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Home My WebLink About03762 - Technical Information Report � V � m RYLEE'S PLACE Technical Information Report October 22. 2014 Prepared for WestPac Development, LLC 7449 West Mercer Way Mercer Island, WA 98040 (206) 619-2992 Submitted by ESM Consulting Engineers. LLC 33400 8`h Avenue S, Suite 205 Federal Way. WA 98003 253.838.6113 tel 253.838.7104 fax i■ii www.esmcivil.com 3?�2 4 TECHNICAL INFORMATION REPORT FOR RYLEE'S PLACE Prepared for: WestPac Development, LLC 7449 West Mercer Way Mercer Island, WA 98040 Prepared by: ESM Consulting Engineers 33400 8t`' Avenue S, Suite 205 Federal Way, WA 98003 �� '�� 4�;�p..SH1FJQ�, L�' C7��c �fi �� , �:� t � ��.' `� l�� rs / October 22, 2014 Job No. 1670-003-013 Approved By: Ciry of Renton Date TABLE OF CONTENTS 1. PROJECT OVERVIEW......._.......................... - ...................................................._..............._.............._....._............._........._..............._..... 1 2. CONDI110NS AND REGIUIREMENTS SUMMARY....._................_..............................._.................._......._............. 2-1 3. OFF�II'E ANALYSIS.............................._......................................_...................._.._................_........._...................._............................... 3-1 4. FLOW CONTROL& WATER QUALJTY FACIUTY ANALYSIS AND DESIGN............................. 4-1 5. CONVEYANCE SYSTEM ANALYSIS AND DESIGN ..................._........._................_............... . .......... 5-1 6. SPECIAL REPORTS AND STUDIES...................._........._...........,...._........................_....._.._....._........._................................. 6-1 7. OTHER PERMITS................_........._............................._.._....................................................._.............._...................._........._................_.._ 7-1 i, 8. CSWPPP ANALYSIS AND DESIGN.._....._........._...................._...................._.._..........................._.................._......._.._.._..... 8-1 ' 9. BOND QUANTITIES, FACILJTY SUMMARIES,AND DECLARATION OF COVENANT.., 9-1 10. OPERATIONS AND MAINTENANCE MANUAL...................._,...,.........................._...................._..........................,.... 10-1 LJST OF FlGURES 1.1 Vicinity Map 1.2 Existing Site Conditions 1.3 Proposed Site Conditions 1.4 Soils Map 3.1 KCGIS Parcel Fieports/Environmental Hazards 3.2 Drainage Complaint Map 3.3 Offsite Analysis Downstream Rowpath 4.1 Pond Tributary Area Conveyance Basin Exhibit(back pocket) APPENDIX Appendix A: KCRTS Pond Sizing Output Appendix B: Geotech Report prepared by Earth Solutions NW Appendix C: Wetland Reconnaissance Report prepared by The Watershed Company Appendix D: Operations and Maintenance Manual Appendix E: Conveyance Analysis - StormSHED 3G Output � 1. PROJECT OVERVIEW �' The proposed Rylee's Place Plat is a 17-lot plat located north of the intersection of 120�' Ave SE and SE 192"� St in the City of Renton, WA. The plat incorporates four parcels numbered 619840-0241, 619840-0247, 619840-0260, and 619840-0280, all of which are zoned R-4. See Fgure 1.1 for the Vciniry Map. The existing site consists of 3 single-family dwellings and several detached structures with associated driveways. One of the three houses will remain, which is located on Proposed Lot 17. The existing site is relatively flat (mean slope of 7.7%, less than 10% max slopes on site) with a localized high point in approximately the middle of the property. The pervious portions of the north parcels are generally lawn, while the west half of the south parcel is forested, See Fgure 1.2 for the Existing Site Conditions. The proposed 4.95 acre project site consists of 17 residential lots and 1 storm drainage tract As previously mentioned, lot 17 contains an existing residence which will not be disturbed, while the remaining 16 lots will have new single-family dwelling units. The lots will be 8,000 sf minimum and will be served by a new street cul-de-sac from 120�' Ave SE, with two shared access easements off of this cul-de-sac; one will provide access to lots 4-6,while the other will provide access to lots 10 and 11. See Fgure 1.3 for the Proposed Site Conditions. The stormwater detention and water quality treatment will be provided with a combined detention/water quality pond in the storm drainage tract located in the northeast corner of the site. The combined detention/water quality pond will discharge south to a proposed stormwater conveyance system in 120`h Ave SE in the project and the project to the south's frontage and ultimately flow east and enter Big Soos Creek. See Section 3 for the Level 1 Downstream Analysis. According to the Geotech Report by Earth Solutions NW, the soils on site are predominantly native weathered and unweathered glacial till deposits. See Figure 1.4 for the Soils Map. Based on the Ciry of Renton's Flow Control Application Map, the project site is in the Flow Control Duration Standard (Forested Conditions) area The project will be subject to Full Drainage Review per the City of Renton 2009 Surface Water Design Manual Amendments and the 2009 King County Surface Water Design Manual (2009 KCSWDM}. The City of Renton 2009 Surface Water Design Manual Amendment and the 2009 KCSWDM will collectively be referred to as the "2009 Surface Water Design Manual". t-t KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND II PROJECT ENGINEER DESCRIPTION I Project OwnerWestPac Development, LLC Project Name Rylee' s Place �' Phone DDES Permit# ! Address 7449 West Mercer Way Location Township 23N , Mercer Island, WA 98040 Range 5E I�, Project Engineer Laura Bartenhagen, PE Section 33 ' Company ESM Consulting Engineers SiteAddress18851/19003 120th Ave SE Phone 253-838-6113 Renton, WA 98058 Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS � Landuse Services ❑ DFW HPA ❑ Shoreline bdivi / Short Subd. / UPD Management ❑ COE 404 ❑ Building Services ❑ DOE Dam Safety � Structural M/F/Commerical / SFR RockeryNau Conc . ❑ Clearing and Grading ❑ FEMA Floodplain � ESA Section 7 ❑ Right-of-Way Use ❑ COE Wetlands ❑ Other ❑ Other Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review ul / Targeted / Type(circle one): Full / Modified I (circle): Large Site Small Site Date(include revision Date (include revision dates): dates): Date of Final: N A Date of Final: N/A Part 6 ADJUSTMENT APPROVALS Type(circle one): Standard / Complex / Preapplication / Experimental 1 Blanket Description: (include conditions in TIR Section 2) N/A Date of A roval: 2009 Surface Water Design Manual I i9,�2009 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes / No Describe: Start Date: Completion Date: I Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan : Soos Creek Special District Overlays: Drainage Basin: Duwamish/Green StormwaterRequirements�'low Control Duration Standard (Forested) /Basic W Part 9 ONSITE AND ADJACENT SENSITIVE AREAS ❑ RiverlStream ❑ Steep Slope ❑ Lake ❑ Erosion Hazard ❑ Wetlands ❑ Landslide Hazard ❑ Closed Depression ❑ Coal Mine Hazard ❑ Floodplain ❑ Seismic Hazard ❑ Other ❑ Habitat Protection ❑ Part 10 SOILS Soil Type Slopes Erosion Potential Alderwood 6% to 15% ❑ High Groundwater Table(within 5 feet) ❑ Sole Source Aquifer ❑ Other ❑ Seeps/Springs ❑ Additional Sheets Attached 2009 Surface Water Design Manual 1/9/2009 2 KING COUNTY, Vb'ASHINGTON, SURFACE Vb'ATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT � Core 2—Offsite Analvsis ❑ Sensitive/Critical Areas ❑ SEPA ❑ Other ❑ ❑ Additional Sheets Attached ' Part 12 TIR SUMMARY SHEET rovide one TIR Summa Sheet er Threshold Dischar e Area Threshold DischargeArea: Existing Roadside Ditch name or descri tion Core Requirements(all 8 apply) Dischar e at Natural Location Number of Natural Dischar e Locations: 1 Offsite Analysis Level: 1 / 2 / 3 dated:Septe er 19, 2 013 Flow Control Level: 1 / 2 / 3 or Exemption Number incl. facili summa sheet Small Site BMPs Conveyance System Spill containment located at: Erosion and Sediment Control ESC Site Supervisor: Contact Phone: I After Hours Phone: Maintenance and Operation Responsibility: Private / ublic If Private, Maintenance Lo Re uired: Yes /No Financial Guarantees and Provided: Yes / o Liabilit Water Quality Type: asic Sens. Lake / Enhanced Basicm / Bog (include facility summary sheet) or Exemption No. Landsca e Mana ement Plan: Yes / No S ecial Re uirements as a licable Area Specific Drainage Type: CDA/SDO/MDP/BP/ LMP/Shared Fac. /None Re uirements Name: Floodplain/Floodway Delineation Type: Major / Minor / Exemption / one 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: N/A Source Control Describe landuse: N/A (comm./industrial landuse) Describe any structural controls: 2009 Surface Water Design Manual 1!9�2009 3 � KING COUNTY, �'�'ASHINGTON, SURFACE W'ATER DESIGN MANUAL ' TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control High-use Site: Yes No Treatment BMP: Maintenance Agreement: Yes �o with whom? Other Draina e Structures Describe: � �I ; , Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION � Clearing Limits � Stabilize Exposed Surfaces � Cover Measures � Remove and Restore Temporary ESC Facilities � Perimeter Protection � Clean and Remove All Silt and Debris, Ensure � Traffic Area Stabilization Operation of Permanent Facilities � Sediment Retention � Flag Limits of SAO and open space preservation areas � Surface Water Collection ❑ Other ❑ Dewatering Control � Dust Control � Flow Control Part 14 STORMWATER FACILITY DESCRIPTIONS Note: Include Facili Summa and Sketch Flow Control T e/Descri tion Water Qualit T e/Descri tion � Detention Bas i c/Pond ❑ Biofiltration ❑ Infiltration � Wetpool Basic/Pond ❑ Regional Facility ❑ Media Filtration ❑ Shared Facility ❑ Oil Control ❑ Flow Control ❑ Spill Control BMPs ❑ Flow Control BMPs ❑ Other ❑ Other ��- � 2009 Surface Water Design Manual 1/9;'2009 4 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTS/TRACTS Pa�t 16 STRUCTURAL ANALYSIS ❑ Drainage Easement ❑ Cast in Place Vault ❑ Covenant � Retaining Wall ❑ Native Growth Protection Covenant ❑ Rockery>4' High � Tract ❑ Structural on Steep Slope ❑ Other ❑ Other Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. 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D � Z I m I � m D � � � � n O z 0 0 c � � � 0 m � � D D m r a:n i n m f o CONSULTINp ENpINEERS LLC WESTPAC DEVELOPMENT L.L.C. - � r � " m � � 33100 61h w . e 2ai A m � � � Federd Wey,WA 98003 I � I � I�I � I'1 Z � m m m au wn, ni io'-a'voo Y N o _ R RYLEE'S PLACE WWW•eamcivil.tom E�� g � � ('�v�i �n�inerw'�nA InnN Surveying Land Planninp � N I CITY OF RENTON FIGURE 1.3 PROPOSED SITE CONDITIONS WASHINGTON o„ti�= �'^��s' I P��•=�M�^�9.m.^� I �a�d•�a�•�•_^��•«�•• �y a � a T � W � 1/'1 ' y r. � � . . . - -.. . _. , � � .�� .� •� � � :� ' �.,� ., � �-i� :�•,„�,-t ,.. � , . � � r`' K � c,'� � :��.�� . , , , , . . . _. .' � . . a , ..: � � , - �. • . . • .; . ��` . i� .a , , t _• ,i :"j � *, '-i .� .�" ,, � .; ., � r � , ... � � .,�,,v�i�e:'� 1: "� , .`' � ; , � '" � , �� ;�• � �� " . . �*,. ,�' ,�Y_tb.�' ' , .,'e1 1. "+.�. ,r h�.� �'� �� . � '!� , ., �� h�, •��•;�.. . .� � 'f , . , - """ .� ' � . • .,.. . . . ` . ��'t ��'. - . ' '. � ' . .,� � c. . 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'� �• A �, .4 I�y��,�,�Y 't �� M � � ��R.,�;�, ��{ZZ 4 ��11r.�'t �`� ��-'1� `�{;r 1 �• � � (•,. � ey t'` '�Tir'� �C �:` t' „ y,, si°.�. ,� � y�: �;*'�"" ti: + "� �Y"�p �a '�i*;� '1�►. 4 �� 4 .R37 M °,y' 7 �� '� '�� ' ' � ' �* � w A y w.�_'a.i '� .�+..e1 +� +� � �T � -' i .�. ,,' 3 -�. _,4„` �.�.* w�..: s�t.� . r,�,•.. r �`:� r�'�� ..i�� r�4� � y. . �. � � -M ��•S^ r"�,�„#, * `1�� w.. ;M,. Yt�....� - `� .,- .r1" °t` '„� + ��.. • «� .� \k . �i Q. �,Ph•. \^ltr )�4�y -F. w ... . � ,. ' ��. � .�`�" � .,.* ` , ' � _ ` .`* 'f � 1 � , " .` � .. � -t , t��. t4` .. � .'�I ♦. .. , . ... I. � •� � .11 . 1 ..1 .•1 1 � :1 .� 1 � .1 '1 � , , „ „ ,; A'� 1 A•. Custom Soil Resource Report Map Unit Legend King County Area,Washington(WA633) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Ag6 Alderwood gra�elly sandy loam, 6.7, 100.0% 0 to 6 percent slopes Totals for Area of Interest 6.7 100.0°/a Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas.A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils.On the landscape, however,the soils are natural phenomena,and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes.Consequently,every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have prope�ties similar to those of the dominant soil or soils in the ' map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a ', particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management.These are called contrasting,or dissimilar,components.They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each.A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides su�cient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and I�cate the soils and miscellaneous areas. 10 i ' � � ; 2. CONDITIONS AND REQUIREMENTS SUMMARY Review of the 8 Core Reauirements and 6 Saecial Reauirements This section describes how the project will meet the 2009 Surface Water Design Manual's Core and Special Requirements. Core Requirement No. 1 Discharge at the Natural Location In the existing conditions, the site drains to the southwest and southeast, however the flows converge about 800' downstream, at the intersection of SE 191� St and 120"' Ave SE. In the proposed condition,the combined detention/water quality pond will discharge south on 120�' Ave SE,which is the natural discharge location for the project site. Core Requirement No. 2 Off-site Analysis A Level 1 Downstream Analysis was performed by ESM on September 5, 2013. See Section 3 for the offsite analysis. Core Requirement No.3 Flow Control Based on the City of Renton's Flow Control Application Map,the project site is in the Row Control Duration Standard (Forested Conditions) area. See Section 4 for Flow Control Analysis and Calculations. Core Requirement No.4 Conveyance System The stormwater drainage conveyance system will be sized to convey the 25 year design storm event and to contain the 100 year design storm event. See Section 5 and Appendix E of this report for a detailed Conveyance System Analysis and Design. Core Requirement No. 5 Erosion and Sediment Control The proposed project will include clearing and grading for the 16 new single-family units, associated roadways, and pond area. The 1 existing unit will remain undisturbed: however some minimal grading may occur on the lot Erosion and sediment controls will � be provided to prevent, to the maximum extent possible, the transport of sediment from the project site to downstream drainage facilities, water resources, and adjacent properties. The Temporary Erosion and Sedimentation Control (TESC) Plans are shown on the final construction plans, additionally see section 8 of this report for TESC calculations. Core Requirement No.6 Maintenance and Operations The Operations and Maintenance Manual is provided in Appendix D. Core Requirement No. 7 Fnancial Guarantees and Liability ' All drainage facilities constructed or modified for projects will comply with the financial guarantee requirements as provided in the City of Renton Bond Quantities Worksheet The Bond Quantities Worksheet, Facility Summaries, and Declaration of Covenant will be provided at a later date,with the final submittal, Core Requirement No. 8 Water Quality According to King County iMap, the project site requires Basic Water Quality. The site does not meet the requirements for enhanced treatment in the 2009 Surface Water Design manual. Treatment for the pollution generating surfaces will be provided by a combined detention/water qualiiy pond. See Section 4 for more information. 2-1 Special Requirement No. 1 Other Adopted Area-Specific Requirements There are no master drainage plans, basin plans, salmon conservation plans, stormwater I compliance plans, flood hazard reduction plan updates, or shared facility drainage plans I for this project Special Requirement No. 1 does not apply. �, Special Requirement No. 2 Flood Hazard Area Delineation ', There is no 100-year flood plain associated with a large body of water(i.e. lake or stream) on the site or adjacent to the site. Special Requirement No. 2 does not apply. Speclal Requlrement No. 3 Flood Protectlon Facllltles The project lies outside any pre-defined flood plain. Special Requirement No. 3 does not apply. Speclal Requlrement No.4 Source Control The project is a residential subdivision and is not subject to this requirement. Special Requirement No.4 does not apply. Speclal Requlrement No. 5 OII Control The project does not have a "high-use site characteristic" and is not a redevelopment of a high-use site. Special Requirement No. 5 does not apply. Speclal Requlrement No.6 Aqulfer Protectlon Area According to the "Groundwater Protection Areas in the City of Renton" map, the project site is not in an Aquifer Protection Area. Special Requirement No. 6 does not apply. I 2-2 3. OFF-SITE ANALYSIS Task 1: Studv Area Definition and Maqs Fgure 1.2 shows the existing site conditions. Figure 3.3 shows the extent of offsite analysis and the downstream flow path from the site. Task 2: Resource Review • Flow Control Map According to the City of Renton Flow Control Application Map, the site is in a Flow Control Duration Standard (Forested Conditions} area. • Soil Survey Maq According to the Geotech Report prepared by Earth Solutions NW on September 10, 2013, the geologic map of the area indicates the site is underlain by glacial till I,, (G�vt) deposits throughout the site. The native soils observed at the test pit i, locations are generally consistent with glacial till. I • Kinq Countv iMap According to the King County GIS Viewer (iMap), the project is NOT in any of the following areas: o Streams & 100 year floodplains o Erosion Hazard Areas o Seismic Hazard Areas o Landslide Hazard Areas o Coal Mine Hazard Areas o Wetlands • City of Renton 2009 Surface Water Manual Amendments According to the Reference 11 in the City of Renton 2009 Surface Water Design Manual Amendments,the project is NOT in any of the following areas: o Aquifer Protection Areas o Groundwater Protection Areas • Road Drainage Problems None noted • Wetlands Inventorv There are no recorded wetlands on or near the site. See Appendix C for the Wetland Reconnaissance Report, prepared by The Watershed Company. • Migratinq River Study None noted 3-1 Flgure 3.1 KCGIS Parcel Report/Environmental Hazards � ; � � f { _� ,I_ � I , ; ; I ' I ' i � i 3-2 L , l'�K��► King County Districts and Development Conditions for parcel 6198400280 ---- __ -- ___ ---- ----- --- -------- Parcel number 6198400280 Drainage Basin Soos Creek ''� i:�'s " •�• ' [��y Address 19003 120TH AVE SE — �� . .� � - ' Jurisdiction ReMon - j� �. � Zipcode 98058 PLSS SW-33-23-5 E'C�—''��• f Kroll Map page 605 Latitude 47.43194 F�� , , � Thomas Guide page 686 Longitude -722.18376 __ ��_ - Electoral Districts — RNT 11-0456 Fire district dws not apply _ District 5,— Water district do�s not apply (206)296-1005 [] Sewer district dws not apply Congressional district 9 Water 8 Sewer district Soos Creek Water&Sewer District Legislative district �_ _____ Parks 8 Recreation distnct do�s not apply School district _— _ Hospital district Publlc Hospkal DlstNct No.1 Seattle school board district does not apply(not in Seattle) Rural library district Runl King County Llbrary System District Court electoral district Southeast Tribal lands? No - ------— --- . ___--- —_ — ____ . _ - King County planning and designations __ — NA,check with jurisdiction do�s not apPh� None -- — 342 _ — um dws not apply — Urban — Forest Production district? Na does nM apply Agricultural Production district? No Soos C reek No Coal mine hazards? None mapped None mapped Erosion hazards? No�e mapped 100-year flood plain? None mapped Landslide hazards? None mapped Wetlands a[this parcel? None mapped Seismic hazards? None mapped This repoA was generated on 9l1312013 9:36:22 AM Contact us at :�2010 King County �King County King County Districts and Development Conditions for parcel 6198400260 _ _ -_ _ _--- ---- Parcel number 619840026D Orainage Basin Soos Creek �' �� — � • ` � Address 1885'I 120TH AVE SE ��, �. ' I Jurisdiction ReMon - � �'� � Zipcade 98058 PLSS SW-33-23-5 - ;;,i`��: � _— _ '��`",,�`'�' ' Kroll Map page 605 Latitude 47.43274 �'� {' Thomas Guide page 686 Longitude -122.18322 - .y_� _. �. � - � __ 1 - Electoral Districts _ -- -__----- — RNT 11-0456 Fire district does not appty _ _ ___ __ District 5,— Water district does not apply (206)296-1005 Q --- — Sewer distrid does not apply Congressional district 9 Water&Sewer district Soos Creek Water&Sewer District Legislative district � ___ Parks 8 Recreation district does not apply _------- School district — _ Hospital district Publie Hospkal Distriet No.1 Seattle school board district does not apply(rrot in Seattle) Rural library district Runl King County Libnry System - -- District CouA electoral district Southeast Tribal Lands? No -- -------- -._ __-- ---- - King County planning and designations ______ — NA,check with jurisdiction does not apply --- None __ — 342 um _ does not appy �� , — Urban Forest Production district? Na �i does notapply _ Agricultural Producbon district? No II Soos Creek No Coal mine hazards? None mapped None mapped Erosion hazards? None mapped 100-year flood plain? None mapped Landslide hazards? None mapped Wetlands at this parcel? None mapped Seismic hazards? None mapped This report was generated on 9/13/20'13 9:35:34 AM Contact us at OO 2010 King County �King Courrty King County Districts and Development Conditions for parcel 6198400241 Parcel number 6198400247 Drainage Basin Soos Creek ��'`�� Address 18842 118TH AVE SE � f�, _.1� ; Jurisdiction Renton - , # �� Zipcode 98058 PLSS SW-33-23-5 , ---- � t ' t,. Kroll Map page 605 Latitude 47.43275 �� + T Thomas Guide page 686 Longitude -122.18284 i : �� _ - _ _ --- -- - Electoral Districts - RNT 71-0456 Fire district do�s not apply District 5,- Water district doss�at apply (206)296-1005 0 Sewer district does not apply Congressional district 9 Water&Sewerdistrict Soos Creek Water&Sewer District Legislative district � Parks 6 Recreation district does not apply School district - Hospital district Publie Hospital DlatHct No.1 Seattle school board district does not apply(not in Seattle) Rural library district Runl King County Llhnry S�ratem District Court electoral district Southeast Tribal Lands? No - King County planning and designations - NA,check with jurisdiction does not app�Y None - 342 um does not apply - Urban Forest Production district? No does not apply Agricultc-al�roduc[ion d�,stnct� No Soos Creek No Coal mine hazards? None mapped None mapped Erosion hazards? None mapped 100-yea��iooa p a�,% None mapped Landslide hazards? None mapped Wetlands at this parcel7 None mapped Seismic hazards? None mapped This report was generated on 9/13l2013 9:34:01 AM Conlact us at �02010 King County �w^s c«,�y King County Districts and Development Conditions for parcel 6198400247 _ _—. -- _ _ _ Parcel number 6198400247 Drainage Basin Soos Creek � �' "�:� Address NotAvailabb — j��;••�r Jurisdiction Renton _ 1 � Zipcode 98058 PLSS SW-33-23-5 Kroll Map page 605 Latitude 47.43315 �� Thomas Guide page 686 Longitude -122.18306 `^��. � ` �, i -- '- _. _ � --- -- -----------_ - - Electoral Districts -- -- _----__ — RNT 11-0456 Fire district do�s not apply __-- - _ ---—— District 5,— Water district does not apply (206)296-1D05 � Sewer district doea not appty Congressional district 9 Water 8 Sewer district Soos Creek Water&Sewer District Legislative distnct � Parks 8 Recreation distnc[ does not apply School district — __ _ Hospital district Publlc Hospkal Distrlet No.7 Seattle school board districf does not apply(not in Seattle) Rural library district Runl King County Libnry System District Court electoral district Southeast Tribal Lands? No — - -- __— ----- - King County planning and designations _ — NA,check with jurisdiction ao.s na appy ___ __ None — 342 um doea not aPPN — Urban Forest Production district9 No does not apply Agncultural Production district? No Soos Creek No Coal mine hazards? None mapped None mapped Erosion hazards? None mapped 100-yearflood plain? None mapped Landslide hazards? None mapped Wetlands at this parcel? None mapped Seismic hazards? None mapped This report was generated on 9/13/2013 9:31:55 AM CoNact us at �,20�0 King County I Downstream Drainaqe Complaints There is one downstream drainage complaint within the last 10 years. The drainage complaint number is 2009-0408 and is on parcel #6199000180, street address 19133 121ST PL SE. Following is a copy of the iMap info on the drainage complaint (note that Complaint 1 is closed, and over 10 years old): __ --- _ _ ! Complaint T Close Rec No Problem Type Recd Date Date I' Address ' PIN ( Comments 1 '1998-0926 ;DRAINAG C 12/30/199 �1/29/1999 19133121ST 619900018 APPARENT OBSTRUCTION IN ' ��E 8 I 1 PL SE TO 1 ROAD DRNG SYS � -- _ --- r2 '2009-0408 i DDM R 4/8/2009 T �19133121 ST 619900018 � ' ; �PLSE 0 � According to the "Complaint Type" excel sheet obtained from Will Peddy at King County Stormwater Services, DDM means "Drainage Miscellaneous". The type "R" refers to "Engineering Reviews°. This does not pertain to flooding or any drainage system problem; therefore the project site would not impact any downstream drainage complaints. � 3-3 i � , ;__ � � � �. �-� Flgure 3.2 Drainage Compiaint Map I 3-4 Figure 3.2 Drainage Complaint Map ��T►f R Le g�r�d � r'J �x�tj BQundaY f,,, 3tr�am6 � � { 1�o�r�in Peaka Jra ra$e Canplainlc � � 1 ]n rag�5txlos ' 'lr �leiyfi»iwod Dr��age Projec� ' f' � �� o�a ��a�r Faci ide6 # �sidai�al90rmurat� � r a�lUtiei w �� _ � # �nRe�ial Starrn•�a�a- — �-�- - _ y' -acil�ti�s ° .�:,..,.�..�,,,,�„�.�,r-.�-�...� , � ; �_. s��Msr i i9h*�aYs �' sE�a�n�a � r�corpa�D�d krea � 3tr�� s - � H4ire� Renton �� ' � ; I � ? �arcals i PROJECT SITE �" r' � Jrsa�Gb�rlh/�raa Lir� sF,a�rn� • ' _ -� �i _ � ,�kB6 illd�PQB�Y8f5 � ; � :J-`r,� .,.��.d:,;. � .�:-�c. . i . �19t�� COMPLAINT 2009-0408 ,. .:. � y � ' � � �' � � � , I � � St '4�NU ST _ j --_: � — i � I � ' � � .. ' . ��} T�."'�' . � _ �� `{ d �y' � � w � _�; Kent � � _. � r� . �� , �\��':�:��`:�� ,�\ ; ,.,�'�� , �\ ♦ � \�� i � � � � \ . SE 147iD R . . �\�� ,+ t . _ .\�� .,..,�, ' . �CI�Kmg County 0 569ft The information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice.King County makes no representations or warranties,express or implied,as to accuracy,completeness,timeliness,or rights to the use of such infortnation.This document is not intended for use as a survey product.King County shall not be liable for any general,special,indi2ct.incidental,or consequential damages including,but not limited to,lost revenues or bst profits resuking from the use or misuse of the information contained on this map.Any sale of this map or information on this map is prohibited except by written permission of King Caunty. a King County Date:9/7 3l2013 Source:King County iMAP-Stortnwater(htlpJlwww.metrokc.gov/GIS/iMAP) Task 3: Feld Inspection (Level 1 Inspection) A Level 1 Downstream Analysis was completed by ESM Consulting Engineers on September 5, 2013. During this inspection it was found that the project site is at about the high point of 120�' Ave SE, therefore no offsite frontage will be flowing into the project site. Additionally, all surrounding properties are at about the same elevation as the project site,therefore there are no anticipated upstream areas that will be flowing onto the project site. Task 4: Drainaae Description and Problem Descriptions According to iMap, the entire project site is in the Soos Creek (King County WRIA #9) basin. Big Soos Creek is located to the east of the project site. There is a localized high point at about the center of the site, causing the existing site to flow to the southwest and southeast comers of the property. From the southwest, these flows sheet flow south onto the parcel adjacent to the project, then enter the storrn drainage system in SE 191� street and flow to the east The southeast discharge point flows into a large existing roadside ditch and flow to the south. At the intersection of 120th Ave SE and SE 191 S' St, these offsite flows converge, which is about 800 feet downstream following the longest flowpath. Once the fiows converge, they continue south on 120th Ave SE towards SE 192"d Street, where they enter a catch basin with a bird cage lid then flow east along SE 192"d Street, in a piped catch basin system. The flows continue east on the north side of the road until just before 124"' Ave SE,where the pipe outFalls to a well defined,well vegetated channel. From here the fiows sheetflow about 700 feet to the east and enter Big Soos Creek Task 5: Miti4ation of Existina or Potential Problems All runoff from the site will be collected in a piped storm system and directed to the proposed combined detention/water quality pond. From there, runoff will be discharged at the Row Control Duration Standard (Forested Conditions) into the existing storm drainage system in 120�'Ave SE. Note: There is a project on the south-adjacent property called "Bob Singh PIaY' that is approved initially in King County and in the City of Renton on 11/30/2012 and currently in construction. The project will have fronta�e improvements that will remove a portion of the existing ditch on the west side of 120 Ave SE up to Rylee's Place's south property boundary and replace it with a catch basin and pipe system. Construction Plans were obtained from the City of Renton for this project,and the structure locations, rim and invert elevations, and sidewalk location will be taken from these plans,with conservatism added in for construction variances. These will need to be field verified for proper sidewalk/road frontage connection. 3-5 Flgure 3.3 Offsite Analysis Downstream Flowpath 3-6 ') — �.' --- .g1�fN1T. .. .. �j��. � �� . � ��i_. � �{�` � � � � • ' = I ! �, I I � Blg SOOS .., � � i;. r� . � . Creek ,,.a-.,"' � �� SE 1�STM R - ) '� € �� 'i '� i 't ` i } � � � � � � � � �� I I � i �-= -, '1�� `Z� , � '� � . '��i��., �\�� t�- _ � ��:. �� J +. •�' . � ', `�, � � _.� � ' '! � � � � , � ; � � ' � _ � � � r�� ,' � � �'� SRE ji E�,,t ' � I � i scu�r� 2 � ., s,I, •� � , , � Renton � .-1 ' � ,�}I)� , ; ',} ' 3 _ ��5� r � • . � : � � . . ;- , ` � ; . . , ; � /J�.................... .4 � � � , � � 1 V�.. _SE 191ST ST ~ � � . �""� � _� . �r I L�J' J„'° " { 'I 7 — � � � _` � I�- . _� ' � ' M � ' '' . � ~ � � ' �� _� .8 � � , ' „- _ � , , � , � ^ :Q ` -� • . � � ' '� � _ t � , � � G a �► t ..••-•••�' � � . M1 ♦ �'� • ��- ��■ •��•• � � st+vzNu sr 11 1 1 1 1 1 �__ � � Y--- - �� ' � � � � � � ,, � f --� � Kent � • , � ;:�, � � t � � ' � "�'- � .. ___�':,--._,:._._ ' � /�---- ,� �� '�.� �p r' � � � �CI�KmqCeunty O sa�n . Fgure 3.3 Offsite Analysis Downstream Flowpath •r + _ � }. f• 12"s Concrete - Culvert � '� _ . �� -:�;q�� , �� - _�-� � x — .,�� 'k:.�'� ., �?t a� .ti ./� ��Y a �,`. ,. a � " � ��r�-`�: • � �S'`�..�t.'�. s � . _ ��.R��_ � Picture 1. Looking south on 120"' Ave SE, about the middle of the north parcel of the project site. The stormwater flows in this existing ditch into a 12°r� concrete culvert which goes under the existing north driveway. � r a ,_ �i!''/;I,',j; t i �"w � �: - I - "- - -- - � f ♦ .: ,� � �,! � .. �� -� __ _ • � � �`�'.,- . - 12"a CPP � - - _ _ + ,.,._� �w;: �-_�"'.:'`�� ,�L��-,;�g�,�'�.�s.c'��A.t�� ,Xs •t�`� ` •' . ` r"s,� . " ' • �. i'! . . . �� s'. ��``' . ��'�.. .. 7.' �. r�^�� •� �i r r��.`:�-�t - - _ - • , -. .-�(i''j` - y �� . � �_ - � _��.y;•s �i �� . " � �} »y�'�, '+�t�� . -.�� ` w.r'�c .t�is f�t��`J�� ,�%.�y�. .`�'+v_ ..� I f L �F;�� .=frr -��,�� ,��"�.f.ae,�-� r +�r.'-•.F i .a.- � ''�' .+c�• �`��,��+4'�,�.`�s �f `� i:.� �,� �� r •� > �:- � ,:.e-� ; _ '� �r . r1,s v��'p _ - J � 'y �V. Yr�; � i ��S )ey=`�F��.�.► rt ':�'��+41 � Y' � �5:�.�� '�, 'r��*.� �C� ��i r�. Y } i y i 'r 4 :�r' � .' �' �� ' .la.��"c_ '�t a� � '��- ..�� "2 y� '�;� `�s� i - �.,�, • .. 8 � �{-�y a�, `d`�'lx. 0 _ .�. �.. ti � �..'�'� { :sltr-�ut' .�.3� ' ,j��r+� �: a"�.� � �"aF - +�� •. ,�{�► � ` �5+ �i ' +i'�. _ '6 ,r f t r '��.�-�s,,�,,��- y ' �e,'x�' , i�� ..i.�'k � '7w. 'i 1'- "'�.,�` . t J,��r� i. � uY. rw d�'5.�. -? �/��/ 4 �','p�� .-`- .r..i► . � .�s� . .N . � +: � -��'�d #. 't a '1.�y_" .. � '.. '� "3ti '�" 'zi , � i�f K f�- . .„ ✓ id e �� .1��• �1 �. _ Y� � , . � �y - I q fI' r4 �r'.1� .1.�u.� n! J. �� F#� �i t. �1� x�.f�� s~�f[!��{� `t �,�y" �� Y �� `' !p • �� r � ,;3'�' �` ��1 .� `t f Ty,^.! Y'.� �'' r� -:i�G+'��L��f�a,��'�r^T�..•`. . `�'}I- �" Picture 2. Looking south on 120`h Ave SE, at the middle of the south parcel of the project site. The stormwater flows in this existing ditch into a 12"ra corrugated plastic pipe, which goes under the existing south driveway. i i , ij � I 1i �� ( ,.'�•.. 3�{ � 't_'' � . ,..� � -. �� y�• r` , �� `f� . ,. ,� . _ � . __ -`'" {,� t ."al -� ' _` - � .. � '� � �� r � �. � , y : � . 1! r;. �y,.a '� � � �+4o-�i' � _•e . . � _ � ,..� ��" .�_+��,d• �• .�� -� '�� .. . �.. �..�°� �� ' ��s �oP"t ..�'`-r,1 ��. i r ' �� -. ... �� . . . . .4;..T f � '"�+�}yt,��,yp�. ",e 3...�' �.. . '°y"� .S� ,.+^C� 7g,, s'.�+ , . � .` .lt��n'S,,'�.` �~'_7 rl��` , . w . ` 4 �' � �. � �.r: �? � , r � � j - ,y� .- "j,Ar. "`�^.c � � .`�,�t `'� � �'� C`.,tiF''� ��y� ��' . .. =-�i�'�'qi�"`'4 �-+r , ,,� ��,�c�' v�s . , ► '�•�� - ,,;�,"`{t•x� �� ,. � � .F"� . �`-. .a"Rti.-'�` . f i,�„�:;�' ."�T �p � {'%`� � y` ..i•" : �!-.* � �r . . � y . . _ . § .. „ . . ... ' .. ��1 {�. #' �t. , S,. jn d��lj .��f��Y ��.:. t s :�.�� -.,�,. �.� �� +.,. s+rt. , . .. _�� }y. � y. ` . ��y, �K' ,;. y'1:':S"" .� .i�w �►'�t' `��ira�,,�� ,�., '. , �a,�2 ��..i�;.��.�. . . ��. �i_,'y {. _ t� .�� vy�� t . _:.� __ .. _ yr 'Jte �� .... �!� `_ �+-� �y�.F v.�; �e . � �.a�.�F'`f �Y*� �a4„t' +C�'� '� - � �'+c�F �yfL� a��L . " ' ; .�,3j,.,�f�� 'wC�-� `4'�ry��?R�.��.� ��x, ' �fi 4 • - « '��. ��A .a. $`S`' (� J�'"1 ' . �,. - . Y�7!'w0'r.f � x -y. '1�ij ��;Y' �' �� `��}��+ �� {" +F.rI�'�� =ti „��.,+„�'�',.c;�J• �� .t � �Y.. ^.fY�in �,+' . � �f''` a f�� .. (-�js,'^�. . . �1 �r.��' :-F,� �.' .,; . �, �r ,t� ,s f� � .♦� �' j,�, *_, ,,, `�� •�l^� ki�i{.S`F'.�-t�i.�`� '�;t �'r��" Yat'"': , 'K �' ,�4�e ' `�.' ��i f t ,,, � �� -,�,. �_- ��. •„rt;jr 7 t�'+� � f,i � g', +��, � �� i�'}� � .4�--_ � ._'rii..�'f..,TT� 't,N•�#��M - � �w �.L4 =1,.� ' ��lf. :4��. e r. . �A� -v��.�3J' . .� Picture 3. Looking south on 120�' Ave SE, at the southeast comer of the project site. The stormwater flows in this existing ditch along 120th Ave SE until meeting SE 191�`St �r.T- e''� �.� j �.t��.� . �',„ l- 1, - °� �` S.E. 191�`Street #�.�'�� p�" r =<» ' � . _, _ .,�_ �- _ : - . --_ �� _ a. _ �. �. , � �'�� Pond in + '� �_ . . �1�► , , � ��+� �`� Construction �,1_� � . � .� , .., . , � � � -- _�4�„��--.:; ,;�"--- `' _-'`"';;r,! . . .. , . > _ ��» , NF' �r�� .. �' . . ' .�r' ' � ` , IF t ' ' s,.-. a,A`' w' - —�..N . �� ' .. R�� FA�{��t...' P�� ... `'. - , 4`.S�ty��}' • ,i g:. +x � "�'1"�t Ix.�+� . - /j� � �� . `' �.Y�' �.,. � _ �7`�„�fk . ` `� �s}l� L,:. �r•��3+ � .� .�1. atr "� �. �._ � ~ �d� , � ' � �, e°' �� *^, �� '�A1� ��ih� w� �:., ~,f, •rh � • , � � �� ._,�,;. ,` ?�, g fr +,. �`s��s► � . � _ � �'. . ., ^-; � -.• 1�{ ,� :�' .. ��i' '7�� — ��.'��''1 , '�.-, ��. � �, � ;�`f �'� �.��- �_ �. .�,, � + h..�� A a.� `s� a . � . . �f. -. 4,i�„ . . *-"f , . , . � :�__��,..._ .. _. .. . . �. �+-�6a.�'..x� � . ,,z. -. .�. z. Picture 4. Looking south on 120`h Ave SE, near the intersection of SE 191�` Street There is currently a plat being built here with a stormwater pond in construction. .; '�, ' 1 � �; , , � I I � i ; , , ti s�`,— � `��' ��, ,� .'. 1 �� -'� + ;,. . .; f : �� , :. I� _- . • - -` - _ - � :� • _. � w .` �- +i• � �--�'"��:.r•.,. , :�.. - :-�.� ' � . . . .. °�-.+i.l; :� - �;''��'�ayR�:r�c�.-. "f� , -- ..,. ._ '�+�Rx^`�'' - � ,,r .. , -,. / . � , �;=:� .�• ;� J r ' � . . , -' � -; ��1 '?�' � �rL�jt.•_�� . ,'�.,' �. r. r i ..�1• � ,r` e . �• i+ . . . . . � •.�� i,`r�'.�' i � ��/�; . (`,_ �� ' !s:; . ... �,�ss :S c�,�y�� .�,� � a'T.R��' '� _ . . � . . � .Y . � _ . , . � � . , . � _ , , .. {� , � �tAL . '� 4c� ` ; . - t ..� , .v �1'� �. !.^.�� ' ' _ , .. �� . �, � : .. . . ��y� .'ts .,�, �^'` . .+.. �� L l r a� �~4 � 'a 1f4., *'`�{5`�i�.�� 'x .s °'�y'*r�wi` ,•, -.,. ,-:�` � ;'��E.: �,• `� lIf4T�•' ,4�}r'�•� � .�i'n.GR.ty�s ',.�� 1kQ;_.'� t4,�t ..�� 4 � a ii'�I' ,s,3� ��; a r � '4Sc �� .1 �� 1.•� , _ r ,�r,�• ..�1 ��_ r _ �`.�x. Ver��i�'2e . . Picture 5. Standing on SE 191 S'St, looking at the southwest boundary of the project site. There is a break in the chain link fence at the approximate low point of the south boundary of the project site. Row from this low point runs on to the plat currently in construction. � t�� a � �. J-'n` - 4 _ �+ 1[� ��t�.�-�.. � � s.. �/ �- '`L�, � 'Fp .!f 7�'.re; � � .. � � _..�!�!n!.�( 4 ��Y`11-'' ' ` ;yt,tY '_ _ _� . . . � � "� � ' �. _ .x� i _... . A�!`i.. - - _ .r.;�sr-. , ' ' + - � . r . ._ �• '-._ . . . .. ... rt�as. .r` � 3"-'r.�- h . ..:�� ,��.. a., ��' .,r r� ... " . .• . , _ . . 7.,,.� � aR.. - � ,��iC�r � •�- �� _� 9 •� i3''da.'+.. �' +7k�� 2 � • ..� .�..�. . . _+ � ` +�� - � j's1 ..p^�� . .. �LS1M �-i ..' 'I f{ '�.�!.. � � t _ . � -L- . �y�. \ �. �' � " . .. y �� . �`�.: � tl''"�+r.. �`�r' �`�'D _ " � ^ ��.e'�"`'_� ��4 _ �� r , � �� .,_ � •t y,^^�'� • .�°'.` �� r, _ � ' ,�.s: a ` - - . : � �� _, '� _ . � :.y ; �' ��r—.{,4 '� ; � , , �s �,'d,.��7►L s�� ' " .'.:c. '�� .� h. _i �/))��,� . �; �,'��. i. �; . . -� � � �....�� _ �yl r.i �� A�� . ` f,�*t�'r ��°{ ,y�� „�.'�"Y""• � . *�� '� �s,,•X.� ,� y. A_ . F,� . �� zf f' :`�i wa�'t�; •- . - � �- - s z:. . �x� '�•`.5,, � . . � �i I��f�t ' �.��' ,''`.`� . � � �f �.i`l'd''� . ,� '. I � s� th ' Picture 6. Looking east on SE 191 St towards 120 Ave SE. It appears that there is a proposed ' stormwater system,which will direct flow to the stormwater pond currently in construction. � � ; �i � i � � ' I - �� . � � 0c r K„*' i r '�` �r� �� ' 1 �' 4 r �� s ., �- ,� - M �� t , � � ,.�:� . '��. . � _ rF�=-- �Y. i . . iN _'i'i : -+F `� �Y � � . , j �� . ...... �.,....s�' ,.. 'Cy.� ,.�,�• ,�Y�:�J.�.� . --- - �\ � ' �f_ F .Y �-. . ./f`.,": F � .' � � � . _ .�.. � t. � . . +��..� �^ Y�y ay� 4. .,'t 1 _ �'z .q� �� ., f�• __ ^>6r� ,♦� �Ir.I�` 1 _ �� ;i . ��.� . .. �_ . ''�� 4 � �y` � r��t a! .l''. +�� `�"'iv *�i •�.�#.,.. -,tj•�• - -,', EX. JCSSit � + �rc�",,r� ,.•r: Glen Pond � �" ' �` �`� ,•'�� •4 � ��A�i X� �#. !'! A� *� �} a��. ��•.'�- � .y��„y �� -4F �„��: X'i!.` �"-,, r ��¢�,!""�� " .� ` r ='^•� .� � � �i *` � �i� • - �+,t.'� Y . 4 • =r w `�.��.w A.�; fg" ��^e.� � -'-��. ', w. �t :..k��.s�� et•��. �- _:Z�� ;;J-f��•K `�. .i�� _` ` _'�- . _ � ��+r �w. y� '.a� .`� �+� S �: i ��.'s� "° �/' _ . . . +� �r�r �( Y �T� X�i� �q;{�� 1�7 '! t•t�;,,t, �.'` !t`,#�.i � .. � p .r'ta `��5 a'� Z'�`-ia�4� ""T '��^ s �' T :��'�� "E+a' ` lEw�`�Ud��4n�': ��` . �;. • ,_.�>�.,- -. � --� , ^ ',- _ � Y �' �'-�` •,�� ,�,,'�,:' t'i'� �;}�'�i f'*+�1[,► �'�i �' �"~ �.!- t x �r�-��t j � � �t s r r�f T..��'t!� �4 F , i �� I �' ,;.. �..A �'...,y�y p �t� .-k � t —.��'�3 . y�4 J�,� �.:�t�'��"4.y p#j �� f »� t_ e.i`M, ^y;s ��.r! ..er'�i'R�}'� i _ �.s � '�� y,� �i�'s_3�.{e��F` �_6::"�i"� - Picture 7. Looking north on 12�`h Ave SE. The flow from the west is from the west side of the project site. � �' � �� , -; � � ; � , ; i � i � ; ; , s � i _� . , � �' c _ ' ' �} f i � . _ �.� ._'!K - .�,�--�y �. A .� Ouiflow Structure '�"'� from Jessie Glen � �-�` pond :; . _ � - I - Y4. ,'L �� l '�� /�� ; �� f �. i � � .� k • �, Picture 8. Looking south on 120�' Ave SE, at the east edge of Jessie Glen. At this point, both discharge points from the project site converge. The emergency overflow spillway for the Jessie Glen pond discharges to the ditch. � —�� I � �OMPRESSION r T`IPE BR�KES PRON�BIIE� _ • �k ��,� ��.' Type 2 CB with { birdcage ;`� •" � -. structure �+ ��; �� ._ ��-_ ., , , #� .�+ .�..s:�� _, ••� " � Y�; , t P a::�� `� �' �• "ti _ _ ; _ , k � � �� _„ �y.,.:x ��;'r' ..y • ,_ F � . y `c �.,r.. ;«�f i1t� " gi �p��aT�F`��, -�� .. � �� d � "��_ � � a` 'Y�� ,C � �S'" �,. k e+• �„�,�J, � ' . .. �,.�� r e K_. � : `.• ' �. " rt `• -` tP _ �°"�"� i� - ;" . • . -y �„t � �� • ' _ a��.. � , r . A:' _ .;� .� x". � .�P .� '�.�" . • -„�. �'-�'� �`+�R � r��"�.a . �It�t� �t� • ! d': ►. ?' � ►. ., � � � � ��,,.q• .-.':.��a/!� .r _ .� _ ` ,�i�"� ..(' � y � . '+ w�.+.� �', � R� .,� . i . . � : �t �q:t� � e �'� 4�M : _ .. , � r ;• � 'YA�,�y'l!!,''t,»o,.' '��'. �!•,� .+�)"a .r � i.. i - �J L . „ . ` . ,� y 4 Y ' � ��'R�•.. L {� t ..�R�^M �t 1� Y' .: ��I � , � r' \ ! ��'* � �,e,� , " �� a .! . rx,�1� � ;� ��,�i `� - �., s ` , `,.�Y�; , :� f 'y�d�'� 'r�� ?!_ .. . ' ,c .?��y • L .��` �� ;l�.t'��a 1",�i�'A�7R i�. .*,a,^h'��'`'�l ,. . �, _ �� . i i . ' . • ..;.r�� -�t. {�,.. . �„ ,<�j �'M;.. .,�f�f^':v�N . N'�`�;t�t 'y 4 , ��-�•'�� . �� ,� �.�:.. �♦,;. �►►t .R �;� 4y��:•' .. , j ,+�4'�G P t � [[ a•. t - � �3� � y .t ��=1'.{Y.��`.i�r�. .. •��NY'��'i'.��",s �n*i�.lJ•Y.�,�� ' ��M'S��L', . Picture 9. Looking south on 120�' Ave SE, almost to the intersection with SE 192�d St The flow in the ditch is captured by a type 2 stormwater structure with a birdcage opening on top. �� . , �. . .. --- � �:r: �. � � � �. .-; . � _.: .. + '�,y��• .. Y� �� N' (y�. I �2�.', l �!� Y+ �• _�• `r .' �.r++t' ��i-y�.,. � . .._ . _,,`A��.p�_ �y/�'Tl• !, :s . . �"�r�.��j��. .,� %�`•,:,;a � �k:� �A` i � �t . ��, � .�� . y �� `L�/4^ .. • '�'. .'��"t ''�,�.'/:-�.+=9iy. .-', �. . _�'��_ _ �.a'�d�� t �,Le�r.�+. r 'r� �f"4!�Y�, ��, � t�lAr f ,�'+. •.' :. �.., � —a... ^ ��,�� 4G♦ ?1 • � i,` +� `_ .. `.� �� , *��. y` � �:r.� R ��,R`�t..f� �.;�F'��'�'' ,\\_ . g''� ....�� "r"� ,� ... r�4 � .,�.` �` 4i` � yhj � _ .�t� '• 1 �'t �� - ik4i�.,.�w �• .4 a - ��. �/��¢.��qs li��I s� '� � ��T -.f r 1� .� 7 i +r:�,2�. �.� • ��5, ' +�J�I�} ~ ♦ �!'. ,�.\o�y�~ ,�..�`'+yys ya,...' ♦y_ rr� ,j+�� .rG,.p,J " 'a:,�""�P � ��. :..a� �»�.�. -�. � t T ��,�,�. �',"s�-��.�,t, , - _.. - �• � : ., ,,��. d ''��', � }+?�'� !f' �1}'•�'�p, - ` ' v� �. � 4 t� ��. 7"'� F +P• .. ,�f� .as�la � s! ;�� Y�`�- 'v ��'.•. t�'�;�/ f.1.� ,�hf . '+�sR'�'3��` k-�..;"�,��. � ,� - • �, .-L�'�•'+C'Iy'��'i ..U, ,j ' � -.�h�• '! :!' � � �`� :}. / l�.d`. i } �'�.r� y.� +a�` 4, '�i(��,, - �. . �� +�s'��p•�- /, -�'.;7� ^.�f'" ' � 4 ~.r ' • � !,. t � .�'�'w, � ' �� `' � ,,f,d�.T k r'�, '`>�_ �' !�• a . -.� ;�` "2,o,#' 4�#�M�►. ,� � ...� • .. . G �•t� i� 1> �ie�' `� � �� ! _ � tF �� ,. ��y•,� 'tg y�C� s.�� ,,Z..s 4_ :�t tti`,t v 1i ��:a.'yr ; * � � "� i �f`� •t $.�F�K�,�S` _�-l� J �"�"� _ "�� '�' 3,a,� ��" �k• , � e �+�c � 'tle` ♦:`�"�S�� +�. . _}h '�,.'�i'��,� ^ ..•�'.�yf t. '� _ ��'t� ��'.WC e� 1. T �' � w � . . . ' �,� -• �.,,� ` �rsy�ti . �s 'ct : � R . �f � '� . .a. ,�.� e ;� � . �4 s�' • +V � ' �� r . �,�-,k �,f�r7c._��r . ' � 4 ,� ��s.'��5�� ..'�;. � "i'�� ` �- 'i�,; �. ;K ,� �M��ti'�. "'h '!,� �� :� .� " , :r' ;�� .. . -. . � dr r F• ' �i.�t _ i .�-'��. � . �f� ` F. .L " . y.' trq �' J� a�i.. ' . .: ' � � T� e 4yt�y�j�. �.ir j� ,�, � , � t" -'�3;'i ��. ..i+�*' : �'� s t.,�, tp .�;�} r'��t'� ` r;,J'� . _.i�C.� �l'p �,i.t ` s.�. .s �. t,;..y �'. � 't�.� +.1 ,, °• .�',� 4+ -� •:=� � e'. f �,f� �.. . � � � �+ �'�1 �" � y � ...�i ��,.`f , .�:4, ..,� ' ., ' �r , �• � t 'R" ti+�t�. �e ' .l r � � 1 .w,',��r��.t' ��Y ��a y� j�'��} t `N�•��,".i•�-.. ,;•� 'L,�, �� . �A -q� �;'t`► �! :..'r q!i��j� ' . �� '�`�.e: i ��,y�y(,�j .�` '� *. 0' '` _ ;�i:'�' 9��'� `�r }' ��"�'"�a�3�T�. r. �!�7�9:?::7[,. .w1.s.�1��, .. �n «J:,♦ - .'A !� ;... _ � _e " C ' .. '�i.1-`.��..•7. '.'��i �+ �� Picture 10. Flow from the ditch ente�s the stormwater structure here, and flows into a CB on the north side of SE 192"�St The CB then flows to the east on SE 192`�St � .. -.,._...�_. - '�� . . _ -�� w o^- . . ,��• y� � ' *.t , s �. ` �; ' '.� 4i � �' ��>F :� .� _ , � � ..,.,.,.. .; � ,.. , � _ 1f .wt�.. �Y•• _ �� -� . _ .. til. .�� ;: � raC .. � � ... , . � t • ♦�^ . � � � t . � ' j , _ . _ ` i. . � . , . Y � .. � �.� � , � � • � Picture 11. Flow continues to the east on SE 192"� St to a CB structure with a solid lid. Flow continues east on SE 192"�St � ��. �.., ,� � '4 `� .�� '_ � �� ; , � � ��. . . `� , � �_ � . _ � . . . �zv ..,� � �-;;�;�. .-- , , � ��,� . :. . ' _ " � � �'`��r. , �� ,�y..;�.. ''`'^e+++� �r�"„�*�`,_ � l+�y�}N �� i.�c�*r . �k ._ -, _�� _ �' ' "'�If� . ` �K �F , y 11�� "�'�t�•a�^ ti .. \ , r �.ti..-; �'► ,.�+� .t�+'� �y� ' .. �'j.6'• K � `'`<7" .t:"k'+ .�r. F�� ,�+�t�:�i��'�g��,� `a�+.ir�cc.,.,�ic�., , �-� ��'�., r r I�,.'� .,o +�l� .� +!r�.y��_�.d � . . '..�.s T.. � �`) :�.. A � ,1,'�Y�+t � ' `�`.�,j . `z�� y ��'r ,�%r � �'.L� � r� � ,�b . '�-�_ _� it • - a,� �. = �"�'-� E w � '� v_ �t�� -. . .,��+.� � `�,,�� . ..��z r j�,�e-��- � o t 4� fir�-„�;, e �" ., ' ',, "� ...34t.L.at�+ " � ; .. ?. �.J �` '' �� k� � ' � . '* K, ,l�~ �r^ ' a� +� "J�' '. 6 -?'�9'�� + ,y '� _ �'�. .;._ ;r�;�'�i t •�1�1 ��" � r �� •tl �a�=� � � ��,��hj �►�� S�;�j -� ',y,t;y��'��s, .�''.�\ t • ��wc'{�x ,��4��.. y �< �� .�:.-' _ . � ... ",i.r + .a '�,i��. �6 Js'+ c Y� , y� � ' �( •Y aVi .y�j � v�`. .. ' J`�4J�C��(r=l .. ,• ,��`,�,`�jf'r.r'j �s Y '�'��_ ;�I�" M JJ `.�.� ,��4 i�� . 1 ♦ : � .�..e, L,�,1�J' �3 : ` �i�.�� .. =�f . . _ . . , iA,:". ' 1/��,�� t.��K sl�'°er.� r !�- ` "� ��'�l�� t. �? .,; � �r ,:� "��,p 1 , -' ��'�� * �'7_=.s,� �•+�-�;i-�� v..�f!4 }� � � � �� ,Y. ��'�,� �� ✓t�� .. r,/►�ci's j�lA��, � �- . � w`�"��r„� s� .i. r s.S�.'.• ... . , A.� •:r. �': a. Picture 12. Row continues east on SE 192"�St to this CB, and continues to the east ? ; i ' � � ! ( � �- w ' � � r L. , '� a.�s � � . � t � _ . �r'A"' �'Y� � + R^• at+'� ,�t'�� '� �» ' � }��l�� - -'�.� � ��.- r '�(�" _ �. ' '�' ;�. „��{�i��'� � { � + � :`,•t-r^ k� ,f��I` �[':�4�, «'�� .. � 4'' f "r .^ s .r. ��' j� + '�At�.�- ' ,.. s*� ��;t �+' `' �k . �•�y, � ' r��'�y��f•.�� • -'�c '�t . y A ��'�^ �. �� T` �1:� a��.e�+s� y ' . . � - -_ . , r �;a- n '� r: [r ';'fr�� V• ��:�� ! - .'...; '�a�♦ � �., i�� r� �� t : ��Fn`{�.[�!�p�^'�4V�f'7 . � 7e„t.*.yt��S.. ° A..4r- � �� p -r� r 'RtN.► TI�Y ''< L � . 1, ••'S {. 'C . i r t . .,lG �� 1�1' (�tl�.. � � � Z y�8 �-e,. Ah'. %`',�e , �.«i,t ¢�'��;. �,'�;� � , � ti•. �,. •�� 'R�'t•, + ,.� *�1'. i+'�.ut'�. "�, ", ^M1 ' �3v �iT'• ��,t�'f�i�-� �� l.C�+'�• . .�€.�' . _ . �� fT��' • .'�:,,. .., ��2��.. ;` .;�•� ,, �� .•'J?�°}�,`•�""t�!� ,. � � ''� �ti, ' ��'��*. '"'��i � 'i . �, ',r"i.��r�, d • ,' , �_ . . , » ..�.n � *,� �4.5= _k-r,.. } 't��"�.'� '�.�- Picture 13. Row continues east on SE 192`�St to this CB, and continues to the east ; � � ; � ; _ � I � � Jp I! .� S � � :7 � � �T-.. .�-. �"'�$� ' II *�If • ,•r,�' �� .�.:��:�� - - � . __ -..�-L.��..__ _ �� .�� - - _ „ ii_ ' :'►"...i«+y� „.n ' . + . ��`.� � �` � ,K ' • . • - - . � ;�''� _. .�sti,, !�`�s'�.�' •r.n,--,, �„�•- •J� •', 4`�i L�',«'��'.��- �� :�.1" F.. . . > . •f�"�. � 'r�• ��:i�w7 . �,�. �• .�� ' F• .. F�� •. . �:..�f �; :F.- �►�,^` .�w�_ � t�....� .�*''�,'3 ;s' ,� _ u" �,t,� + -�';��1.:..�;. . 1 . : ,�. . , w . . �s w�3 r.�,+d ,2;. "�`'. ,. • ' Picture 14. Row continues east on SE 192�'St to this CB, and continues to the east i r_ ;- �� ' �-� y �� fi : _p �.t -_. /. I 1 ir r��✓ �.�.eL� '� � ' Y�1� . . �� 7y�: ,'i" '� _ ' a� i .. " `�~r .. ' . . • . _ . ..•�n I . -' . + ' �)� ` y�`� .t ��. $ '� • . ��GilfY'P . �,�� :� �_ . � � ``` � . � � � .�.��`\`�` .�' . . ._ +�` ..` �4 a�. . . .. �,,._, . .'$��'`,' 4�A��•: � ��,^• �� A�. �' .,N� . �!� � � •�,�' ��• +��:r :�, .:1�"+''�l"�+. - � y. . :�• ,, .�v�e �.rs �� ti � ...�+ ��,; .2�,.� . .� � � . i' � � +��..:tl� �Ftl �, � . �r� �Yrdr�� t C ,. g'� * t.+. ' ,V . �£� �;' �►�, °•'t, 7�c �� S��. .�� Y J �.j . �!'..�r�1 ` � �b� � 4��'}Y��' � ` . y,N '• , '� . r .�.. . . .. ' s � . Y � � r - - _ '� �N: � ' .. ..;�.. �-y� ' : ;1, s t y,:: ; •. . . . _ . , «. !°w yr a'' �'t�!+ ��`,�j'r v. l� . .. °� . r .raS.`}.'IY'.x�..� ... _ . '�.._ Picture 15. Flow continues east on SE 192"� St to this CB, and continues to the east to another CB,then keeps flowing to the east � ' �___ � ' � j �� + �--c. '�." ��t✓� . � _ .p .�-. ,,r . «�t«.� �� f . � 4* �r��''. -,,� -� r,. .I .. �si. "�� + � - ^ .. .i - :''S.• � . , � ..,�. � - . t��c - •c• � - ., .:� ��,.d� � t ,�„i « ="x. i�f �� '� ' '�� ',, ji�f' h1�=�' � �� t tt � �„[`� � ��!�' �{�k� '•+`-,�r�V' � �"j F� s- � �s .� .lu�, .�t�t. ��, � - .i •S � L�'tr , � �- ^`r ��. � , . . .._s�,��.�i �'r'"",� „�' . .. ' '� �lT'i��`�s �3', ..�!�.nL' .� _� ��. . � '� ` s?* ^� ��'� �1!� '. � ti ��-',�. • Y► i�: `t .� �-._ ..J ��1 's - %�e:�-`�r . I'�� . z.;� � d '1" �ri� '� �� i .� � ,tf'r � �,�, ..• , . � ;��l'j1.� F ..,t�n . t. '�4 �' .. r• yp �S ��t.�'�y+y�.�� }�t;�� '.A .. ,.� . •,�f,� E},rt4F� `��aR't�,� ,.'� y F k"' � � � � �t ��i� �"�� '- ►T9�. � °}.t a..�'� �r.��,. ,p '�� fid �.r�1�Q ri:S.��t � a.�y.,t� �� ii� , .. � C�.�=r iJ,-� " `.t��-�t +`��• ��'✓� ..-� �. ♦ \, ,�,s `'j ! ';� ' t`"i' �♦ "� �'_..�t��\�t�,�,� ;�� r ��y��,: ►�;..� '�+�''�'% ; `� + '`� ' �� -�o �� .�:�:►Vi�w.dr.._v.+.'�:..uc,4�"•.:.>._. Picture 16. Flow continues east on SE 192`�St to this CB, and continues to the east -r . � .x • ,�, ' _a +�, � h { -, �' t;: . a` � �� - ��.L - , � {* �< '� , �� r�� • ' � �,, :.�` �ti ' _• *-�!' �' '} 'r� . \ :� - 4 ,�''��.�"'�. . �.,, :� . - _ . . , -�. C�", .�.:» 4��',��'� , �- ,.i �-.. ,.> , r«. ,r .. ' . .��,, _ ,- i . � . : ��r ,�,�4 �'_,�! �jP:� .. K %� � ._ . Ff'*� ��,'jf�i��''''m�y�"�, " ,� �µ,; �r�{ ,�i�r '�.,•,� ,�-3 . � `�r�n'�� .� � , "t��'_ `4`;�%. �,�_ �,��t� ��:. . .'��';+.�`'1c�`,:k`.„�-,1�� Picture 17. Row continues east on SE 192"d St to this CB,and continues to the east � � _ . _ - -- .c:� -� 3� tit�c � E� _ ��. '� �,� 7 f' �a�: ��, ��,. � ..�'��e k '�.. .� :'� .* ` ' � �� `. � t 1� �_� �1'It�'OGn -�' ! " ��. ��^ �� !'6 'i•i�� r ..J�r,' ► -� � .`�5.. . Y * • .l'L �.....y } 7�� .�. ,. , �i � ' �7��;� +��t � �� Y� � + ] i� _ � f A .�7�� _ t {' i t . ��,. . , . '��+1��,,r �.... , - i` . . L, L" � `�� w.� ��• , ,�yl��h,�,f� .1`-+l � ,F' � � �� .� ��1�ti' � •�' .�-. ��r �!R�!,�. � .. �� t �c,... .a�t R ,;;� �,r " %7�� '.. �'Y �.Y �{.1� ,� � .��gNI!< `�.l,'$ , ^.�� .'Y}� ^"� -s��::�od ..: T �'''"�t, �" � 'YW " '. � " +� ��Jl'�1� � � �.,r��`�yj��' �rv�b .- �1 ��.`{� t , , r.�. - tir �a,� t `�.. �T'= ..',M'�(V��,�� tv~��k, L �f:rt •�l�L.=1' ��`�+. , ��• • . ^ -t � ;��.�.� 3' �g�4. �. �L1��y i4�!',� �� S,�' .', �,�, � ` �'` �' �rw��.@��#��'1^�s�` �, 4 w . 4.. y-�, ��1_�•��t'�-t�';Af�+., �� ' •� �\': :�� 1 �� t- . '�,*Ay Krt* � ��^ ,�ft� . � •�-„�,k � _ ts�� ti�`, ,�� +`4�-�,�� '�,�, �'".C'1 - � .�{ "`t^ ti��} �'- , -, � :� �'�;` 3 +y'� �'�: ' �'!� r:� �, •t. f , � ' a . , •�' �x .rR � ��, � ! � _+R -�� 1 t-� �. f� ,~�� ` '� � �r��t '� '� �'�t�'. � a..�"{�!l '^� 1� '�T.•` �+�k '� ~ C+�� 1[ , -t'" ` �y;�`�� l� �•. „+ s . i � �� .. � �y _ sL.t� � .-.�` � ��' ��`l � �:.I.�+ �•! �, r��:� � �,,}ai.\� 4e1�� 't I'�y+ �_ � /"'i '� t♦ '�� C� `�y � ,I{.�', � �r � r ` ' • ` ~ . _y �' + +� '� -�a!�^ �. r�i �� q t ' � �, '.� � ,� r _ �.VF ��J�� + �1,1 � ,,i� - i.;°`�.Q�'�` �+ � � •_+3►►'�,- �� .c ��y • �° \ !� '�i*�J1! 1 � �, ��` �'�� i � !� ' �' S � '""°' .�� ! � • _,� � ' � `� ; �,� t � • ' - ,,*�`� `► ^tt ► rr -� .r`; �1►. .�' +'�.. :v. �- �i� � �� / �► t " ' �'�1�;��i"�3..�� `+1� . ►.i �� ► �;.t�a�. � Picture 18. Looking north from SE 192"� St According to the previous downstream analysis completed for Jessie Glen, the flow from the stormwater system in SE 192"d St outfalls to this vegetated channel. However, the channel was overgrown and the outfall pipe could not be located. � .� . = � .� 'yr' �;: � 'L �� .. . i � � 4 ~'t .� ,...JF 4. �.�{'r,.� ` e._� �� " y +, -� �f,�'j;••ik��'��',`t• •• -. ? 4 �..t w 7 � c . 1��'r�' ��a. �s�.�. � e ..� ,� ��,�w 4 �4 ,��' "��, ��` ='" 'y''�'!" ��'��► 1 4� � . . .. .li•- � "•AW.-t-�„'��5�; • !" 1 � �C.Y�'A,�"". - �:,�"ar� � , �3 .. ,�= j .. _ .L._.. ��- �� ' � -• �. a�._ . ; . *''„ a - .-- . '� �� .ty>e.j�f�s "i , � - •.. ` '1' ' � � . - . _ . .il'�+'. .?,,! i:.t.. ... . i'✓ ��ar.. . . � . •��>.HS�. Picture 19. The vegetated channel crosses this gravel driveway and enters Big Soos Creek 4. FLOW CONTROL & WATER QUALITY FACILITY ANALYSIS AND DESIGN 4.1 Existing Site Hydrology The existing site consists of 3 single-family dwellings and several detached structures with associated driveways. One of the three houses will remain, which is located on Proposed Lot 17. The existing site is relatively flat (mean slope of 7.7%, less than 10% max slopes on site) with a localized high point in approximately the middle of the property. The pervious portions of the north parcels are generally lawn, while the west half of the south parcel is forested. According to the Geotech Report prepared by Earth Solutions NW, the soils on site are glacial till. See Figure 1.4 for the Soils Map. This report shows that the site is generally underlain with Till soils, which are incapable of infiltration. Therefore Till soils are used in the KCRTS model, with the predeveloped area being modeled as Till Forest There is a localized high point at roughly the center of the site, causing the existing site to flow to the southwest and southeast comers of the properry. These flows, however, converge about 800' downstream of the project site. The predeveloped basin for the project site also includes the frontage improvements. This area will be improved with a half street overlay, and additionally a new sidewalk and curb and gutter will be added. TABLE 4.1 Pre-Developed Tributary Area SUBBASIN TOTAL AREA TILL FOREST (Ac) (Ac) I Rylee's Place 4.95 4.95 120 Ave SE Frontage 0.20 0.20 TOTAL 5.15 5.15 � 4.2 Developed Site Hydrology The project will create 17 single family lots with associated roadway, sidewalk, driveways, roof areas, landscaped yards, and a combined detention/water quality pond. Lot 17 will contain an existing residence which will not be disturbed, while the remaining 16 lots will have new single-family dwelling units. The majority of the frontage improvement area, along with a portion of the proposed roadway, will be unable to be captured by the pond and will be treated as bypass area. For more information, see Table 4.3 below and Figure 4.1. The maximum impervious surface area allowed by the City of Renton Zoning Code 4-2- 110A for R-4 zoned lots is 55%. However, the site will utilize Flow Control BMP C2.9 Reduced Impervious Surface Credit, and reduce on-site allowable impervious area by 10%. Therefore, building rooftops and impervious areas (driveway, porch, patios) are modeled as 45% impervious. The combined detention/water qualiry pond is located in the north eastern corner of the site. In order to achieve the pond depth, the existing storm drainage system in 120`h Ave SE will be replaced for approximately 300' south of the south project boundary and adjust the 12"ra inlet into the existing rype 2 structure in front of the Jessie Glen project The 4-1 combined detention/water quality pond will discharge to this new system to the south, which is the site's natural discharge location. TABLE 4.2 Developed Pond Detained Area SUBBASIN TOTAL IMPERV. TILL AREA AREA(Ac) GRASS (Ac) (Ac) R lee's Place 4.86 2.23 2.63 TOTAL 4.86 2.23 2.63 TABLE 4.3 Bypass Area SUBBASIN TOTAL IMPERV. TILL AREA AREA (Ac) GRASS (Ac) (Ac) Bypass Onsite road + 0.22 0.16 0.06 Frontage Area Frontage Area added to 0.07 0.05 0.02 the Pond TOTAL 0.29 0.21 0.08 See Fgure 4,1 for a visual representation of the Developed Tributary Area. 4.3 Performance Standards Performance Standards for flow control design use the KCRTS Methodology with hourly time steps as described in Section 4.4 below. Runoff files for the existing, proposed, and bypass conditions were created using the historic KCRTS time series data sets for the SeaTac Rainfall Region with a Correction Factor of 1.0. The site requires basic water quality treatment Water quality will be satisfied with a wetpond,which will be located in the combined detention/water quality pond. �-� 4.4 Flow Controi System The pond was sized per the requirements in the 2�09 Surface Water Design Manual. Per the City of Renton's Flow Control Application Map, the project site is in the Flow Control Duration Standard (Forested Conditions) area This standard requires the site to match the durations of high flows at their predevelopment levels for all flows from one-half of the 2 year peak flow up to the 50 year peak flow. KCRTS v6.0 was used to design the proposed pond. Procedures and design criteria specified in the 2009 Surface Water Design Manual were followed for the hydrologic and hydraulic modeling. The KCRTS pond sizing output is included in Appendix A The KCRTS output models the required detention volume as 54,020 cubic feet of storage, with 5.75 feet of detention. The proposed pond provides 57,853 cubic feet of storage, which results in a construction factor of 7.1�'o. 4-3 Figure 4.1 Pond Tributary Area � 4-4 REvi510N5 A PORTION OF THE S.W. 1/4 OF THE S.W. 1/4 OF SECTION 33, TOWNSHIP 23 NORTH, RANGE 05 EAST W.M. n i � i I � � , o I I ; NOT TO SCALE - - F 5 . - CONTOUR INTERVAL= t' - ---- - � �� 3s ,—PONC TRIBUTARY � Q� � s ;� AREA � w � JJ BYPASS AREA ADDEC T� THE POND Z� �� , o — � _ —1 N� _ 4 r�r{T��r-��_ � O p � — � N$ E � '�li . .. � i o 3 � 2 1 i _ � I��II � i w ' �; � zgm > s . g A '��(s� � ; �w <a -� _ ---- 508.80 508.90 . • - ° . .. .. .. � W a i o m�' m .- \ 510.00 _ �'E`� �. I Q z m o ',� - �� `��.y''� i � � 3 � \`.� .. .` �— ✓��i o 3 °� � � �' __ _ __ __ ' '_ , \ I � ' -��i - -� i 3 - �,��,' �.'Y F-� oi - - - - -- - - - - - ~�k:'��" p`- i � � � B�YP.AS� AREA -° ; � � � �a ;' , � '- - - - ' -- "� �' �: L-� � rJ z , I U o � p. a � � i ... Z _ ____ _ "" ' _ _ ' _' '_ '_ __ ___' . . ._ _' ' 'i " '. I Q e � 4 ; uuTeoREOAD`Pccess - .: .- ". \ -- -- --- -- ---- � . - , _ ; U , _ , _ _ - -- � i J �� — � -- -- - -- -- -- - — - --— - -- — - _- - - -- - i � w - - - - - - - � � � Z v m i t = . � o � - 0 5 � w Q = _ , - � J w ; a � ? , � O Q J r^ m W v! I � W w � ! � W o J J W I � } � I � � � � � � Z 0 Z - W � � 0 � - U '. ''. '.5'a-�C3-o'.� �. � o+a �.,ue - . oEswuEo e-�. ❑K C�E-✓E� B . - - IC-22-^_Gt+ - C<T�O EN-01 : �� -E., 4.5 Water Quality Facility The proposed water quality pond for Rylee's Place will use the 2009 Surface Water Design Manual guidance for Basic Menu wetpond(s) that would be sized to a VB/VR ratio of 3.0, which will treat approximately 95 percent of all runoff. A VB/VR - 3 is calculated by dividing the wetpond volume N� by the volume of runoff N� from the mean annual storm. The sizing of wetponds is accomplished by deterrnining the acreage of pervious and impenrious land. Runoff volumes from penrious and impe►vious areas were determined by multiplying the acreage of each category by the mean annual sto�rn (0.47 inches). Runoff factors of 025 for till grass areas, 0.10 for till forest areas and 0.90 for impervious areas were utilized. The sum of these values is the total runoff volume N�• The required basin volume or the volume of the wetpond is determined by multiplying the VR by 3.0. Volume runoff from till grass -2.63 Ac (Table 4.2)x 0.47 in.x 025/12 - 0.0258 Ac-ft. Volume runoff from impervious = 2.23 Ac (Table 4.2)x 0.47 in x 0.90/12 = 0.0786 Ac-ft. Total runoff volume VR - 0.1044 Ac - ft Total basin volume VB- 0.1044 x 3 - 0.3132 Ac -ft- 1� Wetpond Volume provided =2� Due to topography,the bypass area will not be able to be treated. However,the on site water quality wetpond is greatly oversized to offset this. The wetpond has 64°� additional volume (8,756 c�over the required wetpond volume. Back calculate this volume for treating only impenrious area: Volume provided -8,756 cf Total basin volume VB-0.0670 x 3 = 02010 Ac -ft. -$Z� Volume runoff from impervious = 1.90 Ac x 0.47 in x 0.90/12 =0.0670 Ac-ft. Effectively,the wetpond is sized such that it could treat an additional 1.90 acres of impervious area, This will overtreat the on-site basin,which will maintain water quality at the point of compliance,which is the southeast comer of the project area Additionally,the wetpond will not have a till liner, as the existing soils are impermeable till. 4-5 e � 5. CONVEYANCE SYSIEM ANALYSIS AND DESIGN A conveyance analysis was performed for the mainline storm drainage systems and the pond outfall/frontage conveyance systems. The StormSHED results provided in Appendix � E demonstrate that the pipe networics function per the requirements of the 2009 StoRnwater Manual for peak storm conveyance. The proposed conveyance system's � parameters are as follows: � Backwater was analyzed using StormSHED 3G proprietary software, using the rational II methodology to analyze each sub-basin area. The project is not located near a location with an IDF curve table created,therefore the IDF values for Seattle are used. The outfall system was sized using the entire on site basin from Table 4.2. This simulates ' the entire on site basin area runoff being point discharged to the top of the first pipe, ' which assumes there is no detention pond (or the detention pond completely failed). This ' models the maximum flow rate possible through the outfall system in 120"'Ave SE. Developed Land Uses used: Lawn (c-0.25) Pavement and roofs (c=0.90) Rainfall Data Used: 25 year: 3.40 in � 100 year. 3.90 in I The time of concentration is set at the 2009 Stormwater Manual minimum, 6.3 minutes, to I add conservatism to the system design. I The system was designed to convey the 100 year storm with no capaciry or backwater II issues. This was done to determine that no flooding or backwater would occur. Naming Convention used in StormSHED: � • Drainage basins are referred to as "Basins° �� • Catch basins are referred to as "Nodes" • Pipes are referred to as "Reaches" The StormSHED output is located in Appendix E and includes the following: • Conveyance System Diagram • Contributing Drainage Areas Table • 100 year conveyance analysis A Conveyance Basin Exhibit is provided in the back pocket of this report. s-i � 6. SPECIAL REPORTS AND STUDIES Following are the reports and studies referenced for the proposed development: • Geotechnical Engineering Report, by Earth Solutions NW, LLC, dated September 10, 2013.(Appendix B) • Wetland Reconnaissance Report, by The Watershed Company, dated September 30, 2013 (Appendix C) I 6-1 . - �I — 7. OTHER PERMITS The National Pollutant Discharge Elimination System (NPDES) permit will be prepared with the final construction plans. This project also requires the following permits: Building Permits Clearing & Grading Permits 7-1 8. CSWPPP ANALYSIS AND DESIGN The permanent Rylee's Place pond will be used as a temporary sediment pond during construction. For this calculation, the tributary area is assumed to be fully built out The total contributing area to the proposed sediment pond is the same as the developed area,4.86 acres. STEPS: 1.) Obtain the discharge rate for the 10-year/24 hour(15-minute)developed storm. Total Area = 4.86 acres Impervious Area= 2.23 acre Penrious Area = 2.63 acres Forest Area= 0.00 acres �10-15min� 2•32 cfs (calculated using KCRTS) 2.) Determine the Surface Area (S�4? required at the top of the pond with 1' of freeboard. SA= Q�o-�5 mi� (2080)= 2.32 * 2080 = 4,826 Sf Minimum pond surface area is 4,826 sf. (7,305 provided) 3.) Sizing the Dewatenng Mechanism: a.) Principal Spillway(Riser Pipe) The diameter shall be the minimum necessary to pass the pre-developed 10-year, 24-hour design storm. Use Fgure 5.3.4.H (KCSWDM)to determine this diameter(h = one foot). � Q,o = 0.245 cfs Per Figure 5.3.4.H, the minimum riser diameter is 10 inches to convey this flow rate. However, a 12" riser pipe will be used. b.) Emergency Overflow Spillway The emergency overflow spillway shall convey the 100 year, 15-minute developed design storm. Minimum spillway width (W) is 6.00 feet 1) Determine minimum spillway width: W - Q�o��s�'� _2.4H (Equation 5-3 from KCSWDM) (3.21)(H3'2) 0100�15min�5.08 cfs (Calculated using KCRTS) , H = 0.50ft , 8-t I 5.08 W = -2.4(0.5) =3.28 tr (3.21)(0.5'�') Use 6.0 feet for spillway width c.) Dewatering Orifice 1.) Size the dewatering orifice (1 n minimum diameter) per the following equation from the KCSWDM: A��Zh�o.; A° (0.6)(3600)(T)(g°�') Where: Ao= orifice area (square feet) AS= pond surface area (square feet) H = head of water above the orifice (riser height in ft) T= dewatering Time (T- 24 hours) g = acceleration of gravity (4,826)(2(4))o.s �� A° (0.6)(3600)(24)(32.2os� A�, =0.046sf 2J Convert Onfice Area (Ao)to Diameter(D) in inches D= 24 �`�°� � D=24 r 0.0461 =2.90in � � � Use 3" diameter for the dewatering orifice. Per the KCSWDM, the perforated pipe shall be a minimum of 2 inches larger than the orifice sizes. Use 6" diameter for the perforated pipe. 4.) Sediment Pond Summary; Basin Area- 4.86 acre Developed Inflow 10yr/24hr(15 min) = 2.32 cfs Developed Infiow 100yr/24hr(15 min)= 5.08 cfs Pre-developed 10yr/24hr= 0.245 cts Surface area required = 4,826 sf Emergency spillway width = 6 0 ft Refer to Appendix A for flow rate an,; ,�= , ` 9. BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT The Site Improvement Bond Quantity Worksheet is attached following this page. I 9-t Site Improvement Bond Quantity Worksheet S,5 Webdate: 02/22/2013 � King County Department of Permitting & Environmental Review 35030 SE Douglas Street, Suite 210 Snoqualmie, Washington 98065-9266 For alternate formats, call 206-296-6600. 206-296-6600 TTY Relay 711 Project Name: Ryle2's Place Date: 10/24/2014 �ocac�on: 18851 120th Avenue SE Project No.: U14005653 Activity No.: Note: All prices include labor, equipment, materials, overhead and Clearing greater than or equal to 5,000 board feet of timber? profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. yes n0 If yes, Forest Practice Permit Number: (RCW 76.09) I� I Page 1 of 9 Unit prices updated: 02/12/02 Version: 11/26/2008 li-wks-sbq.xls Report Date: 10/29/2014 — I Site Improvement Bond Quantity Worksheet S,5 Webdate: 02/22/2013 Unit #of � Reference# Price Unit Gluantity Applications Cost � EROSION/SEDIMENT CONTROL Number Backfill &compaction-embankment ESC-1 $ 5.62 CY 9000 1 50580 Check dams,4"minus rock ESC-2 SWDM 5.4.6.3 $ 67.51 Each 4 1 270 ' Crushed surfacing 1 1/4" minus ESC-3 WSDOT 9-03.9(3) $ 85.45 CY Ditching ESC-4 $ 8.08 CY 85 1 687 Excavation-bulk ESC-5 $ 1.50 CY 7750 1 11625 Fence, silt ESC-6 SWDM 5.4.3.1 $ 1.38 LF 2100 1 2898 Fence,Temporary(NGPE) ESC-7 $ 1.38 LF Hydroseeding ESC-8 SWDM 5.4.2.4 $ 0.59 SY 18000 1 10620 Jute Mesh ESC-9 SWDM 5.4.2.2 $ 1.45 SY Mulch, by hand, straw, 3"deep ESC-10 SWDM 5.4.2.1 $ 2.01 SY ' Mulch, by machine, straw, 2"deep ESC-11 SWDM 5.4.2.1 $ 0.53 SY , Piping,temporary, CPP,6" ESC-12 $ 10.70 LF Piping,temporary, CPP,8" ESC-13 $ 16.10 LF I Piping,temporary, CPP, 12" ESC-14 $ 20.70 LF Plastic covering, 6mm thick, sandbagged ESC-15 SWDM 5.4.2.3 $ 2.30 SY ��I Rip Rap, machine placed; slopes ESC-16 WSDOT 9-13.1(2) $ 39.08 CY j Rock Construction Entrance,50'x15'x1' ESC-17 SWDM 5.4.4.1 $ 1,464.34 Each Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 $ 2,928.68 Each 1 1 2929 Sediment pond riser assembly ESC-19 SWDM 5.4.5.2 $ 1,949.38 Each 1 1 1949 Sediment trap, 5' high berm ESC-20 SWDM 5.4.5.1 $ 17.91 LF Sed.trap,5'high,riprapped spillway berm section ESC-21 SWDM 5.4.5.1 $ 68.54 LF Seeding, by hand ESC-22 SWDM 5.4.2.4 $ 0.51 SY Sodding, 1"deep, level ground ESC-23 SWDM 5.4.2.5 $ 6.03 SY Sodding, 1"deep, sloped ground ESC-24 SWDM 5.4.2.5 $ 7.45 SY TESC Supervisor ESC-25 $ 74.75 HR Water truck, dust control ESG26 SWDM 5.4.7 $ 97.75 HR WRITE-IN-ITEMS *"** (see paqe 9) Each � ESC SUBTOTAL: $ 81,557.90 I 30%CONTINGENCY& MOBILIZATION: $ 24,467.37 � ESC TOTAL: $ 106,025.27 i COLUMN: A Page 2 of 9 � Unit prices updated: 02/12/02 Version: 11/26/2008 � li-wks-sbq.xls Report Date: 10/29/2014 ' I Site Improvement Bond Quantity Worksheet Webdate: 12/02/2008 Existing Future Public Private Quantity Completed Right-of-Way Right of Way Improvements (Bond Reduction)' 8�Draina e Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost GENERAL ITEMS No. Backfill&Compaction-embankment GI-1 $ 5.62 CY 9000 50,580.00 Backfill&Compaction-trench GI-2 $ 8.53 CY Clear/Remove Brush,b hand GI-3 $ 0.36 SY Clearin /Grubbin /Tree Removal GI-4 $ 8,876.16 Acre 4.61 40,919.10 Excavation-bulk GI-5 $ 1.50 CY 7750 11,625.00 Excavation-Trench GI-6 $ 4.06 CY Fencin ,cedar,6'hi h GI-7 $ 18.55 LF Fencin ,chain link,vin I coated, 6'hi h GI-8 $ 13.44 LF 460 6,182.40 Fencin ,chain link, ate,vinyl coated, 2 GI-9 $ 1,271.81 Each 1 1,271.81 Fencin ,split rail,3'hi h GI-10 $ 12.12 LF Fill 8 compact-common barrow GI-11 $ 22.57 CY Fill&compact- ravel base GI-12 $ 25.48 CY Fill&compact-screened topsoil GI-13 $ 37.85 CY Gabion, 12"deep,stone filled mesh GI-14 $ 54.31 SY Gabion, 18"dee ,stone filled mesh GI-15 $ 74.85 SY Gabion,36"deep,stone filled mesh GI-16 $ 132.48 SY Gradin ,fine,b hand GI-17 $ 2.02 SY Gradin ,fine,with rader GI-18 $ 0.95 SY 1000 950.00 22000 20,900.00 Monuments,3'lon GI-19 $ 135.13 Each 1 135.13 5 675.65 Sensitive Areas Si n GI-20 $ 2.88 Each Soddin , 1"deep,sloped round GI-21 $ 7.46 SY Surve in ,line 8 rade GI-22 $ 788.26 Da Surve in ,lot location/lines GI-23 $ 1,556.64 Acre Traffic control crew 2 fla ers) GI-24 $ 85.18 HR Trail,4"chipped wood GI-25 $ 7.59 SY Trail,4"crushed cinder GI-26 $ 8.33 SY Trail,4"top course GI-27 $ 8.19 SY Wall,retainin ,concrete GI-28 $ 44.16 SF 1500 66,240.00 Wall,rockery GI-29 $ 9.49 SF 1100 10,439.00 Page 3 of 9 SUBTOTAL 1,085.13 208.832.96 Unit prices updated: 02/12/02 �I 'KCC 27A authorizes only one bond reduction. VerS1011: 11/26/08 �� ii-wks-sbq.xis Report Date: 10/29/2014 � I Site Improvement Bond Quantity Worksheet Webdate 12/02/2008 Existing Future Public Private Bond Reduction• Right-of-way Right of Way Improvements , 8 Dreinage Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost ROADIMPROVEMENT No. AC Grindin ,4'wide machine<1000s RI-1 $ 28.00 SY AC Grindin ,4'wide machine 1000-200 RI-2 $ 15.00 SY � AC Grindin ,4'wide machine>2000s RI-3 $ 7.00 SY ' AC RemovallDisposal/Re air RI-4 $ 67.50 SY Barricade,t pe I RI-5 $ 30.03 LF Barricade,type III(Permanent RI-6 $ 45.05 LF Curb&Gutter,rolled RI-7 $ 17.00 LF Curb&Gutter,vertical RI-8 $ 12.50 LF 300 3,750.00 1150 14,375.00 Curb and Gutter,demolition and disposa RI-9 $ 18.00 LF I Curb,extruded as halt RI-10 $ 5.50 LF Curb,extruded concrete RI-11 $ 7.00 LF Sawcut,asphalt.3"depth RI-12 $ 1.85 LF 300 555.00 Sawcut,concrete,per 1"de th RI-13 $ 1.69 LF Sealant,as halt RI-14 $ 1.25 LF I Shoulder,AG see AC road unit price RI-15 $ - SY � Shoulder, ravel,4"thick RI-16 $ 15.00 SY Sidewalk,4"thick RI-17 $ 35.00 SY 170 5,950.00 650 22,750.00 Sidewalk,4"thick,demolition and dispos RI-18 $ 29.50 SY Sidewalk,5"thick RI-19 $ 38.50 SY Sidewalk,5"thick,demolition and dis os RI-20 $ 37.50 SY Si n,handica RI-21 $ 85.28 Each Stri in , er stall RI-22 $ 5.82 Each Stripin ,thermoplastic, for crosswalk RI-23 $ 2.38 SF Striping,4"reflectorized line RI-24 $ 0.25 LF Page 4 of 9 SUBTOTAL 10,255.00 37,125.00 ' Unit prices updated: 02/12/02 `KCC 27A authorizes only one bond reduction. Vefslon: 11/26/08 li-wks-sbq.xls Report Date: 10/29/2014 Site Improvement Bond Quantity Worksheet Webdate: 1 210 2/2 008 Existing Future Public Private Bond Reduction* Right-of-way Right of Way Improvements &Draina e Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost QuanL Cost Complete Cost ROAD SURFACING (4"Rock=2.5 base&1.5"top course) For'93 KCRS(6.5"Rock=5"base 8 1.5"top course) For KCRS'93, additional 2.5"base)add RS-1 $ 3.60 SY AC Overlay,1.5"AC RS-2 $ 11.25 SY AC Overla ,2"AC RS-3 $ 15.00 SY AC Road,2",4"rock,First 2500 SY RS-4 $ 21.00 SY AC Road,2",4"rock,Qt .over 2500SY RS-5 $ 19.00 SY AC Road,3",4"rock,First 2500 SY RS-6 $ 23.30 SY AC Road,3",4"rock,Qt .over 2500 SY RS-7 $ 21.00 SY AC Road,5",First 2500 SY RS-8 $ 27.60 SY 500 13,800.00 1600 44,160.00 AC Road,5",Qty.Over 2500 SY RS-9 $ 25.00 SY AC Road,6",First 2500 SY RS-1 $ 33.�0 SY AC Road,6",Qty.Over 2500 SY RS-11 $ 30.00 SY As halt Treated Base,4"thick RS-1 $ 20.00 SY Gravel Road,4"rock,First 2500 SY RS-1 $ 15.00 SY Gravel Road,4"rock,Qt .over 2500 SY RS-1 $ 8.50 SY PCC Road,5",no base,over 2500 SY RS-1 $ 27.00 SY PCC Road, 6",no base,over 2500 SY RS-1 $ 25.50 SY Thickened Edge RS-1 $ 8.60 LF Page 5 of 9 SUBTOTAL 13,800.00 44,160.00 Unit prices updated: 02/12/02 `KCC 27A authorizes only one bond reduction. Vefslon: 11/26/08 li-wks-sbq.xls Report Date: 10/29/2014 _ � Site Improvement Bond Quantity Worksheet Webdate 12IO2/2008 Existing Future Public Private Bond Reduction• Right-of-way Right of Way Improvements 8 Dreina e Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost DRAINAGE (CPP=Corrugated PlastiC Pipe,N12 or Equivalent) For Culvert prices, Average of 4'cover was assumed.Assume perforated PVC is same price as solid pipe. Access Road,R/D D-1 $ 21.00 SY 200 4,200.00 Bollards-fixed D-2 $ 240.74 Each Bollards-removable D-3 $ 452.34 Each '(CBs include frame and lid) CB T e I D-4 $ 1,257.64 Each 1 1,257.64 8 10,061.12 CB T e IL D-5 $ 1,433.59 Each CB T e II,48"diameter D-6 $ 2,033.57 Each 5 10,167.85 5 10,167.85 for additional depth over 4' D-7 $ 436.52 FT CB T pe II,54"diameter D-8 $ 2,192.54 Each 1 2,192.54 for additional depth over 4' D-9 $ 486.53 FT CB T pe II,60"diameter D-10 $ 2,351.52 Each for additional depth over 4' D-11 $ 536.54 FT CB T pe II,72"diameter D-12 $ 3,212.64 Each for additional de th over 4' D-13 $ 692.21 FT Throu h-curb Inlet Framework(Add D-14 $ 366.09 Each 4 1,464.36 Cleanout,PVC,4" D-15 $ 130.55 Each Cleanout,PVC,6" D-16 $ 174.90 Each 20 3,498.00 Cleanout,PVC,8" D-17 $ 224.�9 Each Culvert,PVC,4" D-18 $ 8.64 LF Culvert,PVC,6" D-19 $ 12.60 LF 820 10,332.00 Culvert,PVC, 8" D-20 $ 13.33 LF Culvert,PVC, 12" D-21 $ 21.77 LF Culvert,CMP,8" D-22 $ 17.25 LF Culvert,CMP,12" D-23 $ 26.45 LF 30 793.50 355 9,389.75 Culvert,CMP,15" D-24 $ 32.73 LF Culvert,CMP,18" D-25 $ 37.74 LF 515 19,436.10 280 10,567.20 Culvert,CMP,24" D-26 $ 53.33 LF i Culvert,CMP,30" D-27 $ 71.45 LF � Culvert,CMP,36" D-28 $ 112.�1 LF I Culvert,CMP,48" D-29 $ 140.83 LF �i Culvert,CMP,60" D-30 $ 235.45 LF I Culvert,CMP,72" D-31 $ 302.58 LF Page 6 of 9 SUBTOTAL 31,655.09 61,872.82 Unit prices updated: 02/12/02 "KCC 27A authorizes only one bond reduction. Ve�sion: 11/26/08 i�-wks-shq xi� Report Date: 10/29/2014 Site Improvement Bond Quantity Worksheet Webdate: 12102/2008 Existing Future Public Private Bond Reduction' Right-of-way Right of Way Improvements DRAINAGE CONTINUED 8 Drainage Facflities Quant. No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost Culvert,Concrete,8" D-32 $ 21.02 LF Culvert,Concrete, 12" D-33 $ 30.05 LF Culvert,Concrete, 15" D-34 $ 37.34 LF Culvert,Concrete, 18" D-35 $ 44.51 LF Culvert,Concrete,24" D-36 $ 61.07 LF Culvert,Concrete,30" D-37 $ 104.�8 LF Culvert,Concrete,36" D-38 $ 137.63 LF Culvert,Concrete,42" D-39 $ 158.42 LF Culvert,Concrete,48" D-40 $ 175.94 LF Culvert,CPP,6" D-41 $ 10.70 LF Culvert,CPP,8" D-42 $ 16.10 LF CulveR,CPP. 12" D-43 $ 20.70 LF Culvert,CPP, 15" D-44 $ 23.00 LF Culvert,CPP. 18" D-45 $ 27.60 LF CulveR,CPP,24" D-46 $ 36.80 LF Culvert,CPP,30" D-47 $ 48.30 LF Culvert,CPP,36" D-48 $ 55.20 LF Ditchin D-49 $ 8.08 CY Flow Dispersal Trench 1,436 base+ D-50 $ 25.99 LF French Drain 3'depth D-51 $ 22.60 LF Geotextile,laid in trench,pol pro lene D-52 $ 2.40 SY Infiltration pond testin D-53 $ 74.75 HR Mid-tank Access Riser,48"dia, 6'deep D-54 $ 1,605.40 Each Pond Overflow S illwa D-55 $ 14.01 SY Restrictor/Oil Separator,12" D-56 $ 1,045.19 Each Restrictor/Oil Separator, 15" D-57 $ 1,095.56 Each Restrictor/Oil Separator,18" D-58 $ 1,146.16 Each Riprap,placed D-59 $ 39.08 CY 10 390.8 Tank End Reducer 36"diameter D-60 $ 1,000.50 Each Trash Rack,12" D-61 $ 211.97 Each Trash Rack,15" D-62 $ 237.27 Each Trash Rack,18" D-63 $ 268.89 Each Trash Rack,21" D-64 $ 306.84 Each Page 7 of 9 SUBTOTAL 390.8 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 11/26I08 li-wks-sbq.xls Report Date: 10/29/2014 Site Improvement Bond Quantity Worksheet Webdate 12102I200a Existing Future Public Private Bond Reduction` Right-of-way Right of Way Improvements 8 Draina e Facilities Quant. Unit Price Unit Quant. Price Quant. Cost Quant. Cost Complete Cost PARKING LOT SURFACING No. 2"AC,2"top course rock&4"borrow PL-1 $ 21.00 SY 2"AC, 1.5" top course 8 2.5"base cou PL-2 $ 28.00 SY 4"select borrow PL-3 $ 4.55 SY 1.5"to course rock&2.5"base course PL-4 $ 11.41 SY UTILITY POLES 8� STREET LIGHTING Utility pole relocation costs must be accompanied by Franchise Utility's Cost Statement Utilit Pole s)Relocation UP-1 Lump Sum Street Li ht Poles w/Luminaires UP-2 $ 2,000.00 Each 3 6,000.00 9 18,000.00 WRITE-IN-ITEMS � (Such as detention/water uali vaults.) No� II W I-1 Each � WI-2 SY WI-3 CY WI-4 LF WI-5 FT WI-6 WI-7 WI-8 � WI-9 wi-i0 SUBTOTAL 6,000.00 18,000.00 I SUBTOTAL(SUM ALL PAGES): 62,795.22 370,381.58 I 30%CONTINGENCY 8 MOBILIZATION: 18,838.57 111,114.47 G RAN DTOTAL: 81,633.79 481,496.05 COLUMN: B C D E Page 8 of 9 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 1 1/26/08 li-wks-sbq.xls Rep�rt I�ate� 10/29/2014 Site Improvement Bond Quantity Worksheet Webdate: 12/02/2008 Original bond computations prepared by: Name: Laura Bartenhagen oace: 10/24/2014 PE Registration Number: 40111 Tel.#: (253)838-6113 F�rm Name: ESM Consulting Engineers, LLC a,ddress: 33400 8th Avenue South, Suite 205 Pro)ect No: U14005653 ROAD IMPROVEMENTS&DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS PERFORMANCE BOND' PUBLIC ROAD 8 DRAINAGE AMOUNT BOND'AMOUNT MAINTENANCE/DEFECT BOND' REQUIRED AT RECORDING OR Stabilization/Erosion Sediment Control(ESC) (A) $ 106,025.3 TEMPORARY OCCUPANCY"` Existing Right-of-Way Improvements (B) $ - Future Public Right of Way 8�Drainage Facilities (C) $ 81,633.8 Private Improvements (D) $ 481,496.1 Calculated Quantity Completed (E) $ - Total Right-of Way and/or Site Restoration Bond'/" (A+B) $ 106,025.3 (First$7,500 of bond"shall be cash.) Performance Bond'Amount (A+B+C+D) = TOTAL (T) $ 669,155.1 T x 0.30 $ 200,746.5 OR inimum on amount is . , Reduced Performance Bond"Total"' (T-E) $ 669,155.1 II Use larger o x a or - �B+C)x Maintenance/Defect Bond'Total 0.25 = $ 20,408.4 NAME OF PERSON PREPARING BOND'REDUCTION: Date: 'NOTE: The word"bond"as used in this document means a financial guarantee acceptable to King County. " NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required. The restoration requirement shall include the total cost for all TESC as a minimum,not a maximum. In addition,corrective work,both on-and off-site needs to be included. Quantities shall reflect worse case scenarios not just minimum requirements. For example,if a salmonid stream may be damaged,some estimated costs for restoration needs to be reflected in this amount. The 30%contingency and mobilization costs are computed in this quantity. �"NOTE: Per KCC 27A,total bond amounts remaining after reduction shall not be less than 30%of the original amount(T)or as revised by major design changes. REQUIRED BOND'AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES Page 9 of 9 Unit prices updated: 02/12/02 Check out the DDES Web site at www.kin_qcountv.qov/permits Version: 11/26/08 li-wks-sbq.xls Report Date: 10/29/2014 10. OPERATIONS AND MAINTENANCE MANUAL The Operations and Maintenance Manual is provided in Appendix D. �o-t APPENDIX A KCRTS Pond Sizing Output Rvlee's Place KCRTS Outnut Pre-Developed Land Use Condition 5.15 C.00 C.000000 Till Forest O.CO 0.00 C.000000 Till Pasture 0.00 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 0.00 0.00 0.000000 Impervious predev.tsf ST 1.000000 Flow Frequency Analysis LogPearson III Coefficients Time Series File:predev.tsf Mean= -0.905 StdDev= 0.233 Project Location:Sea-Tac Skew= -0.144 ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.153 16 2/16/49 22:00 0.346 1 89.50 0.989 0.298 5 3/03/50 16:00 0.327 2 32.13 0.969 0.327 2 2/09/51 18:00 0.310 3 19.58 0.999 0.103 32 1/30/52 9:00 0.303 4 19.08 0.929 0.079 42 1/18/53 19:�0 0.298 5 10.99 0.909 0.115 26 1/06/59 5:00 0.252 6 9.01 0.889 0.203 9 2/07/55 21:00 0.293 7 7.64 0.869 0.173 13 12/20/55 17:00 0.219 8 6.63 0.849 0.135 21 12/09/56 15:00 0.203 9 5.86 O.H29 0.143 20 1/16/58 20:00 0.203 10 5.29 0.809 0.118 24 1/24/59 2:00 0.201 11 9.�5 0.789 0.219 8 11/20/59 21:00 0.175 12 9.34 0.769 0.119 23 2/29/61 15:00 0.173 13 3.99 0.749 0.071 44 1/03/62 2:00 0.169 14 3.70 0.729 0.099 36 11/25/62 19:00 0.158 15 3.94 0.70G � 0.117 25 1/O1/64 18:00 0.153 16 3.22 0.69C 0.083 40 11/30/64 12:00 0.151 17 3.03 0.67� 0.090 38 1/06/66 3:00 0.151 18 2.85 0.65� 0.201 11 1/19/67 19:00 0.197 19 2.70 0.63C 0.119 22 2/03/66 23:00 0.193 20 2.56 0.61C �' 0.116 27 12/03/68 17:00 0.135 21 2.99 0.590 �I 0.099 34 1/13/70 23:00 0.119 22 2.32 0.57C j 0.080 41 12/06/70 8:00 0.119 23 2.22 0.55C 0.243 7 2/28/72 3:00 0.118 29 2.13 0.53� 0.108 29 1/13/73 5:00 0.117 25 2.04 0.51� 0.117 26 1/15/74 2:00 0.117 26 1.96 0.990 0.175 12 12/26/74 23:00 0.116 27 1.89 0.47C 0.108 30 12/03/75 17:00 0.115 28 1.82 0.45C 0.012 50 3/24/77 20:00 0.108 29 1.75 0.43C 0.093 37 12/10/77 17:00 0.108 30 1.70 0.91,_ 0.056 96 2/12/79 8:00 0.105 31 1.64 0.39i_ 0.151 18 12/15/79 8:00 0.103 32 1.59 0.3-G 0.083 39 12/26/80 4:00 0.101 33 1.54 0.35(! 0.151 17 10/06/81 15:00 0.099 34 1.49 0.330 0.147 19 1/05/83 8:00 0.098 35 1.45 0.310 0.098 35 1/29/84 11:00 0.099 36 1.41 0.251 0.097 48 2/11/85 6:00 0.093 37 1.37 0.271 0.252 6 1/18/86 21:00 0.090 38 1.33 0.251 0.203 10 11/29/86 4:00 0.083 39 1.30 0.231 0.077 43 1/19/88 13:00 0.083 40 1.27 0.211 0.049 47 4/05/89 i6:00 0.080 91 1.24 0.191 c.s�6 i 1��5iso ::oo o.��a �z ,.�= o.,�i 0.303 9 4/05/91 2:00 0.077 43 1.18 0.151 0.101 33 1/27/92 1�:00 0.071 49 1.15 0.131 0.105 31 3/23/93 0:00 0.059 95 1.12 0.111 0.029 49 3/03/94 9:00 0.056 96 1.10 0.091 0.158 15 2/19/95 20:00 0.049 97 1.08 0.071 0.310 3 2/09/96 1:00 0.047 98 1.05 0.051 0.169 19 1/02/97 9:00 0.029 99 1.03 0.031 0.059 45 1/07/98 11:00 0.012 50 1.01 0.011 Computed Peaks 0.910 100.00 0.950 Computed Peaks 0.360 50.00 0.980 Computed Peaks 0.310 25.00 0.96G Computed Peaks 0.295 10.00 0.900 Computed Peaks 0.232 8.00 0.87� Computed Peaks 0.196 5.00 0.800 Computed Peaks 0.126 2.OQ 0.500 Computed Peaks 0.083 1.30 0.�3� Developed Land Use Condition C.00 0.00 C.00GC00 Till FGrest 0.00 0.00 0.000000 Till Pasture 2.63 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 2.23 0.00 0.000000 Impervious dev.tsf ST 1.000000 Flow Frequency Analysis LogPearson III Coefficients Time Series File:dev.tsf Mean= -0.136 StdDev= 0.121 Project Location:Sea-Tac Skew= 0.900 ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.765 20 2/16/99 21:00 1.94 1 89.50 0.989 1.39 2 3/03/50 16:00 1.39 2 32.13 0.969 0.810 19 2/09/51 2:00 1.29 3 19.58 0.999 0.566 42 10/15/51 13:00 1.21 9 19.08 0.929 0.565 43 3/24/53 15:00 1.02 5 10.99 0.9Gu 0.704 26 12/19/53 19:00 1.01 6 9.01 0.85° 0.713 29 11/25/54 2:00 0.992 7 �.69 0.869 0.708 25 12/20/55 17:00 0.966 8 6.63 0.849 0.860 13 12/09/56 19:00 0.935 9 5.86 0.629 0.739 22 12/25/57 16:00 0.920 10 5.29 0.809 0.538 96 11/18/58 13:00 0.887 11 4.75 0.789 0.720 23 11/20/59 5:00 0.873 12 4.34 0.769 0.639 34 2/19/61 21:00 0.860 13 3.99 0.749 0.604 39 11/22/61 2:00 0.857 19 3.70 0.729 0.638 33 12/15/62 2:00 0.855 15 3.94 0.709 0.698 27 12/31/63 23:00 0.892 16 3.22 0.690 0.620 37 12/21/64 9:00 0.829 17 3.03 0.6�0 0.633 35 1/05/66 16:00 0.821 18 2.85 0.650 0.966 8 11/13/66 19:00 0.810 19 2.70 0.630 1.02 5 8/24/68 16:00 0.765 20 2.56 0.610 0.580 91 12/03/68 16:00 0.743 21 2.49 0.590 0.640 32 1/13/70 22:00 0.739 22 2.32 0.570 0.620 38 12/06/70 8:00 0.720 23 2.22 0.550 l.�l c �, � , .� �:CC �. _� �_ �.13 0.530 G.556 44 1/13/73 2:00 0.708 25 2.04 0.510 0.697 28 11/28/73 9:00 0.709 26 1.96 0.45G I 0.935 9 12/26/74 23:00 0.698 27 1.89 0.9?0 ' 0.583 40 12/02/75 20:00 0.697 28 1.82 0.950 0.630 36 8/26/77 2:00 0.683 29 1.75 0.930 0.687 11 9/22/78 19:00 0.660 30 1.�0 0.91� 0.743 21 9/08/79 15:00 0.693 31 1.69 0.39C ' 0.842 16 12/14/79 21:00 0.640 32 1.59 0.3?� 0.857 19 11/21/80 11:00 0.638 33 1.59 0.3�� 1.21 4 10/06/81 0:00 0.639 34 1.99 0.33� �.821 18 10/28/82 16:00 0.633 35 1.45 0.310 0.683 29 1/03/84 1:00 0.630 36 1.91 0.291 0.554 95 6/06/85 22:00 0.620 37 1.37 0.2�1 � 0.855 15 1/18/86 16:00 0.620 38 1.33 0.251 ' 0.992 7 10/26/86 0:00 0.604 39 1.30 0.231 ' 0.930 49 1/14/88 0:00 0.583 40 1.27 0.211 0.534 47 8/21/89 17:00 0.560 91 1.29 0.191 1.49 1 1/09/90 6:00 0.566 92 1.21 0.171 1.29 3 11/24/90 8:00 0.565 93 1.18 0.151 C.660 30 1/27/92 15:00 0.556 99 1.15 0.131 �.401 50 12/10/92 6:00 0.559 95 1.12 0.111 �.466 98 11/30/93 22:00 0.538 96 1.10 0.091 0.693 31 11/30/94 9:00 0.539 97 1.08 0.071 0.920 10 2/08/96 10:00 0.966 98 1.05 0.051 0.824 17 1/02/97 6:00 0.430 99 1.03 0.031 0.873 12 10/09/97 15:00 0.401 50 1.01 0.011 �omputed Peaks 1.52 100.00 0.990 �omputed Peaks 1.38 50.00 0.980 �omputed Peaks 1.24 25.00 0.960 �omputed Peaks 1.06 10.00 0.900 Computed Peaks 1.02 8.00 0.875 Computed Peaks 0.919 5.00 0.800 Computed Peaks 0.719 2.00 0.500 Computed Peaks 0.590 1.30 0.231 15 Minute Flow Frequency Analysis Fiow Frequency Analys�s LogPearson III Coefficients Time Series File:devl5.tsf Mean= 0.139 StdDev= 0.179 �roject Location:Sea-Tac Skew= 1.428 ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- rlow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 1.97 9 2/16/95 17:95 5.88 1 89.50 0.989 2.72 5 3/03/50 15:00 3.92 2 32.13 0.969 1.05 38 10/08/50 4:15 2.98 3 19.58 0.999 1.30 25 10/17/51 7:15 2.79 9 19.08 0.929 0.908 95 9/30/53 3:00 2.72 5 10.99 0.909 1.08 35 12/19/53 17:30 2.08 6 9.01 0.869 r�,ggl 46 il/25/54 1:00 2.08 7 7.69 0.869 �.29 27 10/09/55 10:00 2.09 8 6.63 0.849 1.37 19 12/09/56 12:45 1.97 9 5.86 0.829 1.23 31 1/16/58 10:00 1.61 10 5.29 0.809 1.50 19 10/18/58 19:95 1.57 11 4.75 0.789 1.57 11 10/10/59 22:00 1.56 12 4.39 0.769 1.39 21 2/14/61 20:15 1.53 13 3.99 0.749 1.03 90 8/04/62 13:15 1.50 14 3.70 0.729 1.06 36 12/O1/62 20:15 1.95 15 3.44 0.709 � G.?95 99 6/05/69 15:00 1.93 16 3.22 0.690 ' 1.27 28 4/20/65 19:30 1.39 1� 3.03 0.670 ' 0.823 98 1/�5%60' 15:00 _.38 18 �.85 O.ESG I ;.9� "_5 il%"_3/6n 1?:95 l.s? 1: �.�0 0.630 2.98 3 8/24/68 15:00 1.39 20 2.56 0.610 1.27 29 10/20/68 12:00 1.34 21 2.94 0.590 0.757 50 1/13/70 20:95 1.34 22 2.32 0.570 0.921 43 12/06/70 7:00 1.33 23 2.22 0.550 2.09 8 12/08/71 17:15 1.31 29 2.13 0.530 1.05 37 9/18/73 9:30 1.30 25 2.04 0.510 1.39 20 11/28/73 8:00 1.30 26 1.96 0.990 1.33 23 8/17/75 23:00 1.29 27 1.89 0.970 0.977 92 10/29/75 7:00 1.27 28 1.82 0.450 0.838 97 8/26/77 1:00 1.27 29 1.75 0.930 1.53 13 9/17/78 1:00 1.24 30 1.70 0.910 2.08 6 9/08/79 13:95 1.23 31 1.69 0.390 1.61 10 12/14/79 20:00 1.22 32 1.59 0.370 1.39 17 9/21/B1 8:00 1.19 33 1.54 0.350 3.42 2 10/05/81 22:15 1.09 34 1.99 0.330 1.31 24 10/28/82 16:00 1.08 35 1.95 0.310 1.03 39 1/02/89 23:95 1.06 36 1.91 0.291 0.921 49 6/06/85 21:15 1.05 37 1.37 0.271 1.38 18 10/27/85 10:95 1.05 38 1.33 0.251 1.56 12 10/25/86 22:95 1.03 39 1.30 0.231 1.22 32 5/13/88 17:30 1.03 40 1.27 0.211 1.19 33 8/21/89 16:00 1.01 41 1.24 0.191 2.08 7 1/09/90 5:30 0.977 42 1.21 0.171 1.39 22 4/03/91 20:15 0.921 43 1.18 0.151 1.01 91 1/27/92 15:00 0.921 99 1.15 0.131 1.24 30 6/09/93 12:15 0.908 95 1.12 0.111 1.09 34 11/17/93 16:45 0.881 96 1.10 0.091 1.30 26 6/05/95 17:00 0.838 47 1.08 0.071 1.93 16 5/19/96 11:30 0.823 98 1.05 0.05= 5.88 1 12/29/96 11:45 0.795 99 1.03 0.03= 2.79 9 10/04/57 19:15 0.757 50 1.01 0.01: Computed Peaks 5.08 100.00 0.99u Computed Peaks 4.09 50.00 0.980 Computed Peaks 3.20 25.00 0.960 Computed Peaks 2.32 10.00 0.900 Computed Peaks 2.18 8.00 0.875 Computed Peaks 1.80 5.00 0.800 Computed Peaks 1.29 2.00 0.500 Ccmputed Peaks �:.00 1.30 0.231 Bypass Land Use Condition 0.00 0.00 O.��UOOC Til�� Forest 0.00 0.00 0.000000 Till Pasture 0.08 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Eorest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 0.21 0.00 0.000000 ImpervioLs dev.tsf ST 1.000000 Flow Frequer.c, Analysis LoqFearson =II Ceef_"cients Time Series File:bypass.tsf Mean= -1.231 StdDev= 0.109 Project Location:Sea-Tac Skew= 0.475 ---Annual Peak Flow Rates--- -----Flow Erequency Analysis------- Elow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.060 21 2/16/4° 21:00 0.102 1 89.50 0.989 0.�9� _ 310�.��0 -6:��J 0.�5� _ ��. _3 0.5'c� u.��o �� ,-si _:�o .,.oG� � iu.ss �.�9G 0.049 40 10/15/51 13:00 0.094 9 14.08 0.92° 0.046 93 3/29/53 15:00 0.085 5 10.99 0.909 0.056 27 12/19/53 19:00 0.084 6 9.01 0.889 0.058 23 11/25/54 2:00 0.077 7 7.69 O.SE9 0.057 24 11/18/55 15:00 0.076 8 6.63 0.849 0.066 15 12/09/56 14:00 0.079 9 5.86 0.829 0.059 22 12/25/57 16:00 0.070 10 5.29 0.8C9 0.044 47 11/18/58 13:00 0.069 11 4.75 0.789 0.056 25 11/20/59 5:00 0.069 12 9.34 0.76° 0.050 36 2/19/61 21:00 0.068 13 3.99 0.'795 �.050 37 11/22/61 2:00 0.067 19 3.70 0.729 0.050 39 12/15/62 2:00 0.066 15 3.49 0.709 0.056 26 12/31/63 23:00 0.066 16 3.22 0.690 0.051 34 12/21/69 9:00 0.065 17 3.03 0.6�C 0.051 35 1/05/66 16:00 0.069 18 2.65 0.650 0.077 7 11/13/66 19:00 0.063 19 2.70 0.630 0.084 6 8/24/68 16:00 0.060 20 2.56 0.610 �.046 99 12/03/68 16:00 0.060 21 2.44 0.590 0.051 33 1/13/70 22:00 0.059 22 2.32 0.570 i 0.099 91 12/05/70 9:00 0.058 23 2.22 0.550 0.074 9 2/27/72 7:00 0.057 24 2.13 0.530 0.095 96 1/13/73 2:00 0.056 25 2.09 0.510 0.053 30 11/28/73 9:00 0.056 26 1.96 0.990 0.070 10 12/2E/79 23:00 0.056 27 1.89 0.970 �.046 45 12/02/75 20:00 0.055 28 1.82 0.450 �.055 28 8/26/77 2:00 0.054 29 1.75 0.930 0.0�6 8 9/17/78 2:00 0.053 30 1.70 0.410 0.067 14 9/08/79 15:00 0.053 31 1.69 0.390 u.065 17 12/14/79 21:00 0.053 32 1.59 0.370 U.069 11 11/21/80 11:00 0.051 33 1.59 0.350 0.095 3 10/06/B1 0:00 0.051 34 1.99 0.330 0.069 12 10/28/82 16:00 0.051 35 1.95 0.310 0.054 29 1/03/89 1:00 0.050 36 1.91 0.291 0.096 92 6/06/85 22:00 0.050 37 1.37 0.2?1 0.069 18 1/18/86 16:00 0.050 38 1.33 0.251 0.085 5 10/26/86 0:00 0.050 39 1.30 0.231 0.039 49 11/11/87 0:00 0.049 90 1.2� 0.211 0.050 38 8/21/89 17:00 0.049 91 1.29 0.191 0.102 1 1/09/90 6:00 0.048 92 1.21 0.171 0.099 9 11/24/90 8:00 0.046 93 1.18 0.151 0.053 32 1/27/92 15:00 0.046 44 1.15 0.131 �.036 50 11/O1/92 16:00 0.096 45 1.12 0.111 0.091 98 11/30/93 22:00 0.095 46 1.10 0.091 0.053 31 11/30/94 9:00 0.049 47 1.08 0.071 0.066 16 2/08/96 10:00 0.091 98 1.05 0.051 0.063 19 1/02/97 6:00 0.039 99 1.03 0.031 0.068 13 10/04/97 15:00 0.036 50 1.01 0.011 CoT:puted Peaks 0.111 100.00 0.990 Computed Peaks 0.102 50.00 0.980 Computed Peaks 0.093 25.00 0.960 Computed Peaks 0.081 10.00 0.900 Computed Peaks 0.078 8.00 0.875 Computed Peaks 0.071 5.00 0.800 Computed Peaks 0.058 2.00 0.500 Computed Peaks 0.049 1.30 0.231 Detention Pond Facility Retention/Detention Facility Type of Facility: Detention Pond Side Slope: 2.00 H:lV Pond Bottom Length: 154.00 ft Pond Bottom Width: 45.00 ft Pond Bottom Area: 6930. sq. ft Top Area at 1 ft. FB: 13032. sq. `t 0.299 acres Effective Storage Depth: 5.75 ft Stage 0 Elevation: 0.00 ft Storage Volume: 59020. cu. _`_ 1.290 ac-�t Riser Head: 5.75 ft ' Riser Diameter: 18.00 inches Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 1.00 0.065 2 9.30 2.13 0.147 6.0 3 9.75 1.88 0.095 9.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolatior. Surf Area � (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) (sq. ft) 0.00 0.00 0. 0.000 0.000 0.00 6930. 0.01 0.01 69. 0.002 0.003 0.00 6938. 0.02 0.02 139. 0.003 0.004 0.00 6996. 0.03 0.03 208. 0.005 0.005 0.00 6954. 0.04 0.04 278. 0.006 0.006 0.00 6962. 0.05 0.05 398. 0.008 0.006 0.00 6970. 0.06 O.OE 917. 0.010 0.007 0.00 6978. 0.07 0.07 987. 0.011 0.007 0.00 6986. 0.08 0.08 557. 0.013 0.008 0.00 6999. 0.09 0.09 627. 0.014 0.008 0.00 7002. 0.21 0.21 1973. 0.039 0.012 0.00 7096. 0.32 0.32 2259. 0.052 0.015 0.00 7186. 0.43 0.93 3054. 0.070 0.018 0.00 7275. 0.59 0.59 3859. 0.089 0.020 0.00 7365. 0.66 0.66 9749. 0.109 0.022 0.00 �962. 0.77 0.77 5575. 0.128 0.029 0.00 �552. 0.69 0.88 6410. 0.197 0.025 0.00 7643. 1.00 1.00 7333. 0.168 0.027 0.00 7742. 1.11 1.11 8190. 0.188 0.029 0.00 7833. 1.22 1.22 9057. 0.208 0.030 0.00 7925. 1.33 1.33 9939. 0.228 0.031 0.00 8017. 1.95 1.95 10902. 0.250 0.033 0.00 8118. 1.56 1.56 11800. 0.271 0.034 0.00 8211. 1.67 1.67 12708. 0.292 0.035 0.00 8304. 1.78 1.78 13627. 0.313 0.036 0.00 8398. 1.90 1.90 14690. 0.336 0.037 0.00 8500. 2.01 2.01 15581. 0.358 0.038 0.00 8595. 2.12 2.12 16531. 0.380 0.040 0.00 8689. 2.24 2.24 17580. 0.904 0.041 0.00 8793. 2.35 2.35 18553. 0.926 0.042 0.00 8889. 2.46 2.96 19536. 0.948 0.043 0.00 8985. 2.57 2.57 20529. 0.471 0.049 0.00 9081. 2.69 2.69 21625. 0.996 0.044 0.00 9187. 2.80 2.60 22691. 0.520 0.045 0.00 9284. 2.91 2.91 23668. 0.543 0.046 0.00 9382. 3.03 3.03 24800. 0.569 0.097 0.00 9989. 3.19 3.14 25849. 0.593 0.098 0.00 9567. 3.25 3.25 26909. 0.618 0.099 0.00 9686. 3.36 3.36 27980. 0.642 0.050 0.00 9785. 3.98 3.98 29161. 0.669 0.051 0.00 9899. � 3.59 3.59 30255. 0.695 0.051 0.00 9999. �� 3.70 3.70 31360. 0.720 0.052 0.00 10099. 3.81 3.81 32476. 0.796 0.053 0.00 10195. 3.93 3.93 33706. 0.7�9 0.059 0.00 10305. 9.09 4.04 39895. 0.800 0.055 0.00 10407. 9.15 4.15 35995. 0.826 0.055 0.00 10509. 4.27 4.27 37263. 0.855 0.056 0.00 10621. 4.30 9.30 37582. 0.863 0.056 0.00 10699. 4.32 9.32 37795. 0.868 0.057 0.00 10667. 4.34 9.34 38009. 0.873 0.061 0.00 10686. 4.37 9.37 38330. 0.880 0.067 0.00 10714. 4.39 9.39 38544. 0.885 0.075 0.00 10733. 4.91 4.41 38759. 0.890 0.085 0.00 10752. 9.43 4.43 38974. 0.895 0.097 0.00 10770. 9.45 4.45 39190. 0.900 0.105 0.00 10789. 9.48 4.98 39519. 0.907 0.109 0.00 10817. 9.50 4.50 39731. 0.912 0.112 0.00 10836. 9.61 4.61 90928. 0.990 0.127 0.00 10940. 9.72 4.72 92137. 0.967 0.139 0.00 11049< 4.75 4.75 92469. 0.975 0.141 0.00 11072. 4.77 4.77 92691. 0.980 0.149 0.00 11091. 4.79 9.79 42913. 0.985 0.148 0.00 11110. 4.81 9.81 43135. 0.990 0.153 0.00 11129. 4.83 9.83 43358. 0.995 0.160 0.00 11198. 4.85 9.85 43581. 1.000 0.168 0.00 11167. 4.87 9.87 43604. 1.006 0.178 0.00 11186. 4.89 9.89 44028. 1.011 0.188 0.00 11205. 9.91 9.91 49253. 1.016 0.193 0.00 11224. 5.02 5.02 45993. 1.049 0.214 0.00 11329. 5.13 5.13 96745. 1.073 0.232 0.00 11435. 5.29 5.29 98009. 1.102 0.298 0.00 11540. 5.36 5.36 99400. 1.139 0.263 0.00 11656. 5.47 5.97 50689. 1.169 0.277 0.00 11763. 5.58 5.58 51988. 1.193 0.290 0.00 11870. 5.70 5.70 53420. 1.226 0.302 0.00 11987. 5.75 5.75 54020. 1.290 0.308 0.00 12036. 5.85 5.85 55229. 1.268 0.780 0.00 12139. 5.95 5.95 56997. 1.296 1.630 0.00 12233. E.05 6.05 57675. 1.324 2.740 0.00 12331. 6.15 6.15 58913. 1.352 4.090 0.00 12931. 6.25 6.25 60161. 1.381 5.520 0.00 12530. 6.35 6.35 61919. 1.910 6.960 0.00 12630. 6.45 6.95 62687. 1.939 7.490 0.00 12730. 6.55 6.55 63965. 1.968 7.990 0.00 12830. 6.65 6.65 65253. 1.998 8.460 0.00 12931. 6.75 6.75 66552. 1.528 8.910 0.00 13032. 6.85 6.85 67860. 1.558 9.330 0.00 13133. 6.95 6.95 69178. 1.588 9.730 0.00 13235. ?.05 7.05 7050�. 1.619 10.120 0.00 13337. ?.15 7.15 71846. 1.699 10.500 0.00 13439. 7.25 7.25 73195. 1.680 10.860 0.00 13592. I 7.35 7.35 74559. 1.712 11.200 0.00 13645. 7.95 7.45 75929. 1.793 11.540 0.00 13748. �.55 7.55 77309. 1.�75 11.870 0.00 13852. 7.65 �.65 78699. 1.B07 12.190 0.00 13956. Hyd Inflow Outflow Peak Storage Stage Elev (Cu-Ft) (Ac-Ft} 1 0.81 0.33 5.75 5.75 59070. 1.241 2 0.92 0.29 5.59 5.59 52105. 1.196 3 1.94 0.27 5.41 5.91 50039. 1.149 9 0.82 0.24 5.21 5.21 47709. 1.095 5 0.�2 0.29 5.19 5.19 47405. 1.088 6 0.99 0.21 9.98 9.98 45032. 1.039 7 0.86 0.05 3.78 3.78 32128. 0.738 8 0.64 0.06 9.35 4.35 38139. 0.876 Hyd R/D Facility Tributary Reservoir POC Outflow Outflow Inflow Inflow Target Calc 1 0.33 0.06 ******** ******* 0.34 2 0.29 0.07 }******* 0.31 0.32 3 0.27 0.10 ******** ******* 0.31 9 0.24 0.06 ******** ******* 0.27 5 0.29 0.06 ******** ******* 0.26 6 0.21 0.09 ++****�* ******* �.22 7 0.05 0.07 ******** ******* 0.10 8 0.06 0.05 ******** ******* 0.09 ---------------------------------- Route Time Series through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:rdout POC Time Series File:dsout Inflow/Outflow Analysis Peak Inflow Discharge: 1.94 CFS at 6:00 on Jan 9 in 1990 Peak Outflow Discharge: 0.328 CFS at 20:00 on Feb 9 in 1951 Peak Reservoir Stage: 5.75 Ft Peak Reservoir Elev: 5.75 Ft Pea'�: Reservoir Storage: 54070. Cu-Ft . 1.291 Ac-Ft F.dd ?ime Series:bypass.tsf Peak Summed Discharge: 0.342 CFS at 20:00 on Feb 9 in 1951 Point of Compliance File:dsout.tsf Flow Frequency Analysis LogPearson III Coefficients Time Series File:rdout.tsf Mean= -1.058 StdDev= 0.291 Project Location:Sea-Tac Skew= 0.591 ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Fiow Rate Rank Time of Peak - - Peaks - - Rank Return Prob i�FS) (CFS) (ft) Period 0.051 38 2/22/99 23:00 0.328 5.75 1 89.50 0.989 0.129 16 1/22/50 6:00 0.291 5.59 2 32.13 0.969 0.328 1 2/09/51 20:00 0.270 5.41 3 19.58 0.949 0.046 42 2/04/52 9:00 0.259 5.33 9 19.08 0.929 0.106 22 1/31/53 11:00 0.249 5.25 5 10.99 0.909 0.059 32 1/07/59 21:00 0.249 5.21 6 9.01 0.889 �.051 37 2/09/55 5:00 0.290 5.19 7 7.64 0.869 �.209 10 1/06/56 10:00 0.239 5.18 8 6.63 0.899 J.053 35 3/10/57 5:00 0.206 9.98 9 5.86 0.829 0.061 25 1/17/58 18:00 0.204 9.97 10 5.29 0.809 0.051 36 1/27/59 1:00 0.156 9.82 11 9.75 0.789 U.290 7 11/21/59 3:00 0.154 9.81 12 9.39 0.769 0.138 19 11/24/60 11:00 0.140 9.73 13 3.99 0.749 � u.045 45 12/24/61 ?:00 0.13� 9.?1 14 3.?0 0.729 �� G.Ob3 24 l�/30;C2 �G:�� 0.1�9 4.c'� 1� 3.44 0.709 0.125 17 11/19/63 10:00 0.129 4.63 16 3.22 0.690 0.140 13 12/O1/69 8:00 0.125 4.59 17 3.03 0.6?0 0.055 29 1/07/66 5:00 0.117 4.59 18 2.85 0.650 0.117 18 12/15/66 7:00 0.111 4.49 19 2.70 0.63G 0.054 33 1/21/68 1:00 0.110 4.49 20 2.56 0.610 0.055 30 12/11/68 11:00 0.110 9.96 21 2.44 0.590 0.110 20 1/27/70 3:00 0.106 4.95 22 2.32 0.5�0 0.055 31 12/07/70 18:00 0.103 4.95 23 2.22 0.55G 0.259 9 3/06/72 21:00 0.063 4.35 24 2.13 0.530 0.156 11 12/26/72 6:00 0.061 9.34 25 2.09 0.510 0.059 26 1/18/79 20:00 0.059 4.33 26 1.96 0.490 0.051 39 1/14/75 17:00 0.056 4.27 27 1.89 0.470 0.053 39 12/09/75 16:00 0.055 9.15 28 1.82 0.450 0.038 50 8/26/77 8:00 0.055 9.11 29 1.75 0.430 0.111 19 12/15/77 19:00 0.055 9.04 30 1.70 0.410 � 0.092 98 2/13/79 13:00 0.055 9.02 31 1.69 0.390 0.239 8 12/17/79 20:00 0.054 3.96 32 1.59 0.370 0.055 28 12/31/80 1:00 0.054 3.91 33 1.54 0.350 0.159 12 10/06/81 20:00 0.053 3.85 39 1.49 0.330 �.056 27 1/08/83 6:00 0.053 3.78 35 1.45 0.310 0.095 94 12/13/83 8:00 0.051 3.61 36 1.41 0.291 G.096 93 11/09/84 9:00 0.051 3.59 37 1.37 0.271 0.103 23 1/19/86 11:00 0.051 3.51 38 1.33 0.251 0.206 9 11/29/8E 8:00 0.051 3.45 39 1.30 0.231 0.098 90 12/10/87 9:00 0.048 3.18 90 1.27 0.211 0.044 46 11/06/88 1:00 0.047 3.03 91 1.29 0.191 0.270 3 1/09/90 13:00 0.046 2.89 92 1.21 0.171 0.249 5 11/29/90 16:00 0.046 2.89 93 1.18 0.151 0.110 21 1/31/92 6:00 0.045 2.82 94 1.15 0.131 0.044 47 1/26/93 7:00 0.045 2.77 95 1.12 0.111 0.040 49 2/18/94 0:00 0.094 2.73 46 1.10 0.091 0.134 15 12/27/94 8:00 0.049 2.57 97 1.08 0.071 0.291 2 2/09/96 9:00 0.042 2.39 98 1.05 0.051 0.244 6 1/02/97 12:00 0.040 2.11 99 1.03 0.031 0.047 41 1/25/98 1:00 0.038 2.03 50 1.01 0.011 Computed Peaks o.538 5.80 100.00 0.990 Computed Peaks 0.416 5.77 50.00 0.980 Computed Peaks 0.317 5.75 25.00 0.960 Computed Peaks 0.212 5.01 10.00 0.900 Computed Peaks 0.195 4.92 8.00 0.875 Computed Peaks 0.150 4.80 5.00 0.800 Computed Peaks 0.082 4.40 2.00 0.500 Ccmputed Peaks 0.052 3.70 1.30 0.231 Flow Frequency Analysis LogPearson III Coefficients Time Series File:dsout.tsf Mean= -0.908 StdDev= 0.201 Project Location:Sea-Tac Skew= 0.839 ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.097 31 2/16/99 21:00 0.392 1 89.50 0.989 0.195 16 1/22/50 3:00 0.319 2 32.13 0.969 0.392 1 2/09/51 20:00 0.308 3 19.58 0.999 0.078 94 1/30/52 8:00 0.286 4 14.08 0.929 0.114 22 1/31/53 10:00 0.275 5 10.99 0.909 0.092 34 12/19/53 19:00 0.269 6 9.01 0.889 0.101 28 11/25/54 2:00 0.262 7 7.64 0.869 0.219 9 1/06/56 9:00 0.257 8 6.63 0.899 0.104 26 12/09/56 19:00 0.219 9 5.8E 0.829 0.097 32 1/16/58 11:00 0.219 10 5.24 0.809 0.092 35 1/26/59 20:00 0.166 11 4.75 0.789 0.262 7 11/21/59 1:00 0.164 12 4.34 0.769 0.160 13 11/29/60 8:00 0.160 13 3.99 0.749 ' 0.075 97 12/22/61 17:00 0.155 14 3.70 0.729 0.089 39 11/30/62 12:00 0.146 15 3.94 0.709 0.138 17 11/19/63 15:00 0.145 16 3.22 0.690 0.155 14 12/O1/64 6:00 0.138 17 3.03 0.670 0.098 30 1/05/66 16:00 0.131 18 2.85 0.650 0.131 18 12/15/66 5:00 0.119 19 2.70 0.630 0.106 25 8/29/68 16:00 0.119 20 2.56 0.610 O.OB6 90 12/03/68 16:00 0.117 21 2.99 0.590 0.119 19 1/27/70 1:00 0.119 22 2.32 0.570 0.093 33 12/06/70 B:00 0.111 23 2.22 0.550 0.286 4 3/06/72 19:00 0.110 29 2.13 0.530 0.166 11 12/26/72 5:00 0.106 25 2.04 0.510 0.091 36 11/11/73 17:00 0.104 26 1.96 0.990 G.110 24 12/26/74 23:00 0.102 27 1.89 0.970 0.085 92 12/02/75 20:00 0.101 28 1.82 0.950 0.090 38 8/26/77 2:00 0.098 29 1.75 0.930 0.119 20 12/15/77 17:00 0.098 30 1.70 0.910 0.077 95 9/OB/79 15:00 0.097 31 1.69 0.390 0.257 8 12/17/79 19:00 0.097 32 1.59 0.370 0.102 27 11/21/80 11:00 0.093 33 1.59 0.350 0.169 12 10/06/81 16:00 0.092 39 1.49 0.330 0.091 37 10/28/82 16:00 0.092 35 1.45 0.310 0.086 41 1/03/84 1:00 0.091 36 1.41 0.291 0.073 48 11/03/84 2:00 0.091 37 1.37 0.271 �.111 23 1/18/86 16:00 0.090 38 1.33 0.251 �.219 10 11/24/86 7:00 0.089 39 1.30 0.231 �.076 96 12/09/87 1E:00 0.086 40 1.27 0.211 �.082 93 11/05/88 14:00 0.086 41 1.24 0.191 �.308 3 1/09/90 9:00 0.085 42 1.21 0.171 C.275 5 11/24/90 14:00 0.082 43 1.18 0.151 0.117 21 1/31/92 5:00 0.0�8 44 1.15 0.131 C.065 49 3/22/93 22:00 0.0�7 45 1.12 0.111 0.069 50 11/30/S3 22:00 0.076 46 1.10 0.091 0.196 15 12/27/94 5:00 0.075 47 1.08 0.071 0.319 2 2/09/96 1:00 0.073 48 1.05 0.051 0.269 6 1/02/97 9:00 0.065 99 1.03 0.031 0.098 29 10/04/97 15:00 0.069 50 1.01 0.011 Con�puted Peaks 0.475 100.00 0.990 Computed Peaks 0.387 50.00 0.980 Computed Peaks 0.312 25.00 0.960 Computed Peaks 0.229 10.00 0.900 Computed Peaks 0.215 8.00 0.875 Computed Peaks 0.177 5.00 0.800 Computed Peaks 0.116 2.00 0.500 C�T:puted Peaks 0.086 1.30 0.231 Flow Duration from Time Series Eile:rdout.tsf Cutoff Count Frequency CDF Exceedence Probability �FS `s � $ 0.005 215667 95.239 49.239 50.761 0.508E+00 0.014 66663 15.220 69.459 35.591 0.355E+00 0.023 50521 11.534 75.993 29.007 0.290E+00 0.032 93441 9.918 85.911 19.089 0.191E+00 0.091 31555 7.204 93.116 6.889 0.688E-01 0.051 19709 9.999 97.614 2.386 0.239E-01 0.060 8450 1.929 99.544 0.456 0.456E-02 0.069 370 0.084 99.628 0.372 0.372E-02 0.078 176 0.040 99.668 0.332 0.332E-02 0.088 130 0.030 99.698 0.302 0.302E-02 0.097 89 0.019 99.717 0.263 0.283E-02 0.106 138 0.032 99.749 0.251 0.251E-02 n.115 235 0.055 99.803 0.19� 0.197E-02 0.129 194 0.044 99.E47 0.153 0.153E-02 0.134 140 0.032 99.879 0.121 0.121E-0� 0.193 170 0.039 99.918 0.082 0.817E-0� 0.152 46 0.011 99.929 0.071 0.�12E-0� 0.161 32 0.007 99.936 0.064 0.639E-0: 0.170 22 0.005 99.991 0.059 0.589E-0� 0.180 17 0.009 99.995 0.055 0.550E-C� 0.189 17 0.004 99.999 0.051 0.511E-C� 0.198 26 0.006 99.955 0.095 0.452E-�3 0.20� 33 0.008 99.962 0.038 0.377E-C3 �.216 25 0.006 99.968 0.032 0.320E-G3 �.226 22 0.005 99.973 0.027 0.269E-03 0.235 25 0.006 99.979 0.021 0.212E-03 0.294 2� 0.006 99.985 0.015 0.151E-G3 0.253 18 0.004 99.989 0.011 0.110E-G� 0.262 19 0.003 99.992 0.008 0.776E-09 0.272 10 0.002 99.995 0.005 0.598E-04 0.281 6 0.001 99.996 0.004 0.911E-09 0.290 7 0.002 99.997 0.003 0.251E-09 0.299 6 0.001 99.999 0.001 0.119E-04 0.308 4 0.001 100.000 0.000 0.228E-05 0.318 0 0.000 100.000 0.000 0.228E-05 0.327 0 0.000 100.000 0.000 �.�28E-�5 Fiow Duration from Time Series File:dsout.tsf ��off Count Frequency CDF Exceedence Probabilit�s; CFS % � a 0.005 215999 99.200 49.200 50.800 0.508E+00 0.014 65208 19.888 64.087 35.913 0.359E+00 0.024 99815 11.373 75.961 29.539 0.295E+00 I 0.034 93059 9.831 85.291 14.709 0.147E+00 �� 0.043 31E�9 7.232 92.523 7.477 0.798E-01 �, 0.053 20766 4.791 97.269 2.736 0.274E-01 '� 0.062 8071 1.893 99.107 0.893 0.893E-02 I 0.072 1586 0.362 99.469 0.531 0.531E-02 C.082 600 0.137 99.606 0.394 0.399E-02 0.091 282 0.069 99.670 0.330 0.330E-02 ' 0.101 152 0.035 99.705 0.295 0.295E-02 0.111 178 0.041 99.745 0.255 0.255E-02 0.120 217 0.050 99.795 0.205 0.205E-02 0.130 19� 0.045 99.840 0.160 0.160E-02 0.139 155 0.035 99.875 0.125 0.125E-02 0.149 157 0.036 99.911 0.089 0.888E-03 0.159 55 0.013 99.924 0.076 0.763E-03 0.168 39 0.009 99.933 0.067 0.674E-03 0.178 23 0.005 99.938 0.062 0.621E-03 0.187 25 0.006 59.994 0.056 0.564E-03 0.197 21 0.005 99.998 0.052 0.516E-03 0.207 27 0.006 99.955 0.045 0.954E-03 �.216 26 0.006 99.961 0.039 0.395E-03 0.226 26 0.006 99.966 0.034 0.336E-03 0.235 22 0.005 99.971 0.029 0.285E-03 0.295 29 0.005 99.977 0.023 0.231E-03 0.255 29 0.005 99.982 0.018 0.176E-03 0.264 20 0.005 99.987 0.013 0.130E-03 0.274 19 0.003 99.990 0.010 0.982E-04 0.283 19 0.003 99.993 0.007 0.662E-04 0.293 8 0.002 99.595 0.005 0.479E-04 0.303 5 0.001 99.996 0.009 0.365E-04 0.312 6 0.001 99.998 0.002 0.228E-04 0.322 6 0.001 99.999 0.001 0.913E-05 �.331 1 0.000 99.999 0.001 0.665E-05 u.341 2 0.000 100.000 0.000 0.228E-05 �o.,xn-o..�.m�,a�.r�Kcnn .�.�� -- -------_.----------- - -----------------_----- a -----��--- . . � rdout.dr '- dso:a.dur • te-qetCur � 16=�._ -��_� �n R 0 �'�`� n_ � V �k� I � w !, I m o �� I a O �� 'a. aoo t.� o t t� � a � ~-�-- �-��__ O ~��Y O 0 ��-0 ��S �� z �� Q� P�oOebily EmeadeiKe D'sration Comparison Anaylsis Base File: predev.tsf New File: dsout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New �Change Probability Base New %Change 0.063 � O.10E-01 0.88E-02 -12.2 � O.10E-01 0.063 0.061 -2.6 0.089 � 0.51E-02 0.37E-02 -28.1 � 0.51E-02 4.089 0.073 -13.5 0.106 � 0.29E-02 0.26E-02 -5.9 I 0.29E-02 0.106 0.102 -4.3 0.128 � 0.1�E-02 0.17E-02 -3.9 I 0.17E-02 0.128 0.127 -1.1 0.150 ( 0.11E-02 0.88E-03 -18.3 I 0.11E-02 0.150 0.194 -4.0 0.172 � 0.66E-03 0.65E-03 -1.7 � 0.66E-03 0.172 0.169 -1.5 0.193 � 0.49E-03 0.53E-03 20.1 � 0.94E-03 0.193 0.209 7.9 0.215 � 0.30E-03 0.40E-03 31.6 I 0.30E-03 0.215 0.231 7.6 0.237 � 0.21E-03 0.28E-03 30.1 I 0.21E-03 0.237 0.298 4.5 0.259 � 0.11E-03 0.15E-03 32.0 I 0.11E-03 0.259 0.268 3.6 0.281 � 0.59E-09 0.75E-04 26.9 I 0.59E-09 0.281 0.286 2.1 0.302 I 0.32E-09 0.39E-04 21.4 I 0.32E-09 0.302 0.306 1.9 0.324 � 0.68E-05 0.68E-05 0.0 I 0.68E-05 0.329 0.332 2.3 0.346 � 0.23E-05 O.00E+00 -100.0 I 0.23E-05 0.396 0.392 -1.2 i�1a�;imum positive excursion = 0.016 cfs ( 8.0�) occurring at 0.196 cfs on the Base Data:predev.tsf and at 0.212 cfs on the New Data:dsout.tsf t•laximum negative excursion = 0.013 cfs (-14.3�) occurring at o.091 cfs on the Base Data:predev.tsf and at 0.078 cfs on the New Data:dsout.tsf APPENDIX B Geotechnical Report Earth Solutions NW, LLC � ,; ,. � .� �� :� : �� - , _ . ,. ,, , , „ . : . � , �. , 't � �?,j`�y` y'�y�'4� '• � ,,�,? '� .T'!• ��, �. ��w 7 ��-.� �'1.� ... ��rvy� ."� :*!aY_�`.'�.�Or'Y��. •� .1 ,~ ,�. �. �� _r .' '�sr x' •� tj *. .��, , .��.� �_w'1�� 7-S l��'�� . , ` �' "•^'k'. -'►:T i� �� '' r ��1� � :/. � �: ��' .�f 'l !�Tj' .+Y. y•�'. ' ' ��.'• ,,��`S_ 1't•.�]��:�y�i{� !�_�� ' N�� .r y'• �t "• `�t;:�'+t�`t • _��,.�g��; , '_ ''{ -a��.}#� .�.Y �` M ri , , .�y'u'YS"�J�r.-'� v�`' � ' f !a ' , "' • ��'�+. _ � ., � !�i- ti-7�_�'. `T T��f � , . •�� - Geotechnical Engineerin�_ � •�f1 * � � Geolo�. ' ��„ ��.° - Environmental Scientist� ��' r `� V,,' Construction Monitorin,_ ti� _ c . ':� � . .y -�� , _ ..',,'.., , +�i,; , �. � i 4 4 � t r I } I • y ' � x'i d J �,j _.t. •; r � '` �y ��11�r ' •` f ♦ '� .� I L � 1�`', "...�� - �� ', .� - ,� - f A. ..'-`�i�� . .`. ' i , . � �� ' ' •°' � _ '.� ,t Y �� . . 'L'ia,i.,. .. . �` ` �w :\,'. ! "T' �� '`i�� _ - ,�'� . • ._ � i ic�1 � ',H � j� 't- � y�' . . F ..a-,J�•• j �. ,r r,ri r� .� �.'�-�-r _,ti,.,,"�.I �: � , . y ' '�,y��''it��rY;�, 't�' i�'�'b -{_� .- - - ' � .• - .. . E.7itlR� t` f-�•tY: � '. M . ' �,� �i �'_ . . -,��"'- - ',^ �, i r � �" ,�,� � . . ,•� ..� �, y�,`i f !� ' � . � . �. ` _-f"r 1"�.. t��, ' - _�� I ]r�. � ' •'} � a.r. .Y)�, F�r� �!�' •-r`'�s"'+�i�� .�' : • .i�[�' •. �+• ' - . ' • � � r f'" �� . � . . . .`-x�r. . _ �E�' _ .�_:' GEOTECHNICAL ENGINEERING STUDY -� ` ' EAGLESTON ';;' 18851 - 120TH AVENUE SOUTHEAST � '� RENTON, WASHINGTON � ,�_��. . '�� ES-2971 . : � _� _�- /e _��.:,�{� . �'�. • � ' • .� .��.i7► }y�` ,� p�.,�#�R._. "y.'�'�_ a. �•��- . •��••si�.��.� ��`` _� . �_'' _ i.l, a� � �: " y�. . 4•►►`}}��T ' ��. '� '�� i..��I�� *� �.` �� ,1 . ' ' ."_� � +a � e�, 1�• �. • 180� -�13fiih�=P�,t �1►J �,'S�i't�,2�t'�� elievu�-.''1�.98Q,�3► - _'.-'t:�. .:y'�..;,,�;i: _� .:; (�25�'4�;�z�{�`'Y ��-�a,,'� (�25,) :�4�,4,��l , � � ,�;4>`. -�;_��'~':.��'�•,�`j:�;J . ,�v� r tl+� •�t'Y YY1� ' ��IVI��IIj�� -�~ ��* s �\. •V�� '� ►��T�a `i' J� , '�{' 1�r1 �� '� �1� L`. '.� {' =� ,�� !� '��-�.i�T� �� "s.� � s erl4F►. f s `y+� _ a . `�y:��M��'�1. .�a��._.t L� i�'� 1�.it.. ��j_.'�_1�h':.��•' A��y� ��-'�.. ' ! PREPARED FOR WESTPAC DEVELOPMENT, LLC September 10, 2013 �% � ,�� 1��,� �� ; I�(� �4% co . Watson, I.T. � ff Enginee' �F�. CA�,j�, � op w�sy� ec� r� `�' �c�`� y � Z , ��`il � ��'`v'� ' �NALE�� .01 �''� Kyle R. Campbell, P.E. Principal GEOTECHNICAL ENGINEERING STUDY EAGLESTON 18851 120�'AVENUE SOUTHEAST RENTON, WASHINGTON ES-2971 Earth Solutions NW, LLC 1805— 136�' PI. Northeast, Suite 201 Bellevue, Washington 98005 Ph: 425-449-4704 Fax: 425-449-4711 Toll Free: 866-336-8710 II � I � I � II I . . . eo ec nica n ineerin e or ' I I f 6eotechrYcal Services Are Performed fa� • elevation,configuration,location,orientation,o�weight of the S�dfIC PIII'pOSCS, P�i'S011S, and Projects proposed structure, Geotechnical engineers str�cture their services to me�the specific needs of • composition of the design team,or tlieir clients.A geotechnial engineering study conducted for a civil engi- • project ownership. neer may not fulfill the needs of a construction contractor or even anotlier civil engineer.Because each geotechnfcal engineering sh�dy is unique,ead� As a general rule,always inform your geotechnical engineer of project geatechnical engineering report is unique,prepared solelyfor the client.No changes—�ven minor ones—and request an assessment of their impact. one except you should rely on your geotechnical engineering�eport witliout Geotachnica!engin�rs cannof accept res,00nsibrliry or liability for problerns first cor�ening with the geotechnical engineer ufio prepared it.And no one tl�at occur b�ause fheir reporis do not consider dev�lopments of which —note�nyou—should apply the report for any purpose or project they were nof informed. except ihe one originally cor�emplated. S�surtsce Condrtions C� I�ange R�� fldl R�101't A geotechnical engineering report is based an conditions that existed at Serious problems have ocxurred because those relying on a geotechnical the time the study was performed.Do not rely on a geotechnicaf engineer- engineering report did nat read it all.Do not rely on an executive summary. ing repodwhose adequacy may have been affected by:the passage of Do not read seleded elements only. 6me;by man-made eveMs,such as construdion on or adjacent to ihe site; ' or by natural events,such as floods,earthquakes,or groundwater 6luctua- A 6eotech�dc� 6�ineeri� R�ort Is Based on tions.Always contact the geotechnical engineer before applying the report A Un"ique Set ol Pro�ect-$�16CIIIC f8Ct01'S to determine if it is still reliable.A minor amount of additional testing or I, Geotechnical engineers consider a number of unique,project-specific fac- analysis could prevent major problems. tors when establishing the scope of a study.Typical factors include:ihe client's goals,oDjectives,and risk management preferences;the generai Most 6eotednical �indings Are Professlonal natu�e of the structure invohred,its size,and configuration;the location of OpN110115 the structu�e on the site;and ot�er planned or existing site improvements, Site exploration iderrtifies subsurFace conditions only at those points where such as access roads,parking lots,and underground utilities.Unless the subsurface tests are conducted or samples are�ken.Geotechnical engi- geotechnical engineer who conducted the study specifically indicates oth- neers review field and laboratory data and then apply their�rofessional erwise,do not rely on a geotechnical engineering report that was: judgment to render an opinion about subs�rface conditiuns throughout the • not prepared for you, site.Actual subsurface conditions may differ�ometimes significaritly— • not prepared for your project, fran those indicated in your reporL Retaining the geotechnical engineer • not prepared for the specific site explored,or ufio developed your repo�t to provide construction observation is the • completed before important project changes were made. most effective method of managing the risks associated with urian�cipated conditions. Typical changes that can erode me reliability of an existing geotechnical engineering report include those that a�fect: A RCp01't's Reeommendations Are ll�ot F1nal � the function of the proposed structure,as when it's changed from a Do not overrely on the consVuction recommendations included in your pa�king garage to an office building,or from a light industrial plarrt report. Those resommendations are not final,because geoiechnical engi- to a reirigerated warehouse, neers develop them principaliy from judgment and opinion.Geotechnical engineers can finalize iheir recommendations only by observing actual suhsurface conditions rev�led during construction, The geotechrrical have led io disappointments,claims,and disputes.To help reduce the risk engineer who developed your repo�t cannof assume responsibility or of such outcomes,geotechnical engineers cammonty include a variety of liability ior Ute reporYs recommendations if thaf enginaer does not perform explanatory provisions in their repor�s.Sometimes labeled 'lirnitations" constructian observatron. many oi these prov9sions indicate where geotechnical engineers'responsi- bilities begin and end,to help others recognize their own responsibilities A 6eotec�lcal En�neering Report Is Su6ject to and risks.Read these prov►'sions dosely.Ask questions.Your geotechnical III�SIII�1'pl'Ct8ti011 engineer should respond fully and frankly. Other design team members'misinte�pretation of geotechnical engineering reports has resulted in costly problems.�ower that risk by having your geo- seoenvironmental Concerns Are Ilrot Covered technical engineer confer with appropriate members of the design team after 7he equipment,techniques,and personnel used to perform a geoenviron- submitting the report.Also retain your geotechnical engineer to review perti- mental study differ significantly from thase used to perform a geofechnical nent elsments of the design team's plans�d specifications.Contractors can study.For that reason,a geotechnical engineering report does not usually also misinterpret a geotechnical engineering report.Redu�e that risk by relate any geoenvironmental findings,conclusions,or recommendations; having your geotechnical engineer participate in prebid and preconstruction e.g.,about the likelihood of encountering underground storage tanks or conferences,and by praviding construc�on ohservation. regufated contaminants. Unan6cipated environmenta!problems have/ed to numerous project failures.If you have not yet obtained your own gecen- Da Not Redraw ihe Engineer�S LOgS vironmental information,ask your geotechnical cansulhant for risk man- Geotechnical engineers prepare final boring and testing logs based upon agement guidance. Do not re/y on an environmental report prepared for their interprefation of field logs and laboratory data.To prevent errors or someone else. omissions,the logs inclutled in a geotechnical engineering report should neverbe redrawn for inclusion in architectural or other design drawings. �btaio Proiessional A�istance To Deal witl� Nbld Only photographic or electronic reproduction is acceptable,butrecognize Diverse strategies can be applied during building design,construction, thatseparating logs hom fhe report can eleuate risk. operatian,and maintenance to prevent significant amounts of mold from growing on indoor surfaces.To be effective,all such s�ategies should be �tive Co�ractors a Campletc Report and devised tor the e�rpress pur�ose of mold prevention,integrated into a com- �t�11C@ prehensive plan,and executed with diligent aversight by a professional Some owners and design professionals mistalcenly believe they can make mold prevention consultant.Because just a small amount of wrater or co�tradors liable for ur�nticipated subsurface conditions by limiting what moisture can lead to the development af severe mold infestations,a num- they provide for bid preparation.To help prevent cos�y problems,give con- ber of mold preven6on strategies focus on keeping building surfaces dry. tractors the complete geotechnical engineering repo�,butpreface it with a While groundwater,water infiltration,and similar issues may have been clearly written letter of transmittal. In that letter,advise co��actors that ihe addressed as part of the geotechnical engineering study whose findings report was nat prepared for purposes of bid developme�and that the are conveyed ir�this report,the geotechnical engineer in charge of this repo�t's accuracy is limited;encourage them to confer with the geotechnical praject is not a mold prevention consu�an�norte of the services per- engineer who prepared the report{a modest fee rrray be required)and/or to formed irr connection with the geotechnica/engineers study conduct addi6onal study to obhain the specific types oi information they were designed or sondocfed lor the purpose of mo/d preven- need or prefer.A prebid conference can also be valuable.Be sure confrac- tion. Proper imp/ementation of fhe recommertdations conveyed fas have su(ficierrt time to perform additional study.ONy then might you in this report wf11 nof of itsell be su�cieM to preveot mo/d hom be in a position to give co�ractors the best information available to you, growing in or an the structure invo/vad. while requiring them to at least share some of the 6rrancial responsibilities stemming from unanticipated conditions. R81 y, on Your ASf�-Member 6eotechncl� 6iglneer tor Addi�onal Assistance Read Responsipity P�rovlslo�s Cbsely Membership in ASFE/The Best People on Earth exposes geotechnical Some clients,design professionals,and contractors do not recognize that engineers to a wide array af risk management techniques that an be of geotechnical engineering is far less exact than other engineering disci- genuine benefit for everyone involved with a construction project.Confer plines.This lack of understanding has created unrealisti�expectations that with you ASFE-member geotechnical engineer for more information. ASFE i�• isit ��/1� �� E�ftY 8811 Cole�ville Road/Suite G106,Silver Spring,MD 2D910 Telephone:301/565-2733 Facsimile:301/589-2017 e-mail:info@1as#e.org www.asie.org Copyripht 2004 Dy ASFE,lnc.Duplica6ort,reproduction,or copying oJ thk documenf,in whole or in part by any means x�hatsoever,is stricUy proMbited,e�rcept with ASfFk specftic writterr permission.ErcerptFnp,quotinp,or otRerwise eMrectinp wording lrom this document 1s permltted only with the racpress written permission of ASFE,arrd only for purposes ol scholady researCh or book review.Only members of ASFE may use this docu+nent as a complement to o�as ar+elsment oi a geotechnicaf angineering repori.My other lirm,individuaJ,or other entity that So uses this doCUment wlthout befng en ASfE member could be commitfing negfigent or intentiw�a!(irarMulerttJ misrepresenfation. IIGER06045.OM V September 10, 2013 Earth Solutions NW ��c ES-2971 • Geotechnical Engineering • Construction Monitorin� ' • �nvironmental Sciences WestPac Development 7449 West Mercer Way Mercer Isiand, Washington 98040 Attention: Mr. Peter O'Kane � I� Dear Mr. O Kane: , Earth Solutions NW, LLC (ESNW) is pleased to present this report titled "Geotechnical Engineering Study, Eagleston, 18851 120th Avenue Southeast, Renton, Washington". Based on the results of the geotechnical investigation, the proposed residential development is feasible from a geotechnical standpoint. Three to three ancf one half feet of fill was encountered in the majority of the test pits. The native soiE underlying the site consists i predominantly of native weathered and unweathered glacial till deposits. The proposed residential structures can be supported on conventional foundations bearing on competent native soifs, competent existing fill or structural fill placed as part of the site grading activities. Recammendations for foundation design, earthwork, and other pertinent geotechnical recommendations are provided in this report. A site plan was not available at the time of this report. If you have any questions regarding the content of this geotechnical engineering study, please contact us. Sincerely, EARTH SOLUTIONS NW, LLC �� ,d ��e �,�; cott . Watson, E. . Staff gineer 1805 -136th Place N.E.,Suitc 201 • Believue,WA 98(}05 • 1425}449-4704 • FAX(425) 449-4711 I TABLE OF CONTENTS ES-297'! PAGE INTRODUCTION ........................................................................ 1 General .................................................... .......... ...... ...... 1 Proiect Description ............. ................. 1 Surface. .......... ................................................................ 1 Subsurface....................................................................... 2 GeologicSetting....................................................... 2 Groundwater...................................................................... 2 DISCUSSION AND RECOMMENDATIONS....................................... 2 Gene ral............................................................................. 2 Site Preparation and Earthwork............................................ 3 Temporary Erosion Controi....................................... 3 In-situ Soils.............................................................. 3 Structural Fill Placement........................................... 4 Subgrade Preparation............................................... 4 Foundations..................................................................... 5 Slab-on-Grade Floors.. ..................................................... 5 Seismic Considerations......................... ................................ 6 Excavations and Slopes .................................................... 6 Utility Trench Backfill......................................................... 6 Drainaae........................................................................... 7 Pavement Sections............................................................ 7 LIMITATIONS.............................................................................. 8 Additional Services............................................................ 8 Earth Solutions NW, LLC TABLE QF CONTENTS Cont'd ES-2971 GRAPHICS Plate 1 Vicinity Map Plate 2 Test Pit Location Plan Plate 3 Typical Footing Drain Detail APPENDICES Appendix A Subsurface Exploration Test Pit Logs Appendix B Laboratory Test Results Grain Size Distribution � r � � Earth Solutions NW,LLC GEOTECHNICAL ENGINEERING STUDY EAGLESTON 18851 120th AVENUE SOUTHEAST RENTON, WASHINGTON ES-2971 INTRODUCTION General This geotechnical engineering study was prepared for the proposed residential development to be constructed off of 120th Avenue Southeast in Renton. Washington. The approximate location of the subject property is illustrated on the Vicinity Map (Plate 1). The purpose of this study was to develop geotechnical recommendations for the proposed project. The scope of services for completing this geotechnical engineering study included the following: • Subsurface exploration consisting of observing, logging and sampling five test pits excavated within accessible areas of the development envelope; • Engineering analysis; and, • Preparation of this report. Proiect Description I The subject site is located northwest of the intersection Southeast 191 st Street and 120th Avenue Southeast in Renton, Washington. The approximate limits of the property are illustrated on the Test Pit Location Plan (Plate 2). The subject site consists of four adjoining tax parcels totaling approximately 4.9 acres. Existing structures onsite include three houses, firvo detached garages, and two tool shacks. A cursory review of an available geologic map indicates the site is underlain by Vashon subglacial till (Qvt). We understand that any existing structures will be removed and the site will be redeveloped into residential lots, access roads and associated utility improvements. Surface The existing vegetation consists of tree cover concentrated near the south half of the site and landscaped grass yards on the north half. Topography descends to the east at a gentle slope, with approximately five feet of elevation change across the site. Earth Solutions NW,LLC I, WestPac Development ES-2971 September 10, 2013 Page 2 Subsurface An ESNW representative observed, logged and sampled five test pits excavated at the site for purposes of assessing soil and groundwater conditions. The approximate locations of the test pits are illustrated on the Test Pit Location Plan (Plate 2). Please refer to the test pit logs provided in Appendix A for a more detailed description of the subsurface conditions. Topsoil was encountered to depths of approximately two to four inches. Fill was encountered at test pit locations TP-1, TP-2, TP-3, and TP-5 and ranged in depth from about three feet to three and one-half feet. Fill consisted primarily of loose to medium dense silty sand with varying amounts of gravel (Unified Soil Classification SM). Isolated pockets of forest topsoil were encountered at TP-1 at a depth of about two and one-half feet below existing grade. Native soils underlying the topsoil and �II were comprised primarity of dense to very dense silty sand with gravel (SM) associated with weathered and unweathered glacial deposits. Soil relative density generally increased with depth. In general, dense conditions were encountered at depths up to three and one-half feet below existing grades. Geologic Setting The geologic map of the area identifies glacial till (Qvt) deposits throughout the site and surrounding area. Based on the results of the subsurface investigation, the native soils vbserved at the test pit locations are generally consistent with the glacial till. Groundwater No seepage was observed at test pit locations (August 2013). However, groundwater seepage should be expected in site excavations, given the observed soil conditions. Groundwater seepage rates and elevations fluctuate depending on many factors, including precipitation duration and intensity, the time of year, and soil conditions. DISCUSSION AND RECOMMENDATIONS General Based on the results of our study, the residential development on the subject site is feasible from a geotechnical standpoint. The proposed residential structures can be supported on competent native soil, competent existing fill or structural fill placed as part of the site grading activities. The existing fill may require removal and re-compaction within building footprints, depending on the conditions exposed during grading. Where fi11 areas are proposed, compaction of the existing fill soils to structural fill specifications described later in this study will be necessary. Earth Solutions NW,LLC __ _ � WestPac Development ES-2971 September 1 Q, 2013 Page 3 This study has been prepared for the exclusive use of WestPac Development, and their ' representatives. No warranty, expressed o� implied, is made. This study has been prepared in '� a manner consistent with the level of care and skill ordinarily exercised by other members of the � profession currently practicing under similar conditions in this area. Site Prepa�ation and Earthwork I Site preparation activities will likely include removing the existing structure and associated '� improvements from the development envelope, establishing clearing limits and installing 'i temporary erosion control measures. 'll The primary geotechnical considerations during the proposed site preparation and earthwork I activities will involve the overall cu# and fill activities, re-working existing fill where necessary, ' structural fill placement and compaction, underground utility installations, and frnal building and pavement area subgrade preparation. We anticipate the mass grading wil( utilize a balanced I approach, with cut soils used as structural fill elsewhere on-site. Temporary Erosion Control I Temporary erosion control measures should include, at a minimum, silt fencing placed along � the downsfope perimeter of the construction envelope, and a construction entrance consisting of quarry spalls to minimize off-site soil tracking and to provide a firm surface. Surface water must not be allowed to flow over, or collect above, temporary or permanent slopes. Interceptor drains or swales should be considered for controlling surtace water flow patterns. ESNW shouid observe the erosion control measures, and provide supplement recommendations for I minimizing erosion during construction. In-situ Soils From a geotechnical standpoint, the silty sand deposits encountered at the test pit locations are generally suitable for use as structural fill provided the soil moisture content at the time of grading allows compaction to the levels specified below. The moisture sensitivity of the silty sand deposits anticipated to be exposed du�ing grading activities can generaNy be characterized as moderate to high. Due to the moisture sensitive nature of the silty sand soil, successful use of the soil will largely be dictated by the moisture content at the time of placement and compaction. If the on-site soils cannot be successfully compacted, the use of an imported soil may be necessary. Imported soil intended for use as structural fill should consist of a well graded granular soil with a maximum aggregate grain size of six inches, and a moisture content that is at or near the aptimum level. During wet weather conditions, imported soil intended for use as structural fill should consist of a well graded granuiar soil with a fines content of 5 percent or less defined as the percent passing the #200 sieve, based on the minus three-quarter inch fraction. Earth Solutio�s NV11,LLC WestPac Developmen# ES-2971 September 10, 2013 Page 4 Structural Fill Placement In general, areas to receive structural fill should be sufficiently stripped of organic matter and other deleterious material. Overstripping of the site and proposed fill surfaces should be avoided. ESNW should observe cleared and st�ipped areas of the site prior to structural fill placement. S#ructural fill is defined as compacted soil placed in foundation, slab-on-grade, and onsite roadway areas. Fills placed to construct permanent slopes and throughout rockery, retaining wall, and utility trench backfill areas are also considered structural fill. Soifs placed in structural areas should be placed in maximum 12 inch lifts and compacted to a relative compaction of 90 percent, based on the maximum dry density as determined by the Modified Proctor Method {ASTM D-1557-02). In pavement areas, the upper 12 inches of the structural fill shoufd be compacted to a relative compaction of at least 95 percent. City, county, or other jurisdiction compaction requirements may supercede the above recommendations in right-of-way areas. Subgrade Preparation Following site stripping and removal of the existing structural improvements, cuts and fi11s will be completed to establish the proposed subgrade levels throughout the site. ESNW should observe the subgrade and existing fill during the initial site preparation activities to confirm soil conditions and to provide supplemental recommendations for subgrade preparation, if necessary. The process of removing the existing building structure may produce voids where the old foundations are removed, and where basement or crawl space areas may have been present. Thorough restoration of voids from old foundation and basement areas must be completed as part of the overall subgrade and building pad preparation activities. The following guidelines for preparing the building subgrade areas should be incorporated into the final design: • Where voids and related demolition disturbances extend below the planned subgrade level, restoration of these areas should be completed. Structural fill should be used to ! restore voids or unstable areas resulting from the existing building removal. • Re-compact or overexcavate and replace areas of existing fill (if present) exposed at the building subgrade eievation. ESNW should confirm subgrade conditions and the required level of re-compaction or overexcavation and replacement during the site preparation activities. Overexcavations shauld extend to competent (medium dense) native soils and replaced with structural fill. • ESNW should confirm overall suitability of the prepared subgrade areas following the site work activities. Earth Solutions NW,LLC WestPac Development ES-2971 September 10, 2013 Page 5 Foundations The proposed residential structures can be supported on conventional spread and continuous footings bearing on competent native soil competent existing fill or structural fill. We anticipate competent native soil suitable for support of foundations will generally be encountered at depths of three and one-half feet below existing grades. The existing fill may require removal and re-compaction within building footprints, depending on the conditions exposed during grading. Building pad fill areas should be compacted to the specifications of structural fill previously described in this report. Where loose or unsuitable soil conditions are encountered at foundation subgrade elevations, compaction of the soils to the specifications of structural fill, or overexcavation and replacement with structural fill may be necessary. For design the following parameters can be used for the foundation design: • Allowable soil bearing capacity 2,500 psf • Passive earth pressure 350 pcf • Coefficient of friction 0.40 The passive earth pressure vafue provided above assumes the foundations are backfilled with structural �N. A factor-of-safety of 1.5 has been applied to these passive resistance and friction vaiues. For short term wind and seismic loading, a one-third increase in the allowable soil bearing capacity can be assumed. With structural loading as expected, total settlement in the range of one inch is anticipated, with differential settlement of approximately one-half of an inch. The majority of the settlements should occur during construction, as dead loads are applied. Slab-On-Grade Floors 51ab-on-grade floors for residential structures should be supported on competent native soil or structural fill. Unstable or yielding areas of the subgrade should be recompacted or overexcavated and replaced with suitable structural fill prior to construction of the slab. A capillary break consisting of a minimum of four inches of free draining crushed rock or gravel should be placed below the s(ab. The free draining material should have a fines content of 5 percent or less (percent passing the #200 sieve, based on the minus three-quarter inch fraction). In areas where slab moisture is undesirable, installation of a vapor barrier below the slab should be considered. If a vapor barrier is used it should consist of a material specifically designed for that use and be installed in accordance with the manufacturer's specifications. Earth Sotutions NW,LLC WestPac Development ES-2971 September 10, 2013 Page 6 Seismic Considerations The 2009 International Building Code specifies several soil profiles that are used as a basis for seismic design of structures. If the project will be permitted using the 2009 IBC, based on the soil conditions observed at the test sites, Site Class D, from table 1613.5.2, should be used for design. The 2012 IBC recognizes ASCE for seismic site class definitions. If the project will be permitted under the 2012 IBC, in accordance with Table 20.3-1 of ASCE, Minimum Design Loads for Buildings and Other Structures, Site Class D, should be used for design. In our opinion, liquefaction susceptibility at this site is low, The relative density of the site soils and the absence of a uniform, shallow groundwater table is the primary basis for this designation. Excavations and Slopes The Federal and state Occupation Safety and Health Administration (OSHAIWISHA) classifies soils in terms of minimum safe slope inclinations. Based on the soil conditions encountered during our fieidwork, fill, weathered native soil and where groundwater is exposed would be classified by OSHANVISHA as Type C. Temporary slopes over four feet in height in Type C soils should be sloped no steeper than 1.5H:1V (Harizontal:Vertical). Dense glacial till soils wouid be classified by OSHA/WISHA as Type A. Temporary slopes over four feet in height in Type A soils should be sloped no steeper than 0.75H:1 V (Horizontal:Vertical). Temporary slopes steeper than the OSHA/WISHA guidelines detailed above may be acceptable depending on the actual conditions exposed during grading activities. ESNW should observe temporary and permanent slopes to confirm that the inclination is appropriate for the soil type exposed, and to provide additional grading recommendations, as necessary. If temporary slopes cannot be constructed in accordance with OSHA/WISHA guidelines, temporary shoring may be necessary. Permanent slopes should maintain a gradient of 2H:1V, or flatter, and should be planted with an appropriate species of vegetation to enhance stability and to minimize erosion. Utilitv Support and Trench Backfill In our opinion, the soils observed at the test pit locations are generally suitable for support of utilities. Excessively loose, organic, or otherwise unsuitable soils encountered in the trench excavations should not be used for supporting utilities. In general, the on-site soils observed at the test pit locations should be suitable for use as structural backfill in the utility trench excavations, provided the soil is at or near the optimum moisture content at the time of placement and compaction. Moisture conditioning of the soils may be necessary at some locations prior to use as structural fill, Utility trench backfiil should be placed and compacted to the specifications of structura! fill provided in this report, or to the applicable specifications of the County or other applicable jurisdiction or agency. Earth Solutions NW, LLC WestPac Development ES-2971 September 10, 2013 Page 7 DrainaQe � Groundwater seepage was not encountered at the time of our fieldwork (August 2013). , However, the presence of perched groundwater seepage should be anticipated during site � excavations, particularly in the late fall, winter, spring and early summer months. Temporary measures to control groundwater seepage and surface water runoff during construction will likely involve interceptor trenches and sumps, as necessary. In our opinion, the proposed ' residential structures should incorporate footing drains around the outside perimeter of the foundations. A typical footing drain detail is provided on Plate 3 of this report. Surface grades �' adjacent to structures should slope away from the structures at a gradient of at least 2 percent. , Pavement Sections The performance of site pavements is largely related to the condi#ion of the underlying ' subgrade. To ensure adequate pavement performance, the subgrade should be in a firm and unyielding condition when subjected to proofrolling with a loaded dump truck. Structural fill in pavement areas should be compacted to the specffications previously detailed in this report. It is possible that soft, wet, or otherwise unsuitable subgrade areas may still exist after base grading activities. Areas containing unsuitable or yielding subgrade conditions will require remedial measures such as overexcavation and thicker crushed rock or structural fill sections prior to pavement. For lightly loaded pavement areas subjected primarily to passenger vehicles, the following preliminary pavement sections can be considered: • Two inches of hot mix asphalt (HMA) placed over four inches of crushed rock base (CRB), or; • Two inches of HMA placed over three inches of asphalt treated base (ATB). For relatively high volume, heavily loaded pavements subjected to occasional truck traffic, the #ollowing preliminary pavement sections can be considered: • Three inches of HMA placed over six inches of CRB, or; • Three inches of HMA placed over four inches of ATB. The HMA, ATB and CRB materials should conform to WSDOT specifications. All soil base material should be compacted to at least 95 percent of the maximum dry density. Final pavement design recommendations can be provided once final traffic loading has been determined. City of Renton road standards may supersede the recommendations provided in this report. Earth Solutions NW,LLC WestPac Development ES-2971 September 10, 2013 Page 8 LIMITATIONS The recommendations and conclusions provided in this geotechnical engineering study are professional opinions consistent with the level of care and skill that is typicaf of other members in the profession currently practicing under similar conditions in this area. A warranty is not expressed or implied. Variations in the soil and groundwater conditions observed at the test sites may exist, and may not become evident until construction. ESNW should reevaluate the conclusions in this geotechnical engineering study if variations are encountered. Additional Services ESNW should have an opportunity to review the final design with respect to the geotechnical recommendations provided in this report. ESNW should atso be retained to provide testing and consultation services during constructiQn. �, I Earth Solutions NW,LLC � -, r. �. M ,,M V, � 5'r'.:..�. l006[.1t[) . ^'G' • - v`�M:•S' + ��# JE�.RY i i .� t`. _ � Sf'Ntw � ,Y„ TRA1 � . ,.r .». �, SI - a !l �+stf]t , ...� ,t�. . f.•�, . ^G !e �4 1• . . -�t7r +.'S . . x + . 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I - �M w� •�.�3� - ;, . �'S-71M'j �'+ . =at�wN. �f ir �' u � � 2�e•H� a q�� „ '� J .. �, f��'I�Sf��` i ? ^Nr+�S,.�•.t' �+'n� ; �r � 7l�fE . :� x k`' F74pK - '+�.jt ST � � s i .. iyt•.,--�7f . _ 5t :'!-f �i 1 i � . � �`.�� .�� .11ii" � N^' �j�( ' '�� !�� yj!� """� � �,/t��R P 4��F'Ir p �``t ` rt �. � � L.�t• :%S! 19 i. t+"�� A�p �a�� ' ��.., .�.• 7,� _ L :tF�;r �,1 ]IifH�, s �.igl�• ti :�f.�_ �- .�ER�3�I, 3 Y12T"�+ ' SI r � Reference: NORTH � � Ax. ,, , �u: King County, Washington c'` Map 686 By the Thomas Guide Vicinity Map Rand McNally Eagleston 32nd Edition Renton, Washington NOTE:This plate may contain areas of color.ESNW cannot be Drwn. GLS Date 08/29/2013 Proj. No. 2971 responsible for any subsequent misinterpretation of the information ' resulting from black&white reproductions of this plate. CheCked SCW Date Aug. 2013 Plate 1 � - - - - - �- - - - - - � , � � , � I �6 � � � TP-2� � i i � I � I � � - - - - - - 1 - - - - - - - - - --_ --- _ ... _ - , � � �` - - -I- - I � ; i � I I I �TP-3 I I I ' —■— � 8 I 7 I I q � 3 � 2 � 1 � S;orm I I' � � � � � I � � �- - - - - � 1 � � _ � �; , � � � � �I i i i — � - - - - i u� I i � � � - � � - _ - - - - - - -- � 9 �\ �' �'1 - - - -L - - - 1 - - - � � i � – - - - -- - - - -- - - i � � - - - - - - � � '� _ � � - - �- - - � _ � ' � � ¢ �I �TP-1� �o ;� � � TP-4� � i i ( � ' / �� - -� � i � � I � T I' - - - - // I ?3 I 14 I 15 I 16 � 17 i � 12 I I I I � 19 � I � I —■— I � i _ — _ � �TP-5 , � � - - - - - -�- - - - - -�- �- - - - -_ __ _ _ -- - - - - - - - - � NORTH LEGEND TP-1—i—Approximate Location of ESNW Test Pit, Proj. No. ES-2971, Aug. 2013 0 50 100 200 i � Subject Site 1��=100' � – — – Scale in Feet , Proposed Lot Number ' 1 � i � NOTE:The graphics shown on this plate are not intended for design �+�.` � purposes or precise scale measurements,but only to illustrate the "!! approximate test locations relative to the approximate locations of existing and J or proposed site features.The information illustrated Test Pit Location Plan is largely based on data provided by the client at the time of our ' study.ESNW cannoi be responsible for subsequent design changes Eagleston or interpretation of the data by others. R@I1t011, Washington NOTE:This plate may contain areas of color.ESNW cannot be p�n, GLS Date 08/29/2013 Proj. No. 2971 responsible for any subsequent misinterpretation of the information resulting from black&white reproductions of this plate. Checked SCW Date Aug. 2013 Plate 2 Slope �� 8:':�AAiri�)::::::. .ti.ti.ti.ti:ti: . .r.r.r.f.r.r.r ti•ti•ti•ti•ti•ti .r.r.r.f.r.r. .ti. ti.ti. �rtir r�: .f.r�� 2" {Min.) Perforated Rigid Drain Pipe (Surround with 1" Rock) NOTES: • Do NOT tie roof downspouts to Footing Drain. SCHEMATIC ONLY- NOT TO SCALE • Surface Seal to consist of NOTA CONSTRUCTION DRAWING 12" of less permeable, suitable soil. Slope away from building. LEGEND: � Surface Seal; native soil or other low permeability material. I, I ti•ti•ti•ti• i � :�'r�r�r� ti.ti.ti.ti. 1" Drain Rock :'.'S :�r�f�r� t•ti•ti•ti, � � FOOTING DRAIN DETAIL Eagleston Renton, Washington Drwn. GLS Date 09/10/2013 Proj. No. 2971 Checked SCW Date Sept. 2013 Plate 3 Appendix A I, Subsurface Exploration I ES-2971 The subsurface conditions at the site were explored by excavating five test pits at the approximate locations illustrated on Plate 2 of this report. The test pit logs are provided in this Appendix. The subsurface exploration was completed in August 28, 2013. The final logs represent the interpretations of the field logs and the results of laboratory analyses. The stratification lines on the logs represent the approximate boundaries between soil types. In I actuality, the transitions may be more gradual. � EaRh Solutions NW, LLC Earth Solutions NWLLC I SOIL CLASSIFICATION CHART SYMBOLS TYPICAL I MAJOR DIVISIONS GRAPH LETTER DESCRIPTIONS � . CLEAN '� '�� WELL-GRADED GRAVELS,GRAVEL- GRAVEL GRAVELS � �•� � GW �D MIXTURES,LITTLE OR NO AND ��•� FINES GRAVELLY ,Uo ,� POQRLY-GRADED GRAVELS, SOILS �LITTLE OR NO FINES) o ODo O GP GRAVEL-SAND MIXTURES,UTTLE �a o0 OR NO FINES COARSE ° GRAINED GRAVELSWITH '� '° � SILTYGRAVELS,GRAVEL-SAND- SOILS ��T�N 50°� FINES Q o fl GM SILT MIXTURES OF COARSE FRACTION RETAINED ON NO. 4 SIEVE (APPRECIABLE �+`+ CIAYEY GRAVELS,GRAVEL-SAND- AMOIJN'f OF FINES) CLAY MIXTURES CLEAN SANDS SW WELL�RAQED SANDS,GRAVELIY MORE THAN 50'A, SAND SANDS,LITfLE OR NO FlhlES oF awTEwA�is AND UIRGER THAN SANDY POpRLY�'aRADED SANDS. No.Zoo s�� SOILS g� (UTTLE OR NO FINES) SP GRAVELLY SAND,LCTTLE OR NO FINES SAN DS W ITH Si�TY Snt�wS,SAND-SILT MORETHAN50% FINES `SM MDCfURES OF COARSE FRACTION PASSING ON N0. 4 SIEVE (APPRECIABLE S.G. CLAYEY SANOS.SAND-CLAY AAAOUNT OF FINES} MIXTURES INORGANIC SILTS AND VERY FINE ML SANDS,ROCK FLOUR,SILTY OR CIAYEY FINE SANDS OR CIAYEY SILTS WITH SUGHT PLAS7tCITY SILT$ INORGANIC CLAYS OF LOW TO FINE LIQUID UMIT A�DIUM PLASTtCITY,GRAVELLY GRAINED CLAYS �ss n�nN so CL caYs,�c�invs s,si�rr soi�s - - - OL ORGANIC SILTS ANO ORGANIC - - - SILTY CLAYS OF LOW PLASTICITY MORE TFIAN 50°h INORGANIC SILTS,MICACEOUS OR OF MATERIAL IS MH DIATOMACEOUS FINE SAND OR SMALLER THAN SIITY SOILS NO.260 SIEVE S� SfLTS UQUID L�MIT ^u INORGANIC CLAYS OF HIGH CLAYS GREATERTFIAN50 vn PIASTICITY OH ��CLAYS OF MEDIUM TO HIGH PLASTICI7Y,ORGANIC SILTS L — — HIGHLY ORGANIC SOILS ' ��`' ��' ''—�' pT P�T,�MUS,SWAMP SOILS WITH „ „ „ „ HtGH ORGANIC CONTENTS DUAL SYMBOLS are used to indicate borderline soil Gassifications. The discussion in the text of this report is necessary for a proper understanding of the nature of the material presented in the attached logs. Earth Solutions NW TEST PIT NUMBER TP-1 � 1805 136th Place N.E.,Suite 201 PAGE 1 OF 1 Bellevue,Washington 98005 Te tepho ne: 425-2843300 CUENT _West Pac Development __________ _ _____ PROJECT NAME Eagleston PROJECT NUMBER 2971 PROJECT LOCATION Renton,Washington DATE STARTED 8/28/13 COMPLETED 8/28/13 GROUND ELEVATION 510 ft TEST PIT SIZE EXCAVATION CONTRACTOR NW Excavatinq GROUND WATER LEVELS: EXCAVATION AAETHOD AT TIME OF EXCAVATION — LOGGED BY SCW CHECKED BY 5CW AT END OF EXCAVATiON — NOTES �th of TOpsoil 8 5od 2":grass AFTER EXCAVATION — w _ �W y U _ W� a j TESTS � �O MATERIAL DESCRIPTION � Q Z � (7 N 0 Brown sitty SAND,medium dense,damp(Fill) SM -12"layer of dark brown topsoil MC=46.20% 3 5 _root and wood debris �5 MC= 13.30% ----- —--- -- -- — — ----- - Grey silty SAND,dense,moist SM � 5 i 5.5 - -- - 504.5 --- _ _ — - 8rown silty SAND with gravel,dense,moist MC=15.40% SM -becomes very dense MC=11.10% 9.5 500_5 - - - - -- _ - _ Test pii terminated at 9.5 feet below existing grade.No groundwater encountered during excavation. Bottom of test pit at 9.5 feet. � � � 0 c� y � � � a C7 n N J � a � x m � w z w c7 Earth Solutions NW TEST PIT NUMBER TP-2 1805 136th Place N.E.,Suite 201 PAGE 1 OF 1 Bellevue,Washington 98005 Telephone: 425-284-3300 CLIENT West Pac Devebpment ___ ____ PRWECT NAME _E�a leston.___ PROJECT NU611BER 2971 PROJECT LOCATION Renton.Washinqton _— _ -- -- - - -- -- -- DATE 3TARTED 8/28/13 COIYFPLETED 8/28/13 OROUND ELEVATION 510 ft TEST PIT SIZE EXCAVA710N CONTRACTOR NW Excavatina GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION — LOGGED BY SCW CHECKED BY SCW AT END OF EXCAVATION — NOTES Depth of Topsoil 8 Sod 3":9rass _ __ __ _ _ _ ____ AFTER EXCAVA710N — W _ �W N U W� �g TESTS � �O MATERtAL DESCRIPTION � �Z � C7 0 Brown silty SAND,loose,damp(Fill) -scattered debris S11A -12"thick podcet of drain rodc on east side 3.5 "��mes molst 506.5 MC= 13.80°k -- - _---- - - -- ---- - Gray siky SAND with gravel,dense,moist SM 5 MC=10.40°� 5.5 -- _ ._.___ 504.5 - - -- - --- __ _ Test pit terrt+imated at 5.5 feet befow existing grade.No grourtdwater encountered during , excavation. Bottom of test pit at 5.5 feet. � m � 0 v V1 7 2 � a' � A �J J � F 2 m � W Z W U Earth Solutions NW TEST PIT NUMBER TP-3 1805 136th Place N.E.,Suite 201 PAGE 1 OF 1 Belfevue,Washington 98005 Telephone: 425-284-3300 CLIENT West Pac Develooment _ ______ ___ _ PROJECT NAME Ea9leston_ .___ PRWECT NUTABER �q71 PROJECT LOCATION Renton,Washinqton ---- — __--- -- - --.__-- DATE STARTED 8/26/13 COMPLETED B/28/13 GROUND ELEVATION 507 ft TEST PIT SIZE EXCAVATION CONTRACTOR NW EXCeyBtir� _____ _ GROUND WATER LEVELS: EXCAVATION METHOD AT TIME OF EXCAVATION — LOGGED BY SCW CFiECKED BY SCW AT END OF EXCAVATION — NOTES Deoth of Topsoil_�Sod 3":grass AF7ER EXCAVATION -- w �� U = W � _ w� �� TESTS � �O MATERIAL DESCRIPTION o a� ¢Z � C� � 0 Brown sitty SAND,medium dense,damp(Fifl) SM MC=7.30°� MC=10.8096 --- — ------- 3- ---��_ 503.5 Gray silty SAND,dense,moist 5_ SM -becomes very dense AAC=8.70% 7.5 499.5 - _ _ _ _ --- -- — Test pft terminated at 7.5 feet below e�sting grade. No groundwater encountered during excavation. Bottom of test pit at 7.5 feet. � e � 0 t� � z 3 a' � � J J � a � = I m � i Earth Solutions NW TEST PIT NUMBER TP-4 , _ 1805 136th Place N.E.,Suite 201 PAGE 1 OF 1 Belle�ue,Washington 98005 Telephone: 425-284-3300 CUENT West Pac Dev_elo�rr+ent ___ _ PROJECT NAME Ea leston_ __ 9 -- - -- --- PROJECT NUMBER 2971 PROJECT LOCATION Renton.Washinqton__ _ ---__- ----- -__. -- -- _ - -- - DATE STARTED 8/28/13 COMPLETED 8/28/13 GROUND ELEVATION 510 ft TEST PIT SIZE EXCAVATION CONTRACTOR _NW F�ccavaUng _ GROUND WATER LEVELS: EXCAVATION METHOD AT 71AIE OF EXCAVATION - LOGGED BY SCW CIIECKED BY SCW AT END OF EXCAVATION - NOTES DeQth of TODsOiI&SOd_4":forest duff____ AFTER EXCAVATION - W _ �� ; � _ W� �� TESTS N �J MATERIAL DESCRIPTION o a� aZ � � � 0 Brovm silty SAND with gravel,medium dense,damp SM -��ered roots 20 -- ---.��- -- _�_ --- —___ - --- -- � 508.0 Gray silty SAND with gravel,dense,damp MC=6.40% -partially cemented 5 SM -becomes very dense -becomes moist MC=9.20°k -- - - 7,5_ _ ----so2.5 Test pit terminated at 7.5 feet below existing grade.No groundwater encountered during excavation. Bottom of test pit at 7.5 feet. � � 0 c� � i c� a (7 A N J � a � x m � � w z w � EaRh Solutions NW TEST PIT NUMBER TP-5 � 1805 136th Place N.E.,Suite 201 PAGE 1 OF 1 Bellevue,Washington 98005 Telephone: 425-284-3300 CLIENT West Pac,Development_ _ PROJECT NAME Ea leston _ _ 9 - -- --_ _-- _ PROJECT NUMBER 2971 PROJECT LOCATION Renton,Washington _ _----- ___– --- -- DATE STARTED 8128/13 COMPLETED 8/28f13 GROUND ELEVATION 510 R TEST PIT SIZE EXCAVATION CONTRACTOR NW Excavating___ _ GROUND WATER LEVELS: EXCAVATION METHOD AT T1ME OF EXCAVATION — LOGGED BY SCW CHECKED BY SCW AT END OF EXCAVATION — NOTES _De�th of T�oil 8�Sod_4":grass_ _ AFTER EXCAVATION — W S �� /j V I W = W� a? TESTS � �O MATERIAL DESCRIPTION � ¢Z � (� N 0 Brown silty SAND with gravel,medium dense,damp(Fill) -scattered roots SM 3.0 507.0 __ -- ----------- - _ _ _--- —_ _ ____ _ Gray siNy SAND with gravel,dense,damp MC=13.00°k -partially c�neMed 5 SM -becomes very dense MC=9.70% _ _. 7.5 _ - ----- - __------- 502.5 Test pit terminated at 7.5 feet below existing grade.No groundwater encouMered during I ezcavation. Bottom of test pit at 7.5 feet. � � m 0 c� � �i � a' � Ap� N � � S m �Q K w Z W (7 � ' � � �� Appendix B Laboratory Test Resuits ES-2971 ii I � �� Earth Solutions NW, LLC „ , Earth Soiutions NW GRAIN SIZE DISTRIBUTION , , . , ,, . 1805-136th Place N.E.,Suite 201 Bellevue,WA 98005 Telephone: 425-284-3300 � CLIENT WestPac Development LLC PROJECT NAME Ea9leston � PROJECT NUMBER ES-2971 PROJECT LOCATION ReMon U.S.SIEVE OPENING MI INCHES I U.S.SIEVE NUMBERS I HYDROMETER I 6 4 3 2 1 3/4 1I2 3 4 6 610 1416 20 30 4D Sp 60 1007�0200 100 � I 95 I � I 90 - 85 \ 80 , 75 70 � 65 x C7 sp , W � i m 55 � � z 50 � � 45 I z Iw � 40 w a 35 30 i 25 � 20 15 10 5 0 � 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLiMETERS COBBLES GRAVEL SAND SILT OR CLAY cAarse flne warse medium fine Specimen Identification Classification PI Cc Cu � � TP-1 3.Oft. USDA:Dark B�own Sandy Loam.USCS: SM. � � TP-2 S.Oft. USDA: Light Brown Graveily Sandy Loam.USCS: SM w Gravel. � o TP-3 7.5ft. USOA:Light Brown Gravelly Sandy Loam.USCS: SM. � a � � 3 Specimen ldentification D100 D60 D30 D10 %Silt %Clay -, � O TP-1 3.Oft. 9.5 0.221 41.9 � � TP-2 S.Oft. 37.5 0.493 30.0 W o TP-3 7.5ft. 37.5 0.397 33.7 � N 2a d � I � � Distribution ', ES-2971 � � I � EMAIL ONLY WestPac Development 7449 West Mercer Way �, Mercer Island, Washington 98040 ' Attention: Mr. Peter O'Kane II � Earth Solutions NW,LLC I ' ( � � '�� l - 1 i , � ;, APPENDIX C Wetland Reconnaissance Report The Watershed Company � ,- , � � , ;-�� i lj �� L_� � � ;—; � TECHNICAL MEMORANDUM � � � WATERSHED Date: September 30, 2013 To: Peter O'Kane From: Mike Foster Project Number: Project Name: Renton Eagleston/Zemanek Subject: Wetland Reconnaissance Report for the Eagleston/Zemanek project area in the City of Renton Introduction On Thursday,July 18,2013, Watershed Company Ecologist, Mike Foster, visited the four subject parcels to screen for jurisdictional wetlands and streams. The tax identification numbers of the four subject parcels, all located in the City of Renton, are 619840-0247,-0241, -0260, and-0280. Methods Public-domain information on the subject property was reviewed for this study. These sources include USDA Natural Resources Conservation Service Soil maps, U.S. Fish and Wildlife Service National Wetland Inventory maps, Washington Department of Fish and Wildlife interactive mapping programs (PHS on the Web and SalmonScape),King County's GIS mapping website(iMAP), and the City of Renton Municipal Code Wetland Map(Figure 4-3-050Q5). The study area was evaluated for wetlands using methodology from the Regional Supplentent to the Corps of Erlgineers Wefland Delineation Manual: Western Mountains, Valleys, and Coast Region Version 2.0(Regional Supplement) (US Army Corps of Engineers [Corps] May 2010). The wetland boundaries were determined on the basis of an examination of vegetation,soils, and hydrology. Areas meeting the criteria set forth in the Regional Supplement were determined to be wetland. Soil,vegetation, and hydrologic parameters were sampled at several locations on the subject property to make the determination. Data points on-site are marked with yellow- and black-striped flags. We recorded data at two of these locations. Findings The site is generally situated on a topographic plateau with only very minor variations in elevation. Four on-site houses and one auxiliary structure are surrounded by landscaped lawn, shrubs and a few deciduous and evergreen trees. The west half of the south parcel (number-0280)varies from the rest of the 750 Sixth Street South Kirkland.WA 98033 p 425.822.5242 f 425.827.8136 watershedco.com The Watershed Company Wetland Reconnaissance Report September 30,2013 Page 2 subject area as it is a non-maintained forest characterized mostly by mature big leaf maple (Acer macrophyllum, FACU), red alder(Alnus rubrn, FAC), Scouler's willow(Salix scouleriana,FAC) and some Douglas fir trees. The understory vegetation is mostly Himalayan blackberry (Rubus armeniacus, FACU), salmonberry(Ruba�s spectabilis,FAC), vine maple (Acer circinatum, FAC), red elderberry (Sambucus racemosa, FACU), and sword fern(Polystichum rnunitum, FACU). Most of the vegetation found in the subject area is typical of non- wetland areas. An area along the south parcel boundary contains some wetland vegetation. Douglas' spirea(Sqiraea douglasii, FACW), water birch(Betula occidentalis, FACW), and black cottonwood (Populus balsarnifera, FAC) saplings dominate this small area. Some soft rush (Juncus effusus, FACW)is growing in the understory. The presence of algal mats,water stained leaves,and water marks on stems and trunks are indicators that the area had been inundated with surface water sometime in the last year. However, the bright color of the rooting zone soil matrix(dark yellowish brown(lOYR 4/4)) along the south parcel boundary shows the inundation has not occurred for long enough during the growing season for wetland soils to develop(see DP-2). Despite the presence of wetland plants and indicators of wetland hydrology, the area does not currently meet jurisdictional wetland criteria. The water marks on-site appear to be consistent with an area of surface water (and possible former wetland conditions)noted on the neighboring parcel to the south on recent historical aerial photography. The off-site parcel is currently � being developed under a building permit, so the conditions observed are no longer present. No jurisdictional wetland or stream features are located �rithin the subject area. 1 I � � 750 Sixth Street South '' WETLAND DETERMINATION DATA FORM Kirkland,Washington 98033 WAT E RS H E D yyestem Mountains,Valle (425)822-5242 ys,and Coast Supplement to the watershedco.com l � 'i".i I` � ; 1987 COE Wetlands Delineation Manual D P- 1 Project Site: Renton Ea leston2emanek Sampling Date: 7/18/2013 ApplicanUOwner: Sampling Point: DP- 1 Irnestigator: Mike Foster Ciry/County: Renton/Kin Sect.,Township,Range S 33 T 23N R 05E State: WA Landtorm(hilislope,terrace,etc) TerrBce Slope(%) 0 Local relief(concave,convex,none) FIBt Subregion(LRR) p Lat 47.43 Long -122.18 Datum Soil Map Unit Name Aldervvood gravelly sandy loam,0 to 6 percent slopes NW I ciassification N/A Are climatic/hydrologic conditions on the site typical tor this time of year? Yes No (N no,explain in remarks.) Are"Normal Circumstances'present on the site? Yes No Are Vegetation❑,Soil,❑,or Hydrology❑signiticantly disturbed? Are Vegetation❑,Soil,❑,or Hydrology 0 naturally problematic? (It needed,explain any answers in Remarks.) SUMMARY OF FINDINGS-Attach site ma showin sam lin oint locations,transects,im ortant features,etc. Hydrophytic Vegetation Present7 Yes No Is this Sampling Point within a Wetland? � Yes � No Hydric Soils Present? Yes No Wetland Hydrology Present? � Yes No Aemarks: Point taken at the north edge of the south parcN VEGETATION-Use scientific names of lants. Tree Stratum (Plot size Sm diam. ) Absolute% Dominant Indicaror pominanCe Test WOrksheet I Cover S ecies? Status � Acer macro h l/um 50 Y FACU Number ot Dominant Species z, that are OBL,FACW,or FAC: 2 (A) 3. Total Number of Dominant q, Species Across All Strata: 3 (B� =Toia�Cove� Percent of Dominant Species that are OBL,FACW.or FAC: ��) Sapling/Shrub Stratum (Plot size 3m diam. ) � Rubus s ectabilis 45 Y FAC Prevalence Index Worksheet 2. Total%Cover ot M I i I 3. OBL species x 1 = a. FACW species x 2= 5. FAC species x 3= FACU species x 4= I =Total Cover x 5= Flerb Stratum (Plot size 1 m diam. ) Column totals (A) B � Ranunculus re ns 100 Y FAC 2 Prevalence Index=B/A= 3. 4 H dro h ic Ve etation Indicators 5. Dominance test is>50% 6. Prevalence test is 5 3.0' 7. Morphological Adaptations'(provide supporting e. data in remarks or on a separate sheet) s. Wetland Non-Vascular Plants' io. Problematic Hydrophytic Vegetation'(explain) ��. =Totai Cover �Indicators of hydric soil and wetland hydrology must be present,unless disturbed or problematic Wood Vine Stratum Plot size �. 2 Hydrophytic Vegetation =7ota�Cove� Present? Yes � No � %Bare Ground in Herb Stratum Remarks: US Army Corps o/Engineers Westem Mountains, Valleys,and Coast-Intenm Version SOIL Sam lin Point-DP-1 Profile Descri tion: Describe to the de th needed to dxument the indicator or confirm the absence of indicators. Depth Matrix Redox Features inches Color moist % Color moist % T Loc Texture Remarks �_12„ very dark brown �� _ _ _ - Sandy loam 10YR 2/2 12-16" brown(10YR 4/3) 98 dark yellowish 2 _ _ Sandy loam brown 10YR 4/4 'Type:C=Concentration,D=Depletion,RM=Reduced Matrix,CS=Covered or Coated Sand Grains ZLoc:PL=Pore Lining,M=Matrix H dric Soil Indicators:(Applicable to all LRRs,unless otherwise noted.) Indicators for Problematic Hydric Soils' ❑ Histosol(A1) ❑ Sandy Redox(S5) ❑ 2cm Muck(A10) ❑ Histic Epipedon(A2) ❑ Stripped Matrix(S6j ❑ Red Parent Material(TF2) ❑ Black Histic(A3) ❑ Loamy Mucky Mineral(F1)(except MLRA 1) � Other(explain in remarks) ❑ Hydrogen Sulfide(A4) ❑ Loamy Gleyed Matrix(F2) ❑ ❑ Depleted Below Dark SuAace(A11) ❑ Depleted Matrix(F3) ❑ Thick Dark SuAace(Al2) ❑ Redox Dark Surtace(F6) 3 Indicators of hydrophytic vegetation and wetland hydrology must ❑ Sandy Mucky Mineral(S1) ❑ Depleted Dark Surface(F7) be present,unless disturbed or problematic ❑ Sandy Gleyed Matrix(S4) ❑ Redox Depressions(FS) Restrictive Layer(if present): T�' Yes No Hydric soil present? Depth(inches): Remarks: HYDROLOGY Wetland Hydrology Indicators: Primary lndicators(minimum ol one required:check a!1 that apply): Secondary lndicators(2 or more required): ❑ Surface water(A1j ❑ Sparsely Vegetated Concave Surface(B8) Water-Stained Leaves(B9)(MLRA 1,2,4A&46) ❑ High Water Table(A2) ❑ Water-Stained Leaves(except MLRA t,2,4A&46)(B9) Drainage Patterns(B10) ❑ Saturation(A3) ❑ Salt Crust(B11) Dry-Season Water Table(C2) ❑ Water Marks(81� ❑ Aquatic Invertebrates(B13) Saturation Visible on Aerial Imagery(C9) ❑ Sediment Deposits(B2) ❑ Hydrogen Sulfide Odor(C1) Geomorphic Position(D2) ❑ Drift Deposits(B3) ❑ Oxidized Rhizaspheres along Living Roots(C3) Shallow Aquitard(D3) ❑ Algal Mat or Crust(B4) ❑ Presence of Reduced Iron(C4) FAC-Neutral Test(D5) ❑ Iron Deposits(B5) O Recent Iron Reduction in Tilled Soils(C6) Raised Ant Mounds(D6)(LRR A) ❑ Surface Soil Cracks(B6) ❑ Stunted or Stressed Plants(D1)(LRR A) Frost-Heave Hummocks ❑ Inundation Visible on Aerial ❑ Other(explain in remarks) Imagery(B7) Field Observations I Surface Water Present? ❑ Yes � No Depth(in): Water Table Present? ❑ Yes � No Depth(in�: Wetland Hydrobgy Present? Yes � No � Saturation Present? ❑ Yes � No Depth(in): -14" (includes capillary fringe) Describe Recorded Data(stream gauge,monitoring well,aerial photos,previous inspections),if available: Remarks: US Army Corps o(Engineers Westem Mountains. Valleys,and Coast-Interim Version � j ; 750 Si�h Street South WETLAND DETERMINATION DATA FORM Kirkland,Washington 98033 WATE RS H E D yye3tem Mountains,Valleys,and Coast Supplement to the (425)822-5242 `,.I\ 1 1987 COE Wetlands Delineation Manual pp_ 2 watershedco.com Project Site: Renton Ea Ieston2emanek Sampling Date: 7/18/2013 ApplicanVOwner: Sampling Point: DP- 2 Investigator: Mike Foster City/County: Renton/Kin Sect.,Township,Range S 33 T 23N R OSE State: WA Landtorm(hillslope,terrace,etc) TerrBCe Slope(%� 0 Local relief(concave,convex,none) Flat Subregion(LRR) A Lat 47.43 Long -122.18 Datum Soii Map Unit Name Alderwood gravelly sandy loam,0 to 6 percent slopes NWi dassitication N!A Are climatic/hydrologic conditions on the site typical for ihis time ot year? Yes No (If no,explain in remarks.) Are"Nortnal Circumstances"present on the site? Yes No Are Vegetation�,Soil,�,or Hydrology�significantly disturbed? Are Vegetation❑,Soil,�,or Hydrology�naturally problematic? (If needed,explain any answers in Remarks.) SUMMARY OF FINDINGS-Attach site ma showin sam lin oint locations,transects,im ortant features,etc. Hydrophytic Vegetation Present? � Yes � No Is this Sampling Point within a Wetland? a Yes � No Hydric Soils Present? Yes No Wetland Hydrology Present? Yes No Remarks: VEGETATION-Use scientific names of lants. Tree Stretum (Plot size 5m diam. ) Absolute% Dominant Indicator pominanCe Test Wo�ksheet Cover S cies? Status �. Number of Dominant Species Z. that are OBL,FACW,or FAC: (A� 3. Total Number of Dominant q, Species Across All Strata: �B� =Totai Cover Percent oT Dominant Species that are OBL,FACW,or FAC: (�B� SaplinglShrub Stratum (Plot size 3m diam. ) � Po ulus bafsamiiera sa !in s 90 Y FAC Prevalence Index Worksheet 2 Rubus s ctabiJis 10 N FAC Total/Cover ot Multiolv bv 3 S iraea dou lasii 2 N FACW OBL species x 1 = a. FACW species x 2= 5. FAC species x 3= FACU species x 4= =7otal Cover x 5= Herb Stratum (Plot size 1 m diam. ) Column totals (A) B � Juncus effusus 15 Y FACW 2 Carex dewe ana 5 N FACU Prevalence Index=B/A= 3. 4� H dro h ic Ve etation Indicators 5. Dominance test is>50% s. Prevalence test is 5 3.0' �. Morphological Adaptations'(provide supporting e. data in remarks or on a separate sheet) 9. Wetland Non-Vascular Plants' to. Problematic Hydrophytic Vegetation'(explain) t�. =Totai Cover 'Indicators of hydric soil and wetland hydrology must be present,unless disturbed or problematic Wood Vine Stratum Plot size t. 2 Hydrophytic Vegetation =Total Cover Present? Yes � No � %Bare Ground in Herb Stratum Remarks: Site deared in t6e last ten years. Hydro may have recenUy been altered. Near a large trench associated with neighboring development. US Army Corps o(Engineers Westem Mountains. VaHeys,and Coast-lnterim Version SOIL Sam lin Point-DP-2 Protile Descri tion: Describe to the de h needed to document the indicator or confirm the absence of indicators. Depth Matrix Redox Features inches Color moist % Color moist % T Loc Texture Remarks 0-14" dark yellowish 98 7.5YR 4/6 2 RM M Sandy Loam brown 10YR 4/4 'Type:C=Concentration,D=Depletion,RM=Reduced Matrix.CS=Covered or Coated Sand Grains ZLoc:PL=Pore Lining,M=Matrix H dric Soil Indicators:(Applicable to all LRRs,un�ess otherwise noted.) Indicators for Problematic Hydric Soils' ❑ Histosol(A1) ❑ Sandy Redox(S5) ❑ 2cm Mudc(A10) ❑ Histic Epipedon(A2) ❑ Stripped Matriz(S6) Q Red Parent Material(TF2) ❑ Black Histic(A3) ❑ Loamy Mucky Mineral(F1)(except MLRA 1) ❑ Other(explain in remarks) ❑ Hydrogen Sulfide(A4) ❑ Loamy Gleyed Matrix(F2) ❑ ❑ Depleted Below Dark SuAace(A11) ❑ Depleted Matrix(F3) ❑ Thick Dark Surface(Al2) ❑ Redox Dark Surtace(F6) 3 Indicators of hydrophytic vegetation and wetland hydrology must ❑ Sandy Mucky Mineral(S1) ❑ Depleted Dark SuAace(F7) be present,unless disturbed or problematic ❑ Sandy Gleyed Matrix(S4) ❑ Redox Depressions(FS) Restrictive Layer(it presentl: Type: Hydric soil preserttl Yes No Depth(inches): Remarks: HYDROLOGY Wetiand Hydrobgy Indicators: Primary Indicators(minimum of one required:check all that apply): Secondary Indicators(2 or more required): ❑ SuAace water(A1) ❑ Sparsely Vegetated Concave Surface(BS) Water-Stained Leaves(B9)(MLRA 1,2,4A&4B) ❑ High Water Table(A2) ❑ Water-Stained Leaves(except MLRA 1,2,4A&46)(69) Drainage Patterns(B10) Saturation(A3) ❑ Salt Crust(B11) Dry-Season Water Table(C2) Water Marks(81) ❑ Aquatic Invertebrates(613) Saturation Visible on Aerial Imagery(C9) Sediment Deposits(62) ❑ Hydrogen Sulfide Odor(C1) Geomorphic Position(D2) Drift Deposits(B3) ❑ Oxidized Rhizospheres along Living Roots(C3) Shallow Aquitard(D3) Algal Mat or Crust(B4) ❑ Presence of Reduced Iron(C4) FAC-Neutral Test(D5) Iron Deposits(BS) ❑ Recent Iron Reduction in Tilled Soils(C6) Raised Ant Mourxls(D6)(LRR A) Surface Soil Cracks(66) ❑ Stunted or Stressed Plants(D1)(LRR A) Frost-Heave Hummocks Inundation Visible on Aerial ❑ Other(explain in remarks) Imagery(B7) Field Observations SuAace Water Present? ❑ Yes � No Depth(in): Water Table Present? ❑ Yes � No Depih(in): Wetland Hydrobgy Present? Yes � No � Saturation Present? ❑ Yes � No Depih{in): -14" (includes capillary fringe) Describe Recorded Data(stream gauge,monitoring well,aerial photos,previous inspec[ions),if available: Remarres: US Army Corps o(Engineers Westem Mountains. Valleys.and Coast-lnterim Version V APPENDIX D Operations and Maintenance Manual � KING COUNTY", 1�1'ASHINGTOn, SURFACE 1� ATER DESIGV A9AN[1.AL APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES N0. 1 - DETENTION PONDS Maintenance Defect or Problem Conditions When Maintenance Is Needed Results Expected When Component Maintenance Is Performed General Trash&Debris Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet(this is about equal to the amount of iresh it would take to fiil up one standard size office garbage can). In general, there should be no visuai evidence of dumping. Poisonous Vegetation Any poisonous or nuisance vegetation which may No danger of poisonous vegetation or Noxious Weeds constitute a hazard to County personnel or the where County personnel or the public. public might normally be. Coordination with Seattle-King County Health Department Contaminants and Oil,gasoline,or other contaminants of one gallon No contaminants present other than Pollution or more,or any amount found that could: a surface film. (Coordination with 1)cause damage to plant,animal,or marine life; Seattle/King County Health 2)constitute a fire hazard;or 3)be flushed Department) downstream during rain storms. Unmowed if facility is located in private residential area, When mowing is needed, Grass/Ground Cover mowing is needed when grass exceeds 18 grass/ground cover should be inches in height. In other areas,the general mowed to 2 inches in height. policy is to make the pond site match adjacent Mowing of selected higher use areas ground cover and terrain as long as there is no rather than the entire slope may be interference with the function of the facility. acceptable for some situations. Rodent Holes Any evidence of rodent holes if facility is acting Rodents destroyed and dam or berm as a dam or berm,or any evidence of water repaired. (Coordination with piping through dam or berm via rodent holes or Seattle/King County Health other causes. Department) Insects When insects such as wasps and homets Insects destroyed or removed from interfere with maintenance activities. Mosquito site. Mosquito control: Swallow complaints accompanied by presence of high nesting boxes or approved larvicide mosquito larvae concentrations{aquatic phase). applied. Tree Growth Tree growth threatens integrity of berms acting Trees do not hinder maintenance as dams,dces not allow maintenance access,or activities. Harvested trees should interferes with maintenance activity(i.e.,slope be recycled into mulch or other mowing,silt removal,vactoring,or equipment beneficial uses(e.g.,alders for movements). If trees are a threat to berm firewood). integrity or not interfering with access,leave trees alone. 2005 Surface WaterDesign Manual—Appendix A l;'?4r'005 A-I APPE1�Dla A MAIVTEI�ANCE REQUIREMEVTS FLOV�'CONTROL,C01�VE�'ANCE,ArD W'Q FACILITIES NO. 1 -DETENTION PONDS Maintenance Defect or Problem Conditions When Maintenance Is Needed Results Expected When Component Maintenance Is Performed Side Slopes of Pond Erosion Eroded damage over 2 inches deep where cause Slopes should be stabilized by using of damage is still present or where there is appropriate erosion control potential for continued erosion. measure(s);e.g.,rock reinforcement,planting of grass, Any erosion observed on a compacted berm compaction. embankment. If erosion is occurring on compacted bertns a licensed civil engineer should be consutted to resoNe source of erosion. Storage Area Sediment Accumulated sediment that exceeds 10%of the Sediment cleaned out to designed designed pond depth. pond shape and depth;pond reseeded if necessary lo control erosion. Liner Damage Liner is visible and has more than three Y,-inch Liner repaired or replaced. (If Applicable) holes in it. Pond Berms(Dikes) SetUement Any part of berm that has settled 4 inches lower Dike should be built back to the than the design elevation. Settling can be an design elevation. indication of more severe problems with the berm or outlet works. A licensed civil engineer should be consulted to determine the source of the settlement. Emergency Tree Growth Tree growth on emergency spillways create Trees should be removed. If root Overflow/Spillway blockage problems and may cause failure of the system is small(base less than 4 and Bertns over 4 bertn due to uncontrolled overtopping. inches)the root system may be left feet in height. in place. Otherwise the roots should Tree growth on berms over 4 feet in height may �removed and the berm restored. lead to piping through the berm which could lead A licensed civil engineer should be to failure of the berm. consulted for proper berm/spillway restoration. Emergency Rock Missing Only one layer of rock exists above native soil in Replace rocks to design standards. Overflow/Spillway area five square feet or larger,or any exposure of native soil at the top of out flow path of spiltway. Rip-rap on inside slopes need not be replaced. ]/24/2005 ?005 Surface\�'ater Design'�lanual—Appendix A A-2 APPENDIa A M.AINTEVAVCt REQUIRE�IEN7S FOR FLOVI'CON"IROL,COVVEY'ANCE,AND WQ FACILITIES NO.4-CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed General Trash and Debris Distance between debris build-up and bottom of All trash and debris removed. (Includes Sediment) orifice plate is less than 1.5 feet. Structural Damage Structure is not securely attached to manhole Structure securety attached to wall wall and outlet pipe structure should support at and outlet pipe. least 1,000 Ibs of up or down pressure. Structure is not in upright position(allow up to Structure in correct position. 10%from plumb). Connections to outlet pipe are not watertight and Connections to outlet pipe are water show signs of rust. tight;structure repaired or replaced and works as designed. Any holes�ther than designed holes—in the Structure has no holes other than structure. designed holes. Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is watertight and works as designed. Gate cannot be moved up and down by one Gate moves up and down easily and maintenance person. is watertight. ChaiNrod leading to gate is missing or damaged. Chain is in place and works as designed. Gate is rusted over 50%of its surface area. Gate is repaired or replaced to meet design standards. Orifice Plate Damaged or Missing Control device is not working properly due to Plate is in place and works as missing,out of place,or bent orifice plate. designed. Obstructions Any trash,debris,sediment,or vegetation Plate is free oi all obstructions and blocking the plate. works as designed. OverFlow Pipe Obstructions Any trash or debris blocking(or having the Pipe is free of all obstructions and potential of blocking)the overflow pipe. works as designed. Manhole See"Detention Tanks See"Detention Tanks and Vaults"Table No.3 See"Detention Tanks and Vaults" and Vaults" Table No. 3 20�5 Surtace V4'ater Design'�9anual–Appendix A 1/24/2005 ' A-5 ' APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL.CONVEYANCE.AND WQ FACILITIES NO. 5-CATCH BASINS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed General Trash&Debris Trash or debris of more than Y�cubic foot which No Trash or debris located (Includes Sediment) is located immediately in front of the catch basin immediately in front of catch basin opening or is blocking capacity of the basin by opening. more than 10%. Trash or debris(in the basin)that exceeds'/3 the No trash or debris in the catch depth irom the bottom of basin to invert the basin. lowest pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocking Inlet and outlet pipes free of trash or more than'!s of its height. debris. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within the catch basin. gases(e.g.,methane). Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of insects or rodents. Structure Damage to Comer of frame extends more than'/.inch past Frame is even with curb. Frame and/or Top curb face into the street(If applicable). Slab Top slab has holes larger than 2 square inches Top slab is free of holes and cracks. or cracks wider than Y.inch(intent is to make sure all material is running into basin). 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 Basin Cracks wider than Y2 inch and longer than 3 feet, Basin replaced or repaired to design Walls/Bottom any evidence of soil particles entering catch standards. basin through cracks,or maintenance person judges that structure is unsound. Cracks wider than Yz inch and longer than 1 foot No cracks more than'/4 inch wide at at the joint of any inleUoutlet pipe or any the joint of inleUoutlet pipe. evidence of soil particles entering catch basin through cracks. SettlemenU Basin has settled more than 1 inch or has rotated Basin replaced or repaired to design Misalignment more than 2 inches out of alignment. standards. Fire Hazard Presence of chemicals such as natural gas,oil No flammable chemicals present. and gasoline. Vegetation Vegetation growing across and blocking more No vegetation blocking opening to than 10%of the basin opening. basin. Vegetation growing in inleUoutlet pipe joints that No vegetation or root growth is more than 6 inches tall and less than 6 inches present. apart. Pollution Nonflammable chemicals of more than'h cubic No pollution present other than foot per three feet of basin length. surface film. Catch Basin Cover Cover Not in Place Cover is missing or only partially in place.Any Catch basin cover is closed open catch basin requires maintenance. Locking Mechanism Mechanism cannot be opened by on Mechanism opens with proper tools. Not Working maintenance person with proper tools. Bolts into frame have less than'h inch of thread. Cover Difficult to One maintenance person cannot remove lid after Cover can be removed by one Remove applying 80 Ibs. of lift;intent is keep cover from maintenance person. sealing off access to maintenance. Ladder Ladder Rungs Unsafe Ladder is unsafe due to missing rungs, Ladder meets design standards and misalignment,rust,cracks,or sharp edges. allows maintenance person safe access. 1!24!2005 2005 Surface Water Design Manual—Appendix A A-6 - -� APPENDIX A MA[NTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES I NO. 5-CATCH BASINS ', Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is pertormed Metal Grates Unsafe Grate Grate with opening wider than�/e inch. Grate opening meets design (If Applicable) Opening standards. Trash and Debris Trash and debris that is blocking more than 20°� Grate free of trash and debris. of grate surface. Damaged or Missing. Grate missing or broken member(s)of the grate. Grate is in place and meets design standards. NO. 6-DEBRIS BARRIERS (E.G.,TRASH RACKS) Maintenance Defect or Problem Condkion When Maintenance is Needed Results Expected When Component Maintenance is Performed. General Trash and Debris Trash or debris that is plugging more than 20°k Barrier clear to receive capacity of the openings in the baRier. flow. Metal Damaged/Missing Bars are bent out of shape more than 3 inches. Bars in place with no bends more Bars. than'/.inch. Bars are missing or entire barrier missing. Bars in place according to design. Bars are loose and rust is causing 50% Repair or replace barrier to design deterioration to any part of barrier. standards. NO. 7- ENERGY DISSIPATERS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Pertormed. External: Rock Pad Missing or Moved Only one layer of rock exists above native soil in Replace rocks to design standards. Rock area five square feet or larger,or any e�osure of native soil. Dispersion Trench Pipe Plugged with Accumulated sediment that exceeds 20%of the Pipe cleaned/flushed so that it Sediment design depth. matches design. Not Discharging Visual evidence of water discharging at Trench must be redesigned or Water Properly concentrated points along trench(normai rebuilt to standards. condition is a"sheet flov✓'of water along trench). Intent is to prevent erosion damage. Perforations Plugged. Over Y�of perforations in pipe are plugged with Clean or replace perforated pipe. debris and sediment. Water Flows Out Top Maintenance person observes water flowing out Facility must be rebuilt or of"Distributo�'Catch during any storm less than the design storm or redesigned to standards. Basin. its causing or appears likely to cause damage. Receiving Area Over- Water in receiving area is causing or has No danger of landslides. Saturated potential of causing landslide problems. Internal: Manhole/Chamber Wom or Damaged Structure dissipating flow deteriorates to%or Replace structure to design Post.Baffles.Side of original size or any concentrated wom spot standards. Chamber exceeding one square foot which would make structure unsound. 2005 Surfacc Water Design Manual—Appendix A ]12412005 A-7 APPENDIX A MAINTEI�ANCE REQl11REMENTS FOR FLOVI'CONTROL.CONVEYANCE.AND W'Q FACILITIES N0. 10-CONVEYANCE PIPES AND DITCHES Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When � Component Maintenance is Performed Pipes Sediment&Debris Accumulated sediment that exceeds 20°k of the Pipe cleaned of all sediment and diameter of the pipe. debris. Vegetation Vegetation that reduces free movement of water All vegetation removed so water through pipes. flows freely through pipes. Damaged Protective coating is damaged;rust is causing Pipe repaired or replaced. more than 50%deterioration to any part of pipe. Any dent that decreases the cross section area Pipe repaired or replaced. of pipe by more than 20°k. ' Open Ditches Trash&Debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20%of the Ditch cleanedfflushed of all design depth. sediment and debris so that it matches design. Vegetation Vegetation that reduces free movement of water Water flows freely through ditches. through ditches. Erosion Damage to See"Detention Ponds"Table No. 1 See"Detention Ponds"Table No. 1 Slopes Rock Lining Out of Maintenance person can see native soil beneath Replace rocks to design standards. Place or Missing(If the rock lining. Applicable). N0. 11 -GROUNDS (LANDSCAPING) Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Pertortned General Weeds Weeds growing in more than 20%of the Weeds present in less than 59�0 of (Nonpoisonous,not landscaped area(trees and shrubs only). the landscaped area. noxious) � Safety Hazard Any presence of poison ivy or other poisonous No poisonous vegetation present in vegetation. landscaped area. Trash or Litter Paper,cans,bottles,totaling more than 1 cubic Area Gear of litter. foot within a landscaped area(trees and shrubs only)of 1,000 square feet. Trees and Shrubs Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less than 5% broken which affect more than 25°�of the total of total foliage with split or broken foliage of the tree or shrub. limbs. Trees or shrubs that have been blown down or Tree or shrub in place free of injury. knocked over. Trees or shrubs which are not adequately Tree or shrub in place and supported or are leaning over,causing exposure adequatety supported;remove any of the roots. dead or diseased trees. 2005 Surface\6 ater Design A4anual—Appendix.4 1/24/2005 A-9 APPENDIX A 'vIA1NTET�ANCE REQUIREMEI�TS FLOVv COI�TROL,CONVEYANCE,AND Vb`Q FACILITIES N0. 12-ACCESS ROADS Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed General Trash and Debris Trash and debris exceeds 1 cubic foot per 1,000 Roadway free of debris which could square feet(i.e.,trash and debris would fill up damage tires. one standards size garbage can). Blocked Roadway Debris which could damage vehicle tires(glass Roadway free of debris which could or metal). damage tires. Any obstrudion which reduces Gearance above Roadway overhead clear to 14 feet road surface to less than 14 feet. high. Any obstruction restricting the access to a 10-to Obstruction removed to allow at 12-foot width for a distance of more than 12 feet least a 12-foot access. or any point restricting access to less than a 10- foot width. Road Surface Settlement,Potholes, When any surface defect exceeds 6 inches in Road surface uniformly smooth with Mush Spots, Ruts depth and 6 square feet in area. In general, any no evidence of settlement,potholes, surface defect which hinders or prevents mush spots,or ruts. maintenance access. Vegetation in Road Weeds growing in the road surface that are more Road surface free of weeds taller Surface than 6 inches tall and less than 6 inches tall and than 2 inches. less than 6 inches apart within a 400-square foot area. Modular Grid Build-up of sediment mildly contaminated with Removal of sediment and disposal Pavement petroleum hydrocarbons. in keeping with Health Department recommendations for mildly contaminated soils or catch basin sediments. Shoulders and Erosion Damage Erosion within 1 foot of the roadway more than 8 Shoulder free of erosion and Ditches inches wide and 6 inches deep. matching the surrounding road. Weeds and Brush Weeds and brush exceed 18 inches in height or Weeds and brush cut to 2 inches in hinder maintenance access. height or cleared in such a way as to allow maintenance access. � l;'24 2005 2005 Surface Water Design Manual—Appendix A A-10 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND W'Q FACILITIES NO. 24-CATCHBASIN INSERT Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Pertormed Catch Basin Inspection Inspection of inedia insert is required. Effluent water from media insert is free of oils and has no visible sheen. Sediment When sediment forms a cap over the insert No sediment cap on the insert Accumulation media of the insert and/or unit. media and its unit. Trash and Debris Trash and debris accumulates on insert unit Trash and debris removed from Accumulation creating a blockage/restriction. insert unit.Runoff freety flows into catch basin. Media lnsert Water Saturated Catch basin insert is saturated with water,which Remove and replace media insert no longer has the capacity to absorb. Oil Saturated Media oil saturated due to petroleum spill that Remove and replace media insert. drains inlo catch basin. Service Life Exceeded Regular interval replacement due to typical Remove and replace media at average life of inedia insert product. regular intervals,depending on insert product. 1/24/2005 2005 Surface W'ater Design Manual—Appendix A A-20 APPENDIX E Conveyance Analysis StormSHED 3G Output I '1-�['� t � � 0 •.�+ o� �C� t1-ii ^ G C� C p��9 � r�-o» ��+o i 2 � N-o i � N-014 p-012 O P.017 N-015 P-01q U P-015 v � � +-+ � W 0 9 (n 4 b tJ- 13 C o� O r�-o s N- 15 CB Total Area Lot Area 45% Impervious ROW Area 75% Impervious Total Basin Acres Number sf Total Impervious Pervious Total Impervious Pervious Impervious Pervious Impervious Pervious 11 991.79 0.00 0.00 0.00 991.79 743.84 247.95 743.84 247.95 0.02 0.01 12 1,442.51 0.00 0.00 0.00 1,442.51 1,081.88 360.63 1,081.88 360.63 0.02 0.01 13 22,061.77 19,713.92 8,871.26 10,842.66 2,347.85 1,760.89 586.96 10,632.15 11,429.62 0.24 0.26 14 1,637.56 0.00 0.00 0.00 1,637.56 1,228.17 409.39 1,228.17 409.39 0.03 0.01 15 29,950.72 26,640.90 11,988.41 14,652.50 3,309.82 2,482.37 827.46 14,470.77 15,479.95 0.33 0.36 16 31,315.65 26,249.42 11,812.24 14,437.18 5,066.23 3,799.67 1,266.56 15,611.91 15,703.74 0.36 0.36 17 2,554.64 0.00 0.00 0.00 2,554.64 1,915.98 638.66 1,915.98 638.66 0.04 0.01 18 41,748.40 36,612.21 16,475.49 20,136.72 5,136.19 3,852.14 1,284.05 20,327.64 21,420.76 0.47 0.49 19 57,065.84 54,030.05 24,313.52 29,716.53 3,035.79 2,276.84 758.95 26,590.37 30,475.48 0.61 0.70 20 3,015.50 0.00 0.00 0.00 3,015.50 2,261.63 753.88 2,261.63 753.88 0.05 0.02 The above bolded areas are what is used in conveyance calculations in StormSHED 3G Appended on: Friday,August 15,2014 3:57:14 PM Layout Report: Rylee Event �Precip (in) 2yr 24hr ', 2.50 �25 year �' 3.40 100 year� 3.90 Reach Records Record Id: P-011 - - - -- _ __ _ _ _ SecNon Shape: I Circular � Uniform Flow Method: � Manning's Coefficient: I 0.009 � . -- ------ --------�-- Routing Method: Travel Time Shift Contributing Hyd ------ - _ _ _ - ---- �------ DnNode N-010 UpNode N-011 Material ; unspecified Size � 18 in Diam Ent Losses � Groove End w/Headwall �' - ---_ _ . _ _ -�— Length �-63.00 ft Slope I 3.25/o Up Invert � 500.55 ft Dn Invert � 498.50 ft _ _. _ _ Conduit Constraints I I Min Vel � Max Vel Min Slope Max Slope � Min Cover �'I __ _ _ _._ __ _ -- _ _ — -- --I 2.00 ft/s 15.00 ft/s 0.50% 2.00% � 3.00 ft Drop across MH � 0.00 ft Eac/Infil Rate 0.00 in/hr '' _ _ __ ' Record Id: P-012 Section Shape: I Circular ' Uniform Flow Method: � Manning's Coefficient: 0.009 Routing Method: Travel Time Shift Contributing Hyd DnNode N-011 'UpNode N-012 ' ---- _ _ ._ _ _--- ___ _ _----_ _--_ - ---- __ __ _ — --.. � Material unspecified Size 12 in Diam Ent Losses � Groove End w/Headwall _ _ - -- - -- Length 91.00 ft Slope �0.49% Up Invert � 501.50 ft Dn Invert �501.05 ft __ _-----___ — Conduit Constraints _ _ __ _ _ __ __ , _ ___ ' Min Vel Max Vel i Min Slope Max Slope � Min Cover .-- - _ _ - ____-------- _ _---- - , 2.00 ft/s 15.00 ft/s � 0.50°/a � 2.00% 3.00 ft ; '__ _ _ __ _ _ _-_ _ _ —_ _ --- - - Drop across MH 0.00 ft �x/Infil Rate � 0.00 in/hr Record Id: P-013 ---_ _ __ - -- -- ---__ � �Section Shape: � Circular �'�Uniform Flow Method: Manning's Coefficient: 0.009 _ _ __ -- - ;Routing Method: Travel Time Shift �Contributing Hyd �— � -- -__ _ ---- ---- 'DnNode � N-012 �pNode �-013 � -- --- r---- — ----__ ..___- �� aterial I unspecified Size 12 in Diam � �- --- _ .___ _ --- .-----_ ___-- ( _ _ - -- - --- Ent Losses j Groove End w/Headwall ; ,Length � 18.00 ft 'Slope -� 0.50% ' - - ---- _--- � IUp Invert � 501.59 ft �Dn Invert � 501.50 ft �� - - - - - - -- _ _ - _-_ ___ i � Conduit Constraints i ___ - Min Vel � Max Vel Min Slope ' Max Slope Min Cover -- 2.00 ft/s 15.00 ft/s 0.50% , 2.00% 3.00 ft i _ _ _— - ------� Drop across MH �- 0.00 ft Eae/Infil Rate 0.00 in/hr I Record Id: P-014 . __ __ - - __. ____ _----- ---- --_ _ _____. Sec6on Shape: � Circular ---._ Uniform Flow Method: � Manning's Coefficient: 0.009 -- _ _ --- - _____ _ _____— Routing Method: �; Travel Time Shift ContribuNng H,yd - -- - - _- --- DnNode N-011 UpNode �—N-014 Material unspecified Size 18 in Diam _ ---- __--- _ _ _ _ _ _ _ Ent Losses Groove End w/Headwall ' --- -- Length �--82.00 ft �Slope 1.78% ,Up Invert � 502.01 ft �Dn Invert ' S00.55 ft � _ _ _ _ _ _ ._._ . --- r -_ __ I _ - --- Conduit Constraints -- --_ ._ _ -- _ i�Min Vel Max Vel Min Slope Max Slope ' Min Cover 2.00 ft,'s 15.00 ft/s j 0.50% 2.00% I 3.00 ft -- _ --- - Drop across MH r— 0.00 ft Ex/Infil Rate � 0.00 in/hr Record Id: P-015 ------- SecNon Shape: Circular Uniform Flow Method: ' Manning's Coefficient: 0.009 Routing Method: Travel Time Shift !Contributing Hyd � — --- _ ---- --- ---- _ — �-- DnNode j N-014 iUpNode N-015 Material unspecified ISize 18 in Diam ; Ent Losses � Groove End w/Headwall _ r— __-- --- - -: Length 79.00 ft Slope 0 51% � ___ _ , _ Up Invert 502.41 ft ;Dn Invert ! 502.01 ft ' _ - _ _ _ __ __ . __ _ __ _ --- ---- -- ____ --- --� Conduit Constraints i Min Vel Max Vel � Min Slope � Max Slope � Min Cover ;_. _ 2.00 ft/s 15.00 ft/s 0.50% 2.00% � 3.00 ft -- -- - ____� _-- - --_ —_ ___ _ --- _ �----- Drop across MH 0.00 ft Ea`/Infil Rate ! 0.00 in/hr ' Record Id: P-016 Section Shape: Circular ' _ -___ _ Uniform Flow Method: Manning's Coefficient: � 0.009 — - _ Routing Method: , Travel Time Shift Contributing Hyd _ —_ . _ -- - --- - DnNode � N-015 UpNode � N-016 Material � unspecified Size 12 in Diam Ent Losses � Groove End w/Headwall Length r 20.00 ft Slope �0.50% ------ --- --_- ___ -- - - -- - _---- _ _ -- _ , -- Up Invert 503.01 ft Dn Invert ' S02.91 ft --- -_ --- Conduit Constraints Min Vel Max Vel � Min Slope Max Slope � Min Cover i 2.00 ft/s 15.00 ft/s � 0.50% 2.00% � 3.00 ft _— - __, _ , Drop across MH 0.00 ft iEar/Infil Rate 0.00 in/hr Record Id: P-017 Section Shape: � Circular Uniform Flow Method: � Manning's jCoefficient: � 0.009 Routing Method: Travel Time Shift ontributing Hyd --_ _ - - _ _ __ DnNode N-015 UpNode N-017 - — ---------_____-- - - �----- -- Material unspecified Size �, 12 in Diam _ _ --- _ _ ---- - - Ent Losses i Groove End w/Headwall � Length � 62.00 ft Slope �0.97%0 Up Iovert 503.51 ft Dn Invert 502.91 ft , I __--__ : _ , I Conduit Constraints I !, - -- - -_ —� .- --- - -- Min Vel Max Vel Min Slope Max Slope , NLn Cover ', -- -- ____- -- ---- _ _ . ---- -- 2.00 ft/s 15.00 ft/s � 0.50% 2.00% ' 3.00 ft i', ' --- - __ _ -- ---__ __ -- _ --- r----- - ---r-- - Drop across MH 0.00 ft E�Infil Rate 0.00 in/hr Record Id: P-018 Section Shape: � Circular ; __ — _ _ — — --I Uniform Flow Method: Manning's Coefficient: � 0.009 __ — -__- -_ Routing Method: Travel Time Shift Contributing Hyd DnNode ' N-017 UpNode � N-018 � __ - Material � unspecified Size � 12 in Diam __- -- _--- Ent Losses � Groove End w/Headwall � ;_--- Length 27.00 ft Slope i 0.52% ---- - -_ _ _- ---- Up Invert 503.65 ft Dn Invert ! 503.51 ft -- Conduit Constraints Min Vel Max Vel Min Slope Max Slope r Min Cover ; 2.00 ft/s 15.00 ft/s 0.50% 2.00% ' 3.00 ft ' _, __ _ _ � Drop across MH ' 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: P-019 _ ---_ _ __ ; Section Shape: � Circular ; -- Uniform Flow Method: �Manning's Coefficient: � 0.009 � _ __ --- _ _- - -__ _ ___ Routing Method: ; Travel Time Shift �Contributing Hyd � � DnNode ' N-017 UpNode �-019 Material �� unspecified j5ize 12 in Diam _ -------- Ent Losses ' Groove End w/Headwall Length 62.00 ft Slope j 1.48% Up Invert 504.43 ft Dn Invert � 503.51 ft - - -- Conduit Constraints _ - _ --- _ _ ---------- --- �; Min Vel '�, Max Vel Min Slope Max Slope �Min Cover 2.00 ft/s 15.00 ft/s I 0.50% ; 2.00% 3.00 ft _ _ - - -- _ _ - - ----- - -- - - Drop across MH � 0.00 ft �E�Infil Rate �00 in/hr Record Id: P-020 Section Shape: Circular Uniform Flow Method: j Manning's Coefficient: 0.009 Routing Method: j Travel Time Shift Contributing Hyd � DnNode �N-019 UpNode N-020 ____ __ _ -_ _ ----- - Material unspecified Size 12 in Diam Ent Losses � Groove End w/Headwall ,_ ___ -- - - Length 23.00 ft Slope 2.00% - _---- Up Invert j 504.89 ft Dn Invert 504.43 ft _ _ - _ _- _ - - - _ _----- __ __ ; 'i Conduit Constraints ' " r Min Vel Max Vel �' Min Slope Max Slope � Min Cover ' 2.00 fUs 15.00 ft/s r 0.50% 2.00°/a � 3.00 ft ' � ;' _ --- — _ __ _ -- — -- ----__ --- - Drop across MH ' 0.00 ft �E�Infil Rate 0 0 i0 n/hr Node Records Record Id: N-010 Descrip: Prototype Record Increment 0.10 ft —-- - -- -- - ---- - - ----_ _� Start El. 498.50 ft Max El. 500.00 ft _—_ _ _r— _ _ Void Ratio 100.00 : Condition Existing Structure Type Dummy �En� i,Groove End w/Headwall(ke=0.20)iChannelization No Special Shape ' - --_ __ _ ,—_ _- 'Ca ch '0.00 ft Bottom Area 0.00 sf - -_ ___ - -- ------ MH/CB Type Node ' Record Id: N-011 - -------- ------ ---_ -- --_ --- ___ - ------- Descrip: Prototype Record Increment 0.10 ft _ -- - --- Start El. 500.55 ft 'Max EL 509.56 ft ' --_ __ _ . _ _ _- , _-- i Void Ratio 100.00 , ,Condition Existing ',�Structure Type ICB-TYPE 2-48 I ,Ent Ke �Groove End w/Headwall(ke=0.20) ',Channelization No Special Shape -- - - -- _ __ ___---------- _ _ _ - ---- - Catch �00 ft �Bottom Area �12.5664 sf �MH/CB Type Node ----- ---------------� Record Id: N-012 Descrip: �Prototype Record ;Increment '0.10 ft - __---- _ __ ___ ________ __ __ _ - - . ._-__ _ Start El. 501.50 ft !Max EL 506.50 ft - ----- _ ' _ ___ Void Ratio'100.00 ; ; �'� _ -----__ _-- Condition Existing 'Structure Type jCB-TYPE 1 I, - - _ _ __ , _ -- - --- . ._ _ Ent Ke Groove End w/Headwall(ke=0 20) ;Channelization�No Special Shape , . --------- - - - - - jCatch ;0.00 ft ,Bottom Area 3.97 sf ', ,MH/CB Type Node ----- -----_ ,, Record Id: N-013 � Descrip: Prototype Record Increment 0.10 ft 'I _ _ --- Start El. 501.59 ft Max EL 506.50 ft - _ __ Void Ratio 100.00 i � _ _ I__ _ _ _ __ _- - Condition Existing �Structure Type CB-TYPE 1 --- ----___r-__ Ent Ke Groove End w/Headwall(ke=0.20) 'Channelization;No Special Shape __ _ __ _ _ __ _ ___ _ Catch 0.00 ft 'Bottom Area 3.97 sf ---- -- -----—---- ___ _ - ___ _ - --_ _ ____ __ _ __ _ _ __ MH/CB Type Node i� � ! `__ I Record Id: N-014 _ -- - ----------r--- ------�--- --- '�Descrip: �Prototype Record iIncrement ii0.10 ft --_ - Start El. 502.01 ft �Max El. 508.75 ft Void Ratio i 100.00 � Condition 'Existing 'Structure Type CB-TYPE 2-48 En-_ ___ _ _____------ __ - _-- ----- -- Ke �Groove End w/Headwall (ke=0.20) Channelization�o Special Shape ', -- ------ —_ _ _ _-- -_ - -- --------- - --- _ 'Catch %0.00 ft Bottom Area �2.5664 sf ' r-------------- __------ -------- ----- IMH/CB Type Node Record Id: N-015 -- --- - �Descrip: ;Prototype Record ',Increment ,0.10 ft Start El. I502.41 ft �Max El. 507.90 ft ,Void Ratio 100.00 � � � _ __ --- Condition ,Existing Struc�ture Type CB-TYPE 2-48 � Ent Ke ''Groove End w/Headwall(ke=0.20) 'Channelization;No Special Shape .----------- --- Catch 0.00 ft Bottom Area 12.5664 sf _ _ _ _ _ �- MH/CB Type Node _ _ _ _ Record Id: N-016 -- -- --- _ _ __ _ ____: IDescrip: jPrototype Record '�Increment �0.10 ft Start El. 503.01 ft �Max El. 507.90 ft - -- - -�---- -- --- ---- �oid Ratio�100.00 � ( ,Condition ��Existing �tructure Type 'CB-TYPE 1 Ent Ke 'Groove End w/Headwall(ke=0.20) Channelization No Special"`Shape �Catch 0.00 ft ;B�ottom Area � 3.97 sf I '� __------------ _� -- ------- I MH/CB Type Node , Record Id: N-017 _ ---__ __ _ _ __ -- Descrip: Prototype Record Increment I0.10 ft � Start El. 503.51 ft Max El. r508.56 ft �Void Ratio 100.00 �Condition iExisting Structure Type �CB-TYPE 2-48 Ent Ke IGroove End w/Headwall(ke=0.20) Channelization�o Special Shape - - --- -----------_ _ �Catch �0.00 ft Bottom Area 12.5664 sf MH/CB Type Node Record Id: N-018 �IDescrip: �Prototype Record Increment 0.10 ft r--- 'Start El. i503.65 ft 'Max El. 508.46 ft '�Void Ratio�i 100.00 ---- --- --� - Condition �E t ng �Structure Type jCB-TYPE 1 Ent Ke Groove End w/Headwall(ke=0.20) ;Channelization�N So pecial Shape _---- - -- _ - ---- Catch ,�00 ft 'Bottom Area 3.97 sf MH/CB Type Node Record Id: N-019 Descrip: Prototype Record Increment ;0.10 ft - _ _ --- - �------- - iStart El. 504.43 ft Max El. I509.43 ft ___ ___ __ ___ Void Ratio 100.00 ' � ��,Condition �isting �tructure Type '�CB-TYPE 1 Ent� Ke ,Groove End w/Headwall(ke=0.20) ;�Channelization,1 o Special Shape Catch '0 00 ft �Bottom Area .3.97 sf _— __ - - - - - MH/CB Type Node Record Id: N-020 Descrip: Prototype Record Increment 0.10 ft Start El. 504.89 ft 'Max El. 509.89 ft ___ — Void Ratio',100.00 ' ; _ —_ __ _ _ Condition ',Existing Structure Type CB-TYPE 1 - ------- --- _-- (Ent Ke 'Groove End w/Headwall (ke=0.20) Channelization No Special Shape Cat�- 0.00 ft Bottom Area '3.97 sf --__ ------------- ---- MH/CB Type Node Contributing Drainage Areas Record Id: B-011 � ,SeattleRecord Id: B-012 Design Method Rational IDF Table: I ; �� ' - - --_ - - - __ _ _ __ _ - �--___------ -- -�------__ . _ _- -__--- _ __ .._ ___ --- - ' SeattleRecord Id: B-013 ', Design Method �I Rational IDF Table: . ---- _ _ --- -- - _ _ _ ' SeattleRecord Id: B-014 � Design Method Rational IDF Table: I � � - - _ _ - - _ - -- -- ' SeattleRecord Id: B-015 Design Method , Rational IDF Table: � I � y __ ,_ . _ _ _-- _ � �� ', SeattleRecord Id: B-016 Design Method I Rational � IDF Table: ' _ i - _ ' SeattleRecord Id: B-017 , ' Design Method Rational IDF Table: , �� _ ___ _ _- - ----- _ _ _ . _ - -__ '� ' SeattleRecord Id: B-018 Design Method ��, Rational IDF Table: , � , � �� , _ _ _ _ -- _ _-- - --- -- _ � __--- -__ _ -- � __ - - _ ' � SeattleRecord Id: B-019 Design Method j Rational �, IDF Table: - , I SeattleRecord Id: B-020 ' Design Method I� Rational � IDF Table: � ' � I ' �----__ .. . _---- -- _ - --- - ----- -- ,— ' ' i Seattle ' Design Method Rational IDF Table: ',- ' _ _ _ �I Licensed to: Engenious Systems, Inc. , ROUTEHYD [] THRU [Rylee] USING [100 yr] AND [Seattle] NOTZERO RELATIVE RATIONAL Rational Method analysis Reach ID Area(ac) TC(min) i(in/hr) Flow(cfs) ��fS4 Full ratio n;ftp�th Size nVel (ft/s) fVel (ft/s) CArea 12 in P-020 0.07 6.3 3.209 0.1604 7.2975 0.022 0.1025 Diam 3.7845 9.2915 B-020 12 in P-019 1.38 6.4013 3.1812 2.4623 6.2776 0.3922 0.4354 Diam 7.5002 7.9928 8-019 12 in P-018 0.96 6.3 3.209 1.7505 3.721 0.4704 0.4827 Diam 4.6631 4.7377 B-018 12 in P-017 2.39 6.5391 3.1445 4.2702 5.0821 0.8402 0.7024 Diam 7.2444 6.4708 B-017 12 in P-016 0.72 6.3 3.209 1.3285 3.6488 0.3641 0.4174 Diam 4.2788 4.6457 B-016 18 in P-015 3.8 6.6817 3.1077 6.7096 10.8648 0.6176 0.8528 Diam 6.4687 6.1482 B-015 18 in P-014 3.84 6.8852 3.0573 6.691 20.2977 0.3296 0.5887 Diam 10.3972 11.4861 B-014 12 in P-013 0.5 6.3 3.209 0.9017 3.6488 0.2471 0.3386 Diam 3.8516 4.6457 B-013 12 in P-012 0.53 6.3779 3.1876 0.9611 3.6286 0.2649 0.3513 Diam 3.9039 4.6201 B-012 18 in P-011 4.4 7.0167 3.026 7.5967 27.427 0.277 0.5398 Diam 13.2718 15.5205 B-011 � HGL Analysis From Junct Loss Adjusted Node To Node HG EI (ft) App(ft) Bend(ft) �ft) HG EI (ft) Max EI(ft) 505.25 N-011 N-010 505.7539 0.2226 0.1874 0.0252 505.7439 509.56 N-014 N-011 506.17 0.2239 0.0018 ------ 505.9479 508.75 No approach losses at node N-017 because inverts and/or crowns are offset. N-015 N-014 506.3673 0.459 0.0263 0.1038 506.0383 507.9 N-017 N-015 507.0122 0.1526 0.0171 0.0667 506.9434 508.56 N-019 N-017 507.27 0.0006 0.0008 ------ 507.2702 509.43 N-020 N-019 507.2712 ------ ------ ------ 507.2712 509.89 N-018 N-017 507.0666 ------ ------ ------ 507.0666 508.46 N-016 N-015 506.1049 ------ ------ ------ 506.1049 507.9 N-012 N-011 505.8033 0.0205 0.0231 ------ 505.8059 506.5 N-013 N-012 505.836 ------ ------ ------ 505.836 506.5 Conduit Notes Reach HW Depth HW/D Q�cfs) �Depth Dc(ft) Dn(ft) Comment (ft) ratio (ft) P-011 7.2514 4.8343 7.6 6.75 1.0681 0.5398 Outlet Control P-014 5.6196 3.7464 6.69 5.1939 1.0013 0.5887 Outlet Control P-015 4.3602 2.9068 6.71 3.9379 1.0027 0.8528 Outlet Control P-017 4.1036 4.1036 4.27 3.1283 0.8699 0.7024 Outlet Control P-019 3.7576 3.7576 2.46 3.4334 0.6724 0.4354 Outlet Control P-020 2.8412 2.8412 0.16 2.8402 0.1638 0.1025 Outlet Control P-018 3.557 3.557 1.75 3.4334 0.5632 0.4827 Outlet Controi P-016 3.1949 3.1949 1.33 3.1283 0.4873 0.4174 Outlet Control P-012 4.7533 4.7533 0.96 4.6939 0.4115 0.3513 Outlet Control P-013 4.336 4.336 0.9 4.3059 0.3981 0.3386 Outlet Control ( � I r�-oos PJ-007A P-008 -o �� S 007 �J JL� � 0 o ^ � g d A �°0S r� a A ��r -003 � b 0 w FJ- 2 � b 0 � i t1 C.B-E� ■ Pond Outfall CB Total Area Lot Area 45% Impervious ROW Area 75%Impervious Total Basin Acres Number sf Total Impervious Pervious Total Impervious Pervious Impervious Pervious Impervious Pervious 3 3,703.29 0.00 0.00 0.00 3,703.29 2,777.47 925.82 2,777.47 925.82 0.06 0.02 4 3,054.72 0.00 0.00 0.00 3,054.72 2,291.04 763.68 2,291.04 763.68 0.05 0.02 5 1,421.19 0.00 0.00 0.00 1,421.19 1,065.89 355.30 1,065.89 355.30 0.02 0.01 6 1,416.43 0.00 0.00 0.00 1,416.43 1,062.32 354.11 1,062.32 354.11 0.02 0.01 7 3,016.40 0.00 0.00 0.00 3,016.40 2,262.30 754.10 2,262.30 754.10 0.05 0.02 g 2.23 2.63 The above bolded areas are what is used in conveyance calculations in StormSHED 3G Appended on: Friday,July 25,2014 3:40:17 PM Layout Report: Outfall Event IPrecip (in) ---- - _. ,2yr 24hr 2.50 �25 year I 3.40 ' �00 year 3.90 Reach Records Record Id: P-001 Section Shape: � Circular Uniform Flow Method: Manning's �Coefficient: � 0.009 �---- - Routing Method: � Travel Time Shift jContributing Hyd � _ _ _ _ . _ DnNode �, N-CB-EX ',UpNode N-001 . - _ _ _-- _ _ _ - Material i unspecified Size 18 in Diam --- - -- -- Ent Losses � Groove End w/Headwall __ - - -. __ ..___ _ -- Length 25.00 ft Slope 1.32% Up Invert 495.81 ft Dn Invert 495.48 ft � - -- - - _------- - --- -- -- - --- I Conduit Constraints _ ---- -- � Min Vel Max Vel � Min Slope Max Slope Min Cover I - -- - _ _-- -- --- -- -- - -- � 2.00 ft/s I5.00 ft/s �--0.50% � 2.00% �.00 ft _ _ - _ --- -- --- —- _- _ _ 'Drop across MH 0.00 ft Ea�/Infil Rate � 0.00 in/hr _ _ _ _ - - --- ' Record Id: P-002 'Section Shape: � Circular ._ _. -- -- --- __ -- - ---- --_ Uniform Flow Method: Manning's Coefficient: 0.009 Routing Method: Travel Time Shift Contributing Hyd _ _ _ _ iDnNode N-001 UpNode N-002 - - --------- —------- - __�____ _——-- - - --�-- Material unspecified Size 18 in Diam - - -- ' _ ----------- - --- Ent Losses � Groove End w/Headwall _— - - - - -- -_ _ Length 189.00 ft Slope 0.50% Up Invert 496.75 ft Dn Invert 495.81 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover ------ . �- -- �- _— ----- -- -- 2.00 ft/s 15.00 ft/s 0.50% '� 2.00% j 3.00 ft --- - - -- -._ _ _ --- - - - - -- -- Drop across MH 0.00 ft ��Infil Rate 0.00 in/hr Record Id: P-003 _ , - Section Shape: � Circular � ----- -- ---- — Uniform Flow Method: Manning's Coefficient: 0.009 _ Routing Method: Travel Time Shift Contributing Hyd DnNode � N-002 UpNode N-003 Material ' unspecified ;Size 18 in Diam - - � - ----- -- -- _ -- ---- - ---_ ----_ Ent Losses j Groove End w/Headwall — - _ _-- - - _ Length 192.00 ft Slope 0.50% Up Invert � 497.71 ft Dn Invert 496.75 ft _ - --- -- __ - _---- — Conduit Constraints Min Vel Max Vel Min Slope Max Slope '� Min Cover -- _ ---_ 2.00 ft/s 15.00 ft/s � 0.50% 2.00% j 3.00 ft ', — - ---_ _ Drop across MH �—� 0.00 ft Ex/Infil Rate � 0.00 in/hr � Record Id: P-004 - - . _ _- - __ _ ___ � Section Shape: '� Circular � Uniform Flow Method: �Manning's rCoefficient: ' 0.009 _---- ---_. _. _ -- -_ _ -----_ ___ _ -_ __ _ Routing Method: T lerav Time Shift Contributing Hyd � DnNode N-003 UpNode r N-004 ' Material unspecified Size 18 in Diam , _ _ - - __ Ent Losses � Groove End w/Headwall Length � 26.00 ft Slope � 0.50% , Up Invert � 497.84 ft Dn Invert 497.71 fr ' Conduit Constraints - -- - Min Vel Max Vel , Min Slope Max Slope Min Cover 2.00 ft/s 15.00 fUs 0.50% , 2.00% I 3.00 ft � - — ------ __ ----- - — ---------------- - _ _ �. Drop across MH 0.00 ft 'Ex/Infil Rate ', 0.00 in/hr Record Id: P-005 -------- . -- -----_ -_ Section Shape: Circular :, _- - ---- -_ ___ Uniform Flow Method: � Manning's iCoefficient: 0.009 Routing Method: Travel Time Shift �Contributing Hyd � ---- - - _ _- -- DnNode j N-004 jUpNode � N-005 Material � unspecified �Size 12 in Diam - -- --- - - _ _ Ent Losses � Groove End w/Headwall I Length � 42.00 ft 'Slope 1.60% ' - - __ _ _ _ , _ - - - -- - _ _--- Up Invert 499.01 ft �IDn Invert 498.34 ft - -- ---- -- - - -- _ _ _ --- -- --- -- -— Conduit Constraints ---— _ Min Vel Max Vel j Min Slope ; Max Slope � Min Cover 2.00 ft/s 15.00 ft/s �----0.50% � 2.00% - 3.00 ft --. _ ._ _--- - _- ---------- .-. ___ ----- _ _ Drop across MH 0.00 ft ,E�Infil Rate ', 0.00 in/hr ' Record Id: P-006 I Secdon Shape: � Circular ' __ �_ ___ _ _ _ __ _ Uniform Flow Method: Manning's Coefficient: � 0.009 Routing Method: Travel Time Shift ContribuNng Hyd � DnNode � N-005 UpNode � N-006 � �', Material � unspecified Size � 12 in Diam ' � _--_ _ — Ent Losses Groove End w/Headwall Length r 20.00 ft Slope I 0.50% _ _ _ ----- - - - Up Invert 499.11 ft Dn Invert 499.01 ft ' _ _ _ _ _ -- _------ - _ _ __ - _ __ , Conduit Constraints Min Vel Max Vel Min Slope Max Slope � Min Cover i 2.00 ft/s 15.00 ft/s 0.50% 2.00°/a � 3.00 ft Drop across MH 0.00 ft E�Infil Rate 0.00 in/hr Record Id: P-007 - -- - _ -— ------ �- --- -—---- Section Shape: � Circular � - - ---- • - Uniform Flow Method: Manning's Coefficient• 0.009 -------- -- __ _ _ ____ __._ RouNng Method: Travel Time Shift ContribuNng Hyd DnNode �—N-004 'UpNode ' N-007 � __ - - - - -- � -- -- -_ - - - ----- Material � unspecified ;Size 18 in Diam I _ ----- - Ent Losses j Groove End w/Headwall Len th 69.00 ft Slo e 0.49% g P � � Up Invert � 498.18 ft Dn Invert I 497.84 ft _ __- Conduit Constraints Min Vel Max Vel Min Slope Max Slope �Min Cover - , -- -- -- ----_. 2.00 ftls 15.00 ft/s ' 0.50% 2.00% 3.00 ft _ _-- - - _ - - - Drop across MH ', 0.00 ft Ea�/Infil Rate 0.00 in/hr Record Id: P-007A Section Shape: r Circular _ --- — _- - - -- ____ ----- Uniform Flow Method: Manning's Coefficient: 0.009 Routing Method: � Travel Time Shift Contributing Hyd DnNode � N-007 UpNode j N-007A � Material � unspecified Size 18 in Diam Ent Losses � Groove End w/Headwall Length � 37.00 ft Slope , 0.51% Up Invert 498.37 ft 'Dn Invert � 498.18 ft _ - - ---- Conduit Constraints Min Vel Max Vel �, Min Slope Max Slope ; Min Cover 2.00 ft/s 15.00 ft/s I 0.50% 2.00% i 3.00 ft _ _ __ - Drop across MH 0.00 ft E�Infil Rate 0.00 in/hr Record Id: P-008 Section Shape: j Circular , Uniform Flow Method: � Manning's Coefficient: 0.009 �, Routing Method: Tr�me Shift Contributing Hyd DnNode N-007A UpNode ! N-008 Material � unspecified Size � 18 in Diam iEnt Losses � Groove End w/Headwall �--- — �Length � 10.00 ft jSlope 1.30% ;Up Invert 498.50 ft Dn Invert 49837 fi � Conduit Constraints Min Vel Max Vel i Min Slope � Max Slope Min'Cover 2.00 ft/s 15.00 ft/s 0.50% � 2.00% � 3.00 ft ', _ __ _--- _, Drop across MH � 0.00 ft �Ea�/Infil Rate �00 in/hr Node Records Record Id: N-001 �escrip: rPrototype Record IIncrement 0.10 ft ' - -- Start El. '�495.81 ft �Max El. 504.40 ft I Void Ratio 100.00 � �I � - _ �-__ - - __ ___ 'Condition !Existing Structure Type CB-TYPE 2-48 ' ,. __ _ --- _ _ --- Ent Ke 'Groove End w/Headwall(ke=0.20) iChannelization No Special Shape Catch �0.00 ft �Bottom Area 12.5664 sf - - ----------- - _ MH/CB Type Node Record Id: N-002 - __._. __ ,Descrip: iPrototype Record 'Increment 0.10 ft _ - - - _ --- ( Start El. ;496.75 ft Max El. 505.51 ft Void Ratio i,100.00 � Condition Existing '�Structure Type CB-TYPE 2-48 -- ------ -- _ ' Ent Ke Groove End w/Headwall (ke=0.20) ,�Channelization No Special Shape : _------ _ _ ;_-- _ __—- -- _ Catch �0.00 ft Bottom Area 12.5664 sf _ -- - _ _ _ _ MH/CB Type Node '', Record Id: N-003 Descrip: Prototype Record Increment �0.10 ft Start E1. 497.71 ft Max El. 505.11 ft - - -- -- ------ _ __ Void Ratio 100.00 Condition 'Existing �,Structure Type CB-TYPE 2-48 _ .__ _ _ _ -- ---- Ent Ke 'Groove End w/Headwall(ke=0.20) Channelization No Special Shape ---' -- --- ----- --- Catch 0.00 ft Bottom Area 12.5664 sf - �------ - - - - - -- ------ MH/CB Type Node Record Id: N-004 ._ - __ -- - - ---- ---- - --__. _ _ . Descrip: !Prototype Record jlncrement 0.10 ft Start El. 497.84 ft �ax El. 504.96 ft Void Ratio 100.00 � Condition ;Existing �tructure Type CB-TYPE 2-48 — -- -- - --- - - ---- - -- - — ---- Ent Ke 'Groove End w/Headwall(ke=0.20) �Channelization No Special Shape � - -- _- - Catch ,�0.00 ft �Bottom Area 12.5664 sf ; MH/CB Type Node ' Record Id: N-005 Descrip: Prototype Record Increment 0.10 ft --- - -- - ( Start EI. �499.01 ft Max El. 504.01 ft Void Ratio�100.00 � f Condition Exi tin - I � s g Structure Type �CB TYPE 1 -- i Ent Ke Groove End w/Headwall (ke=0.20) Channelization No Special Shape � Catch '0.00 ft IBottom Area I,3.97 sf MH/CB Type Node Record Id: N-006 i _ _ _ _ ___ - Descnp: Prototype Record �Increment 0.10 ft _ __ _ _ i ---- — Start El. 499.11 ft IMax EL 504.01 ft Void Ratio 100.00 Ir � f I Condition 'Existing �Structure Type 'CB-TYPE 1 Ent Ke 'Groove End w/Headwall(ke=0.20) Channelization o Special Shape � Catch 0.00 ft ',Bottom Area 3.97 sf _ ___ __ � MH/CB Type Node Record Id: N-007 -_ _ --— - --- -- -- -— _ I Descrip: Prototype Record _ ',Increment 0.10 ft _ i ' Start El. 498.18 ft ;Max El. r504.38 ft � Void Ratio '100.00 . � �, - :r I �Condition rExisting �tructure Type ICB-TYPE 2-48 jEnt Ke IGroove End w/Headwall(ke=0.20) Channelization iN So pecial Shape ',, - -----_ _ --- — — --- _ _ � Catch j0.00 ft �ottom Area �12.5664 sf �H/CB Type Node Record Id: N-007A --- - - - . _— --- Descrip: Prototype Record !Increment 0.10 ft ; � - ---- ,--- - ----- � ' Start El. 498.37 ft IMax EL 505.25 ft � Void Ratio 100.00 �1 Condition Existing ',Structure Type ICB-TYPE 2-48 , ---- --- _ , , ,Ent Ke Groove End w/Headwall(ke=0.20) !Channelization,No Special Shape ', ------- ' ___ _ _ � � _ �Catch 0.00 ft 'Bottom Area 12.5664 sf ' MH/CB Type Node Record Id: N-008 'Descrip: Prototype Record jIncrement 0.10 ft Start El. 498.50 fi �ax El. 504.00 ft Void Ratio 100.00 j ( Condition Existing Structure Type �C-TYPE 2-54 Ent Ke Groove End w/Headwall (ke=0.20) Channelization No Special Shape 'Catch 0.00 ft Bottom Area '15.904 sf — - -- -- --__ --- __ ___ __ _ .--- MH/CB Type Node --------- -- - ' ; Record Id: N-CB-EX Descrip: ��Prototype Record lncrement 0.10 ft �Start EL �495.48 ft i�Max El. 502.20 ft ' _ - -- , �oid Ratio�100.00 ' ' Condition jExisting jStructure Type 'CB-TYPE 1-54 r--- ',Ent Ke �Groove End w/Headwall (ke=0.20) IChannelization'No Special Shape ,_ - --_ . _ Catch '0.00 ft �'�Bottom Area 15.9043 sf MH/CB Type Node Contributing Drainage Areas Record Id: B-003 _ -- . SeattleRecord Id: B-005 Design Method ' Rational ', IDF Table: __ ___ ' SeattleRecord Id: B-006 Design Method Rational IDF Table: ---- --- --------------- _ _ -------_ . _ ___- SeattleRecord Id: B-007 ' Design Method Rational ; IDF Table: i . ' SeattleRecord Id: B-008 , Design Method Rational j IDF Table: - �- I � , �- Seattle Design Method Rational IDF Table: ' Licensed to: Engenious Systems, Inc. - ROUTEHYD [] THRU [Outfall] USING [100 yr] AND [Seattle] NOTZERO RELATIVE RATIONAL Rational Method analysis Reach ID Area (ac) TC(min) i(in/hr) Flow(cfs) �cfs) Full ratio n�ft�th Size nVel (ft/s) fVel (ft/s) CArea 12 in P-006 0.03 6.3 3.209 0.0658 3.6488 0.018 0.0932 Diam 1.7841 4.6457 B-006 12 in P-005 0.06 6.4868 3.1583 0.1295 6.5271 0.0198 0.0976 Diam 3.2847 8.3106 B-005 18 in P-008 4.86 6.3 3.209 8.5503 17.3464 0.4929 0.7439 Diam 9.7787 9.816 B-008 18 in P-007A 4.86 6.317 3.2043 8.5378 10.8648 0.7858 1.002 Diam 6.8069 6.1482 18 in P-007 4.93 6.4076 3.1795 8.6307 10.6496 0.8104 1.0248 Diam 6.7095 6.0265 8-007 18 in P-004 4.99 6.7 3.1031 8.5507 10.7578 0.7948 1.0102 Diam 6.7545 6.0876 18 in P-003 5.07 6.7641 3.087 8.6885 10.7578 0.8076 1.0222 Diam 6.7735 6.0876 B-003 18 in P-002 5.07 7.2365 2.9755 8.3746 10.7578 0.7785 0.9955 Diam 6.726 6.0876 18 in P-001 5.07 7.7049 2.8756 8.0932 17.4793 0.463 0.7174 Diam 9.6961 9.8913 HGL Analysis From Junct Loss Adjusted Node To Node HG EI (ft) App(ft) Bend(ft) (ft) HG EI(ft) Max EI(ft) 496.5827 N-001 N-CB-EX 497.5687 ------ 0.1835 ------ 497.7521 504.4 N-002 N-001 498.5531 ------ 0.0028 ------ 498.556 505.51 N-003 N-002 499.5311 ------ 0.1167 ------ 499.6478 505.11 N-004 N-003 500.1662 0.3704 0.1351 0.0047 499.9355 504.96 N-005 N-004 499.9343 0.0494 0.0373 ------ 499.9222 504.01 � � N-006 N-005 499.9815 ------ ------ ------ 499.9815 504.01 N-007 N-004 500.6039 0.3625 0.0995 ------ 500.3409 504.38 N-007A N-007 500.8937 0.3635 0.1847 ------ 500.7149 505.25 N-008 N-007A 501.1827 ------ ------ ------ 501.1827 504 Conduit Notes HW Depth HW/D TW Depth Reach Q(cfs) Dc(ft) Dn(ft) Comment (ft) ratio (ft) P-001 1.7587 1.1724 8.09 1.1027 1.1027 0.7174 SuperCrit flow, Intet end controls P-002 1.8031 1.2021 8.37 1.9421 1.1212 0.9955 SuperCrit flow, Inlet end controls P-003 1.8211 1.2141 8.69 1.806 1.1416 1.0222 SuperCrit flow, Inlet end controls P-004 2.4562 1.6374 8.55 1.9378 1.1327 1.0102 Outlet Control P-005 1.5963 1.5963 0.13 1.5955 0.1453 0.0976 Outlet Control P-006 0.8715 0.8715 0.07 0.9122 0.1041 0.0932 Outlet Control M1 Backwater P-007 2.762 1.8413 8.63 2.0955 1.1379 1.0248 Outlet Control P-007A 2.7124 1.8083 8.54 2.1609 1.1319 1.002 Outlet Control P-008 2.8127 1.8751 8.55 2.3449 1.1327 0.7439 Outlet Control � I