1/11115 NO. REVISION BY DATE APPR .Pamhc � ._ ..J. FEN(` I 1 IN COMPLIANCE WITH CITY OF RENTON STANDARDS m O U) O z 0 z Q J GREEN'S LANDING SHORT PLAT 1-11-2018 U) z w W PRELIMINARY GRADING AND DRAINAGE PLAN W -. -: P02 POB (,� I U I• J n rr 0 CO z 0 z J z w w rr X. Operations and Maintenance Manual The onsite storm facilities will be maintained by the property owner and manager. 74 APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS NO.2 - INFILTRATION FACILITIES MAINTENANCE DEFECT OR CONDITIONS WHEN RESULTS EXPECTED WHEN COMPONENT PROBLEM MAINTENANCE IS NEEDED MAINTENANCE IS PERFORMED Inlet/Outlet Pipes Sediment Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in No trash or debris in pipes. inlet/outlet pipes (includes floatables and non-floatables). Damaged inlet/outlet Cracks wider than '/-inch at the joint of the No cracks more than %-inch wide at the pipe inlet/outlet pipes or any evidence of soil joint of the inlet/outlet pipe. entering at the joints of the inlet/outlet pipes. Access Manhole Cover/lid not in place Cover/lid is missing or only partially in Manhole access covered. place. Any open manhole requires immediate maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and reinstalled remove cover/lid after applying 80 lbs of lift. by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or Ladder meets design standards. Allows cracks. maintenance person safe access. Large access Damaged or difficult Large access doors or plates cannot be Replace or repair access door so it can doors/plate to open opened/removed using normal equipment. opened as designed. Gaps, doesn't cover Large access doors not flat and/or access Doors close flat; covers access opening completely opening not completely covered. completely. Lifting rings missing, Lifting rings not capable of lifting weight of Lifting rings sufficient to lift or remove rusted door or plate. door or plate. Infiltration Pond, Plugged filter bag (if Filter bag more than 1/2 full. Replace filter bag or redesign system. Tank, Vault, Trench, applicable) or Small Basin Filter Bags Infiltration Pond, Sediment 6" or more of sediment has accumulated. Pre -settling occurs as designed Tank, Vault, Trench, accumulation or Small Basin Pre - settling Ponds and Vaults Infiltration Pond, Plugged rock filter High water level on upstream side of filter Rock filter replaced evaluate need for filter Rock Filter remains for extended period of time or little and remove if not necessary. or no water flows through filter during heavy rain storms. Infiltration Pond Rock missing Only one layer of rock exists above native Spillway restored to design standards. Emergency soil in area five square feet or larger, or Overflow Spillway any exposure of native soil at the top of out flow path of spillway. Rip -rap on inside slopes need not be replaced. Tree growth Tree growth impedes flow or threatens Trees removed. stability of spillway. 2017 City of Renton Surface Water Design Manual 12/12/2016 A-5 APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS NO.3 - DETENTION TANKS AND VAULTS MAINTENANCE DEFECT OR CONDITIONS WHEN RESULTS EXPECTED WHEN COMPONENT PROBLEM MAINTENANCE IS NEEDED MAINTENANCE IS PERFORMED Site Trash and debris Any trash and debris which exceed 1 cubic Trash and debris cleared from site. foot per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which Noxious and nuisance vegetation removed may constitute a hazard to City personnel according to applicable regulations. No or the public. danger of noxious vegetation where City personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution Materials removed and disposed of pollution such as oil, gasoline, concrete slurries or according to applicable regulations. Source paint. control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Excessive growth of Grass or groundcover exceeds 18 inches Grass or groundcover mowed to a height grass/groundcover in height. no greater than 6 inches. Tank or Vault Trash and debris Any trash and debris accumulated in vault No trash or debris in vault. Storage Area or tank (includes floatables and non- floatables). Sediment Accumulated sediment depth exceeds All sediment removed from storage area. accumulation 10% of the diameter of the storage area for % length of storage vault or any point depth exceeds 15% of diameter. Example: 72 -inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than Y2 length of tank. Tank Structure Plugged air vent Any blockage of the vent. Tank or vault freely vents. Tank bent out of Any part of tank/pipe is bent out of shape Tank repaired or replaced to design. shape more than 10% of its design shape. Gaps between A gap wider than '/,inch at the joint of any No water or soil entering tank through sections, damaged tank sections or any evidence of soil joints or walls. joints or cracks or particles entering the tank at a joint or tears in wall through a wall. Vault Structure Damage to wall, Cracks wider than '/2 -inch, any evidence of Vault is sealed and structurally sound. frame, bottom, and/or soil entering the structure through cracks top slab or qualified inspection personnel determines that the vault is not structurally sound. Inlet/Outlet Pipes Sediment Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in No trash or debris in pipes. inlet/outlet pipes (includes floatables and non-floatables). Damaged inlet/outlet Cracks wider than '/z -inch at the joint of the No cracks more than''% -inch wide at the pipes inlet/outlet pipes or any evidence of soil joint of the inlet/outlet pipe. entering at the joints of the inlet/outlet pipes. Access Manhole Cover/lid not in place Cover/lid is missing or only partially in Manhole access covered. place. Any open manhole requires immediate maintenance. 12/12/2016 2017 City of Renton Surface Water Design Manual A-6 APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS NO.3 - DETENTION TANKS AND VAULTS MAINTENANCE DEFECT OR CONDITIONS WHEN RESULTS EXPECTED WHEN COMPONENT PROBLEM MAINTENANCE IS NEEDED MAINTENANCE IS PERFORMED Access Manhole Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. (cont.) not working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and reinstalled remove cover/lid after applying 80 lbs of lift. by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or Ladder meets design standards. Allows cracks. maintenance person safe access. Large access Damaged or difficult Large access doors or plates cannot be Replace or repair access door so it can doors/plate to open opened/removed using normal equipment. opened as designed. Gaps, doesn't cover Large access doors not flat and/or access Doors close flat; covers access opening completely opening not completely covered. completely. Lifting rings missing, Lifting rings not capable of lifting weight of Lifting rings sufficient to lift or remove door rusted door or plate. or plate. 2017 City of Renton Surface Water Design Manual 12/12/2016 A-7 APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS NO.4 - CONTROL STRUCTURE/FLOW RESTRICTOR MAINTENANCE DEFECT OR CONDITION WHEN MAINTENANCE RESULTS EXPECTED WHEN COMPONENT PROBLEM IS NEEDED MAINTENANCE IS PERFORMED Structure Trash and debris Trash or debris of more than'/ cubic foot No Trash or debris blocking or potentially which is located immediately in front of the blocking entrance to structure. structure opening or is blocking capacity of the structure by more than 10%. Trash or debris in the structure that No trash or debris in the structure. exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Deposits of garbage exceeding 1 cubic No condition present which would attract or foot in volume. support the breeding of insects or rodents. Sediment Sediment exceeds 60% of the depth from Sump of structure contains no sediment. accumulation the bottom of the structure to the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section or is within 6 inches of the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section. Damage to frame Corner of frame extends more than % inch Frame is even with curb. and/or top slab past curb face into the street (If applicable). Top slab has holes larger than 2 square Top slab is free of holes and cracks. inches or cracks wider than''/4 inch. Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. separation of more than % inch of the frame from the top slab. Cracks in walls or Cracks wider than '/2 inch and longer than Structure is sealed and structurally sound. bottom 3 feet, any evidence of soil particles entering structure through cracks, or maintenance person judges that structure is unsound. Cracks wider than''/2 inch and longer than No cracks more than 1/4 inch wide at the 1 foot at the joint of any inletloutlet pipe or joint of inlet/outlet pipe. any evidence of soil particles entering structure through cracks. Settlement/ Structure has settled more than 1 inch or Basin replaced or repaired to design misalignment has rotated more than 2 inches out of standards. alignment. Damaged pipe joints Cracks wider than '/2 -inch at the joint of the No cracks more than''/4 inch wide at the inlet/outlet pipes or any evidence of soil joint of inlet/outlet pipes. entering the structure at the joint of the inlet/outlet pipes. Contaminants and Any evidence of contaminants or pollution Materials removed and disposed of pollution such as oil, gasoline, concrete slurries or according to applicable regulations. Source paint. control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Ladder rungs missing Ladder is unsafe due to missing rungs, Ladder meets design standards and allows or unsafe misalignment, rust, cracks, or sharp edges. maintenance person safe access. FROP-T Section Damaged FROP-T T section is not securely attached to T section securely attached to wall and structure wall and outlet pipe structure outlet pipe. should support at least 1,000 lbs of up or down pressure. Structure is not in upright position (allow up Structure in correct position. to 10% from plumb). 12/12/2016 2017 City of Renton Surface Water Design Manual A-8 APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS NO.4 - CONTROL STRUCTURE/FLOW RESTRICTOR'; MAINTENANCE DEFECT OR CONDITION WHEN MAINTENANCE RESULTS EXPECTED WHEN COMPONENT PROBLEM IS NEEDED MAINTENANCE IS PERFORMED FROP-T Section Damaged FROP-T Connections to outlet pipe are not Connections to outlet pipe are water tight; (cont.) (cont.) watertight or show signs of deteriorated structure repaired or replaced and works grout. as designed. Any holes—other than designed holes—in Structure has no holes other than designed the structure. holes. Cleanout Gate Damaged or missing Cleanout gate is missing. Replace cleanout gate. cleanout gate Cleanout gate is not watertight. Gate is watertight and works as designed. Gate cannot be moved up and down by Gate moves up and down easily and is one maintenance person. watertight. Chain/rod leading to gate is missing or Chain is in place and works as designed. damaged. Orifice Plate Damaged or missing Control device is not working properly due Plate is in place and works as designed. orifice plate to missing, out of place, or bent orifice plate. Obstructions to orifice Any trash, debris, sediment, or vegetation Plate is free of all obstructions and works plate blocking the plate. as designed. Overflow Pipe Obstructions to Any trash or debris blocking (or having the Pipe is free of all obstructions and works overflow pipe potential of blocking) the overflow pipe. as designed. Deformed or Lip of overflow pipe is bent or deformed. Overflow pipe does not allow overflow at damaged lip of an elevation lower than design overflow pipe Inlet/Outlet Pipe Sediment Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in No trash or debris in pipes. inlet/outlet pipes (includes floatables and non-floatables). Damaged inlet/outlet Cracks wider than''/2-inch at the joint of the No cracks more than wide at the pipe inlet/outlet pipes or any evidence of soil joint of the inlet/outlet pipe. entering at the joints of the inlet/outlet pipes. Metal Grates Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design standards. (If applicable) Trash and debris Trash and debris that is blocking more Grate free of trash and debris. footnote to than 20% of grate surface. guidelines for disposal Damaged or missing Grate missing or broken member(s) of the Grate is in place and meets design grate grate. standards. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in Cover/lid protects opening to structure. place. Any open structure requires urgent maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and reinstalled remove cover/lid after applying 80 lbs. of lift. by one maintenance person. 2017 City of Renton Surface Water Design Manual 12/12/2016 A-9 APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS NO.5 - CATCH BASINS AND MANHOLES MAINTENANCE DEFECT OR CONDITION WHEN MAINTENANCE RESULTS EXPECTED WHEN COMPONENT PROBLEM IS NEEDED MAINTENANCE IS PERFORMED Structure Sediment Sediment exceeds 60% of the depth from Sump of catch basin contains no sediment. accumulation the bottom of the catch basin to the invert of the lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Trash and debris Trash or debris of more than'/ cubic foot No Trash or debris blocking or potentially which is located immediately in front of the blocking entrance to catch basin. catch basin opening or is blocking capacity of the catch basin by more than 10%. Trash or debris in the catch basin that No trash or debris in the catch basin. exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Dead animals or vegetation that could No dead animals or vegetation present generate odors that could cause within catch basin. complaints or dangerous gases (e.g., methane). Deposits of garbage exceeding 1 cubic No condition present which would attract or foot in volume. support the breeding of insects or rodents. Damage to frame Corner of frame extends more than % inch Frame is even with curb. and/or top slab past curb face into the street (If applicable). Top slab has holes larger than 2 square Top slab is free of holes and cracks. inches or cracks wider than % inch. Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. separation of more than % inch of the frame from the top slab. Cracks in walls or Cracks wider than % inch and longer than Catch basin is sealed and is structurally bottom 3 feet, any evidence of soil particles sound. entering catch basin through cracks, or maintenance person judges that catch basin is unsound. Cracks wider than '/z inch and longer than No cracks more than'/4 inch wide at the 1 foot at the joint of any inlet/outlet pipe or joint of inlet/outlet pipe. any evidence of soil particles entering catch basin through cracks. Settlement/ Catch basin has settled more than 1 inch Basin replaced or repaired to design misalignment or has rotated more than 2 inches out of standards. alignment. Damaged pipe joints Cracks wider than''/2-inch at the joint of the No cracks more than''/< -inch wide at the inlet/outlet pipes or any evidence of soil joint of inlet/outlet pipes. entering the catch basin at the joint of the inlet/outlet pipes. Contaminants and Any evidence of contaminants or pollution Materials removed and disposed of pollution such as oil, gasoline, concrete slurries or according to applicable regulations. Source paint. control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet/Outlet Pipe Sediment Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in No trash or debris in pipes. inlet/outlet pipes (includes floatables and non-floatables). 12/12/2016 2017 City of Renton Surface Water Design Manual A-10 APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS NO.5 - CATCH BASINS AND MANHOLES MAINTENANCE DEFECT OR CONDITION WHEN MAINTENANCE RESULTS EXPECTED WHEN COMPONENT PROBLEM IS NEEDED MAINTENANCE IS PERFORMED Inlet/Outlet Pipe Damaged inlet/outlet Cracks wider than''/,inch at the joint of the No cracks more than''% -inch wide at the (cont.) pipe inlet/outlet pipes or any evidence of soil joint of the inlet/outlet pipe. entering at the joints of the inlet/outlet pipes. Metal Grates Unsafe grate opening Grate with opening wider than 1/8 inch. Grate opening meets design standards. (Catch Basins) Trash and debris Trash and debris that is blocking more Grate free of trash and debris. footnote to than 20% of grate surface. guidelines for disposal Damaged or missing Grate missing or broken member(s) of the Grate is in place and meets design grate grate. Any open structure requires standards. urgent maintenance. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in Cover/lid protects opening to structure. place. Any open structure requires urgent maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and reinstalled remove cover/lid after applying 80 lbs. of lift. by one maintenance person. 2017 City of Renton Surface Water Design Manual 12/12/2016 A-11 APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS NO.6 - CONVEYANCE PIPES AND !DITCHES MAINTENANCE DEFECT OR CONDITIONS WHEN RESULTS EXPECTED WHEN COMPONENT PROBLEM MAINTENANCE IS NEEDED MAINTENANCE IS PERFORMED Pipes Sediment & debris Accumulated sediment or debris that Water flows freely through pipes. accumulation exceeds 20% of the diameter of the pipe. Vegetation/root Vegetation/roots that reduce free Water flows freely through pipes. growth in pipe movement of water through pipes. Contaminants and Any evidence of contaminants or pollution Materials removed and disposed of pollution such as oil, gasoline, concrete slurries or according to applicable regulations. Source paint. control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective Protective coating is damaged; rust or Pipe repaired or replaced. coating or corrosion corrosion is weakening the structural integrity of any part of pipe. Damaged pipes Any dent that decreases the cross section Pipe repaired or replaced. area of pipe by more than 20% or is determined to have weakened structural integrity of the pipe. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per Trash and debris cleared from ditches. 1,000 square feet of ditch and slopes. Sediment Accumulated sediment that exceeds 20% Ditch cleaned/flushed of all sediment and accumulation of the design depth. debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which Noxious and nuisance vegetation removed may constitute a hazard to City personnel according to applicable regulations. No or the public. danger of noxious vegetation where City personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution Materials removed and disposed of pollution such as oil, gasoline, concrete slurries or according to applicable regulations. Source paint. control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Excessive vegetation Vegetation that reduces free movement of Water flows freely through ditches. growth water through ditches. Erosion damage to Any erosion observed on a ditch slope. Slopes are not eroding. slopes Rock lining out of One layer or less of rock exists above Replace rocks to design standards. place or missing (If native soil area 5 square feet or more, any applicable) exposed native soil. 12/12/2016 2017 City of Renton Surface Water Design Manual A-12 APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS NO. 10 - GATES/BOLLARDSIACCESS BARRIERS MAINTENANCE DEFECT OR CONDITIONS WHEN RESULTS EXPECTED WHEN COMPONENT PROBLEM MAINTENANCE IS NEEDED MAINTENANCE IS PERFORMED Chain Link Fencing Damaged or missing Missing gate. Gates in place. Gate members Broken or missing hinges such that gate Hinges intact and tubed. Gate is working cannot be easily opened and closed by a freely. maintenance person. Gate is out of plumb more than 6 inches Gate is aligned and vertical. and more than 1 foot out of design alignment. Missing stretcher bar, stretcher bands, and Stretcher bar, bands, and ties in place. ties. Locking mechanism Locking device missing, no -functioning or Locking mechanism prevents opening of does not lock gate does not link to all parts. gate. Openings in fabric Openings in fabric are such that an 8 -inch Fabric mesh openings within 50% of grid diameter ball could fit through. size. Bar Gate Damaged or missing Cross bar does not swing open or closed, Cross bar swings fully open and closed cross bar is missing or is bent to where it does not and prevents vehicle access. prevent vehicle access. Locking mechanism Locking device missing, no -functioning or Locking mechanism prevents opening of does not lock gate does not link to all parts. gate. Support post Support post does not hold cross bar up. Cross bar held up preventing vehicle damaged access into facility. Bollards Damaged or missing Bollard broken, missing, does not fit into No access for motorized vehicles to get bollards support hole or hinge broken or missing. into facility. Bollards do not lock Locking assembly or lock missing or No access for motorized vehicles to get cannot be attached to lock bollard in place. into facility. Boulders Dislodged boulders Boulders not located to prevent motorized No access for motorized vehicles to get vehicle access. into facility. Evidence of vehicles Motorized vehicles going around or No access for motorized vehicles to get circumventing between boulders. into facility. boulders 12/12/2016 2017 City of Renton Surface Water Design Manual A-16 APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS NO. 11 - GROUNDS (LANDSCAPING) MAINTENANCE DEFECT OR CONDITIONS WHEN RESULTS EXPECTED WHEN COMPONENT PROBLEM MAINTENANCE IS NEEDED MAINTENANCE IS PERFORMED Site Trash and debris Any trash and debris which exceed 1 cubic Trash and debris cleared from site. foot per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which Noxious and nuisance vegetation removed may constitute a hazard to City personnel according to applicable regulations. No or the public. danger of noxious vegetation where City personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution Materials removed and disposed of pollution such as oil, gasoline, concrete slurries or according to applicable regulations. Source paint. control BMPS implemented if appropriate. No contaminants present other than a surface oil film. Excessive growth of Grass or groundcover exceeds 18 inches Grass or groundcover mowed to a height grass/groundcover in height. no greater than 6 inches. Trees and Shrubs Hazard tree identified Any tree or limb of a tree identified as No hazard trees in facility. having a potential to fall and cause property damage or threaten human life. A hazard tree identified by a qualified arborist must be removed as soon as possible. Damaged tree or Limbs or parts of trees or shrubs that are Trees and shrubs with less than 5% of total shrub identified split or broken which affect more than 25% foliage with split or broken limbs. of the total foliage of the tree or shrub. Trees or shrubs that have been blown No blown down vegetation or knocked over down or knocked over. vegetation. Trees or shrubs free of injury. Trees or shrubs which are not adequately Tree or shrub in place and adequately supported or are leaning over, causing supported; dead or diseased trees exposure of the roots. removed. 2017 City of Renton Surface Water Design Manual 12/12/2016 A-17 APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS NO. 12 -ACCESS ROADS MAINTENANCE DEFECT OR CONDITION WHEN MAINTENANCE RESULTS EXPECTED WHEN COMPONENT PROBLEM IS NEEDED MAINTENANCE IS PERFORMED Site Trash and debris Trash and debris exceeds 1 cubic foot per Roadway drivable by maintenance 1,000 square feet (i.e., trash and debris vehicles. would fill up one standards size garbage can). Debris which could damage vehicle tires or Roadway drivable by maintenance prohibit use of road. vehicles. Contaminants and Any evidence of contaminants or pollution Materials removed and disposed of pollution such as oil, gasoline, concrete slurries or according to applicable regulations. Source paint. control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Blocked roadway Any obstruction which reduces clearance Roadway overhead clear to 14 feet high. above road surface to less than 14 feet. Any obstruction restricting the access to a At least 12 -foot of width on access road. 10- to 12 foot width for a distance of more than 12 feet or any point restricting access to less than a 10 foot width. Road Surface Erosion, settlement, Any surface defect which hinders or Road drivable by maintenance vehicles. potholes, soft spots, prevents maintenance access. ruts Vegetation on road Trees or other vegetation prevent access Maintenance vehicles can access facility. surface to facility by maintenance vehicles. Shoulders and Erosion Erosion within 1 foot of the roadway more Shoulder free of erosion and matching the Ditches than 8 inches wide and 6 inches deep. surrounding road. Weeds and brush Weeds and brush exceed 18 inches in Weeds and brush cut to 2 inches in height height or hinder maintenance access. or cleared in such a way as to allow maintenance access. Modular Grid Contaminants and Any evidence of contaminants or pollution Materials removed and disposed of Pavement pollution such as oil, gasoline, concrete slurries or according to applicable regulations. Source paint. control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damaged or missing Access surface compacted because of Access road surface restored so road blocks/grids broken on missing modular block. infiltrates. 12/12/2016 2017 City of Renton Surface Water Design Manual A-18 APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS NO. 17 - WETVAULT MAINTENANCE DEFECT OR CONDITION WHEN MAINTENANCE RESULTS EXPECTED WHEN COMPONENT PROBLEM IS NEEDED MAINTENANCE IS PERFORMED Site Trash and debris Trash and debris accumulated on facility Trash and debris removed from facility site. site. Treatment Area Trash and debris Any trash and debris accumulated in vault No trash or debris in vault. (includes floatables and non-floatables). Sediment Sediment accumulation in vault bottom No sediment in vault. accumulation exceeds the depth of the sediment zone plus 6 inches. Contaminants and Any evidence of contaminants or pollution Materials removed and disposed of pollution such as oil, gasoline, concrete slurries or according to applicable regulations. Source paint. control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Vault Structure Damage to wall, Cracks wider than '/,inch, any evidence of Vault is sealed and structurally sound. frame, bottom, and/or soil entering the structure through cracks, top slab vault does not retain water or qualified inspection personnel determines that the vault is not structurally sound. Baffles damaged Baffles corroding, cracking, warping and/or Repair or replace baffles or walls to showing signs of failure or baffle cannot be specifications. removed. Ventilation area Ventilation area blocked or plugged. No reduction of ventilation area exists. blocked/plugged Inlet/Outlet Pipe Sediment Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in No trash or debris in pipes. inlet/outlet pipes (includes floatables and non-floatables). Damaged inlet/outlet Cracks wider than at the joint of the No cracks more than ''/< inch wide at the pipe inlet/outlet pipes or any evidence of soil joint of the inlet/outlet pipe. entering at the joints of the inlet/outlet pipes. Gravity Drain Inoperable valve Valve will not open and close. Valve opens and closes normally. Valve won't seal Valve does not seal completely. Valve completely seals closed. Access Manhole Access cover/lid Access cover/lid cannot be easily opened Access cover/lid can be opened by one damaged or difficult to by one person. Corrosion/deformation of person. open cover/lid. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and reinstalled remove cover/lid after applying 80 lbs of lift. by one maintenance person. Access doors/plate Large access doors not flat and/or access Doors close flat; covers access opening has gaps, doesn't opening not completely covered. completely. cover completely Lifting rings missing, Lifting rings not capable of lifting weight of Lifting rings sufficient to lift or remove door rusted door or plate. or plate. Ladder rungs unsafe Missing rungs, misalignment, rust, or Ladder meets design standards. Allows cracks. I maintenance person safe access. 12/12/2016 2017 City of Renton Surface Water Design Manual A-24 APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS NO. 30 - PERMEABLE PAVEMENT "'BMP MAINTENANCE DEFECT OR CONDITIONS WHEN RESULTS EXPECTED WHEN COMPONENT PROBLEM MAINTENANCE IS NEEDED MAINTENANCE IS PERFORMED Preventive Surface cleaning/ Media surface vacuumed or pressure No dirt, sediment, or debris clogging vegetation control washed annually, vegetation controlled to porous media, or vegetation limiting design maximum. Weed growth infiltration. suggesting sediment accumulation. Porous Concrete, Trash and debris Trash and debris on the pavement No trash or debris interfering with Porous Asphaltic interfering with infiltration; leaf drop in fall infiltration. Concrete, and season. Permeable Pavers Sediment Sediment accumulation on the pavement Pavement infiltrates as designed; adjacent accumulation interfering with infiltration; runoff from areas stabilized. adjacent areas depositing sediment/debris on pavement. Insufficient infiltration Pavement does not infiltrate at a rate of 10 Pavement infiltrates at a rate greater than rate inches per hour. 10 inches per hour. Excessive ponding Standing water for a long period of time on Standing water infiltrates at the desired the surface of the pavement. rate. Broken or cracked Pavement is broken or cracked. No broken pavement or cracks on the pavement surface of the pavement. Settlement Uneven pavement surface indicating Pavement surface is uniformly level. settlement of the subsurface layer. Moss growth Moss growing on pavement interfering with No moss interferes with infiltration. infiltration. Inflow restricted Inflow to the pavement is diverted, Inflow to pavement is unobstructed and not restricted, or depositing sediment and bringing sediment or debris to the debris on the pavement. pavement. Underdrain not freely Underdrain is not flowing when pavement Underdrain flows freely when water is flowing has been infiltrating water. present. Overflow not Overflow not controlling excess water to Overflow permits excess water to leave the controlling excess desired location; native soil is exposed or site at the desired location; Overflow is water other signs of erosion damage are present. stabilized and appropriately armored. Permeable Pavers Broken or missing Broken or missing paving blocks on No missing or broken paving blocks pavers surface of pavement. interfering with infiltration. Uneven surface Uneven surface due to settlement or scour Pavement surface is uniformly level. of fill in the interstices of the paving blocks. Compaction Poor infiltration due to soil compaction No soil compaction in the interstices of the between paving blocks. paver blocks limiting infiltration. Poor vegetation Grass in the interstices of the paving Healthy grass is growing in the interstices growth (if applicable) blocks is dead. of the paver blocks. 2017 City of Renton Surface Water Design Manual 12/12/2016 A-41 APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS NO. 38 - SOIL AMENDMENT BMP MAINTENANCE DEFECT OR CONDITIONS WHEN RESULTS EXPECTED WHEN COMPONENT PROBLEM MAINTENANCE IS NEEDED MAINTENANCE IS PERFORMED Soil Media Unhealthy vegetation Vegetation not fully covering ground Plants are healthy and appropriate for site surface or vegetation health is poor. conditions Yellowing: possible Nitrogen (N) deficiency. Poor growth: possible Phosphorous (P) deficiency. Poor flowering, spotting or curled leaves, or weak roots or stems: possible Potassium (K) deficiency. Inadequate soil In the fall, return leaf fall and shredded Soil providing plant nutrients and structure nutrients and woody materials from the landscape to the structure site when possible Excessive vegetation Grass becomes excessively tall (greater Healthy turf- "grasscycle" (mulch -mow or growth than 10 inches); nuisance weeds and other leave the clippings) to build turf health vegetation start to take over. Weeds Preventive maintenance Avoid use of pesticides (bug and weed killers), like "weed & feed," which damage the soil Fertilizer needed Where fertilization is needed (mainly turf Integrated Pest Management (IPM) and annual flower beds), a moderate protocols for fertilization followed fertilization program should be used which relies on compost, natural fertilizers or slow-release synthetic balanced fertilizers Bare spots Bare spots on soil No bare spots, area covered with vegetation or mulch mixed into the underlying soil. Compaction Poor infiltration due to soil compaction No soil compaction • To remediate compaction, aerate soil, till to at least 8 -inch depth, or further amend soil with compost and re -till • If areas are turf, aerate compacted areas and top dress them with 1/4 to 1/2 inch of compost to renovate them • If drainage is still slow, consider investigating alternative causes (e.g., high wet season groundwater levels, low permeability soils) • Also consider site use and protection from compacting activities Poor infiltration Soils become waterlogged, do not appear Facility infiltrating properly to be infiltrating. Erosion/Scouring Erosion Areas of potential erosion are visible Causes of erosion (e.g., concentrate flow entering area, channelization of runoff) identified and damaged area stabilized (regrade, rock, vegetation, erosion control matting).For deep channels or cuts (over 3 inches in ponding depth), temporary erosion control measures in place until permanent repairs can be made Grass/Vegetation Unhealthy vegetation Less than 75% of planted vegetation is Healthy vegetation. Unhealthy plants healthy with a generally good appearance. removed/replaced. Appropriate vegetation planted in terms of exposure, soil and soil moisture. Noxious Weeds Noxious weeds Listed noxious vegetation is present (refer No noxious weeds present. to current County noxious weed list). 2017 City of Renton Surface Water Design Manual 12/12/2016 A-47 6.1.6 PRETREATMENT FACILITIES If the area under the covered fueling island drains to the sanitary sewer, then only the remaining high -use area actually draining to the storm drainage system (normally ingress and egress routes) need comply with the High -Use menu. Note: Ecology requires that fueling islands be paved with Portland cement concrete (or equivalent, not including asphaltic concrete) and must drain to a dead-end sump or spill control separator in compliance with the UFC or IFC, and recommends draining from the sump to a sanitary sewer. An alternative to discharge to a sanitary sewer is to collect stormwater from the fuel island containmentpad and hold for proper off-site disposal. Drains to treatment facilities must have a normally closed shutoff valve. The spill control sump must be sized in compliance with Section 7901.8 of the Uniform Fire Code (UFC). Alternatively the fueling island must be designed as a spill containment pad with a sill or berm raised to a minimum of four inches (Section 7901.8 of the UFC) to prevent the runoff of spilled liquids and to prevent run-on of stormwater from the surrounding area. (See Ecology's Stormwater Management Manual for Western Washington, Volume IV, Section 2.2, 5409 BMPs for Fueling At Dedicated Stations. These BMPs are also required by the City of Renton for new construction. 6.1.6 PRETREATMENT FACILITIES ❑ PRETREATMENT FACILITIES OPTION 1- PROPRIETARY FACILITY DESIGN Current approvals for publicly and privately maintained systems are included in Table 6.1.6.A and Reference Section 14-A and 14-B. TABLE 6.1.5A PROPRIETARY FACILITIES ON THE PRETREATMENT FACILITIES MENU Proprietary Facility Name Publicly Maintained Privately Maintained Aqua -Swirl System X CDS Stormwater Treatment System X Vortechs System X Downstream Defender X Stormceptor X Other Facilities with a General Use Level Designation (GOLD) for Pretreatment X 2017 City of Renton Surface Water Design Manual 12/12/2016 6-17 A 0 z a N v a N m � a a m m QmzCs N�Ummc ' C -` 0 0,6 U) > a -0 c E N a0) a'o vU E oL E c:o �O C N m ON - > ` � ON N 7 "a •.> oL E N L Ncw, E2 (D 0 E CL > N O > � O E > ' E ai Ea) a) 5 zoN O E m ac -o E -2 0 = o UEa m �N o d .L. U � 4 m 2 � m u`omc� CO<n .00 .`��' CO(n N=3 O N oN L U C m m N 4 L C w L CL 4) U m _ 0 N o N L m e m O C L C 0,.o .Y C a C m tm L >,= -o a) :E C a� m o C C m w -0 m o o c � o,o i c 3 U�'E o `om `o a� 2 E c~ = N O 0ca oL m fl O mm C E x L U N m N O Q ">' 3 E o E Q) a Q) 0 N N O L N O m O al .G a O ..N.. 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Looking down the Isolator Row from the manhole opening, woven geotextile is shown between the chamber and stone base. 1.2 THE ISOLATOR ROW The Isolator Row is a row of StormTech chambers, either SC -310, SC -310-3, SC -740, DC -780, MC -3500 or MC - 4500 models, that is surrounded with filter fabric and con- nected to a closely located manhole for easy access. The fabric -wrapped chambers provide for settling and filtra- tion of sediment as storm water rises in the Isolator Row and ultimately passes through the filter fabric. The open bottom chambers and perforated sidewalls (SC -310, SC - 310 -3 and SC -740 models) allow storm water to flow both vertically and horizontally out of the chambers. Sediments are captured in the Isolator Row protecting the storage areas of the adjacent stone and chambers from sediment accumulation. Two different fabrics are used for the Isolator Row. A woven geotextile fabric is placed between the stone and the Isolator Row chambers. The tough geotextile provides a media for storm water filtration and provides a durable surface for maintenance operations. It is also designed to prevent scour of the underlying stone and remain intact during high pressure jetting. A non -woven fabric is placed over the chambers to provide a filter media for flows passing through the perforations in the sidewall of the chamber. The non -woven fabric is not required over the DC -780, MC -3500 or MC -4500 models as these chambers do not have perforated side walls. The Isolator Row is typically designed to capture the "first flush" and offers the versatility to be sized on a vol- ume basis or flow rate basis. An upstream manhole not only provides access to the Isolator Row but typically includes a high flow weir such that storm water flowrates or volumes that exceed the capacity of the Isolator Row overtop the over flow weir and discharge through a manifold to the other chambers. The Isolator Row may also be part of a treatment train. By treating storm water prior to entry into the chamber system, the service life can be extended and pollutants such as hydrocarbons can be captured. Pre-treatment best management practices can be as simple as deep sump catch basins, oil -water separators or can be inno- vative storm water treatment devices. The design of the treatment train and selection of pretreatment devices by the design engineer is often driven by regulatory requirements. Whether pretreatment is used or not, the Isolator Row is recommended by StormTech as an effective means to minimize maintenance requirements and maintenance costs. Note: See the StormTech Design Manual for detailed information on designing inlets for a StormTech system, including the Isolator Row. StormTech Isolator Row with Overflow Spillway (not to scale) MANHOLE WITH OVERFLOW WEIR ECCENTRIC HEADER OPTIONAL ACCESS 2 Call StormTech at 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 2.0 Isolator Row Inspection/Maintenance StormTelch- 2.1 INSPECTION The frequency of Inspection and Maintenance varies by location. A routine inspection schedule needs to be established for each individual location based upon site specific variables. The type of land use (i.e. industrial, commercial, residential), anticipated pollutant load, per- cent imperviousness, climate, etc. all play a critical role in determining the actual frequency of inspection and maintenance practices. At a minimum, StormTech recommends annual inspec- tions. Initially, the Isolator Row should be inspected every 6 months for the first year of operation. For subsequent years, the inspection should be adjusted based upon previous observation of sediment deposition. The Isolator Row incorporates a combination of standard manhole(s) and strategically located inspection ports (as needed). The inspection ports allow for easy access to the system from the surface, eliminating the need to perform a confined space entry for inspection purposes. If upon visual inspection it is found that sediment has accumulated, a stadia rod should be inserted to deter- mine the depth of sediment. When the average depth of sediment exceeds 3 inches throughout the length of the Isolator Row, clean-out should be performed. 2.2 MAINTENANCE The Isolator Row was designed to reduce the cost of periodic maintenance. By "isolating" sediments to just one row, costs are dramatically reduced by eliminating the need to clean out each row of the entire storage bed. If inspection indicates the potential need for main- tenance, access is provided via a manhole(s) located on the end(s) of the row for cleanout. If entry into the manhole is required, please follow local and OSHA rules for a confined space entries. StormTech Isolator Row (not to scale) CATCH BASIN OR MANHOLE t t SUMP DEPTH BY OPTIONAL INSPECTION PORT LOCATION PER ENGINEER'S DRAWING (4" [100 -10 PVC TYP.) SC -740, 00-780, MC -3500 & MC4500-24' (600 mm) PIPE SC110 & SCJ10-3 -12" (300 mm) PIPE Examples of culvert cleaning nozzles appropriate for Isolator Row maintenance. (These are not StormTech products.) Maintenance is accomplished with the JetVac process. The JetVac process utilizes a high pressure water noz- zle to propel itself down the Isolator Row while scouring and suspending sediments. As the nozzle is retrieved, the captured pollutants are flushed back into the man- hole for vacuuming. Most sewer and pipe maintenance companies have vacuum/JetVac combination vehicles. Selection of an appropriate JetVac nozzle will improve maintenance efficiency. Fixed nozzles designed for cul- verts or large diameter pipe cleaning are preferable. Rear facing jets with an effective spread of at least 45" are best. Most JetVac reels have 400 feet of hose allow- ing maintenance of an Isolator Row up to 50 chambers long. The JetVac process shall only be performed on StormTech Isolator Rows that have AASHTO class 1 woven geotextile (as specified by StormTech) over their angular base stone. COVER ENTIRE ROW WITH ADS 601T NON -WOVEN GEOTEXTILE (OR EQUAL) STORMTECH END CAP SC -140- 8'(2.4 m) WIDE STRIP [—(SC -740 SHOWN) B.". & SC -310-3 - 5' (1.5 m) WIDE STRIP � \-2 LAYERS OF ADS 315 WOVEN GEOTEXTILE (OR EQUAL) (SG740 SHOWN) BETWEEN STONE BASE AND CHAMBERS MC4500 -10.3' (3.1 m) WIDE STRIP (ADS 315WTM) MC -3500 - 8.25' (2.5 m) WIDE STRIP (ADS 315WTM) SC -740& DC ­780 - S (1.5 m) WIDE STRIP (ADS 315WTK) SCa10 & SC -310-3 - 4' (1.2 m) WIDE STRIP (ADS 315WTK) NOTE: NON -WOVEN FABRIC IS ONLY REQUIRED OVER THE INLET PIPE CONNECTION INTO THE END CAP FOR DC -780, MC -3500 AND MC -4500 CHAMBER MODELS AND IS NOT REQUIRED OVER THE ENTIRE ISOLATOR ROW. Call StormTech at 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 3 Maintenance 3.0 Isolator Row Step By Step Step 1) Inspect Isolator Row for sediment StormTech Isolator Row (not to scale) A) Inspection ports (if present) i. Remove lid from floor box frame ii. Remove cap from inspection riser iii. Using a flashlight and stadia rod, measure depth of sediment and record results on maintenance log. iv. If sediment is at, or above, 3 inch depth proceed to Step 2. If not proceed to step 3. B) All Isolator Rows i. Remove cover from manhole at upstream end of Isolator Row ii. Using a flashlight, inspect down Isolator Row through outlet pipe 1. Mirrors on poles or cameras may be used to avoid a confined space entry 2. Follow OSHA regulations for confined space entry if entering manhole iii. If sediment is at or above the lower row of sidewall holes (approximately 3 inches) 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 nozzle spread of 45 inches or more is preferable B) Apply multiple passes of JetVac until backflush water is clean C) Vacuum manhole sump as required Step 3) Replace all caps, lids and covers, record observations and actions Step 4) Inspect & clean catch basins and manholes upstream of the StormTech system Sample Maintenance Log Detention • Retention - Water Quality A division of 22 70 Inwood Road, Suite 3 Rocky Hill I Connecticut 106067 860.529.8188 1888.892.2694 ( fax 866.328.84011 www.stormtech.com ADS 'Terms and Conditions of Sale" are available on the ADS website, www.ads-pipe.com Advanced Drainage Systems, the ADS logo, and the green stripe are registered trademarks of Advanced Drainage Systems. StormtechO and the IsolatW' Row are registered trademarks of StormTech, Inc. Green Building Council Member logo is a registered trademark of the U.S. Green Building Council. #11011 03/16 © 2013 Advanced Drainage Systems, Inc.