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Home My WebLink About03736 - Technical Information Report � � ��l�ll QJ��J�1'l� ('`�Q;�i -� �� _ � 0 � � �D �C. ,c,n ��,c.�� -�'' �/� � � � c��-�� w�� A�►�A � � � � � I n r �1 - R n n ' �1 f�� ue �e te #� e to Highlan�_ � 4615 N.E. 4th Street Renton, Washington Prepared for: ��N E• Hq,�, The Kroger Co. �-P�.°��''�s''�►��'s � 3800 S.E. 22nd Avenue f� ' S Portland, OR 97202 � �� 9��3 �, G'�it�s,k'`�,r.ti i t.�i'`v�� 'S�fl.\':�l.�� , Revised September 20, 2013 Revised June 25, 2013 � September 19, 2012 Our Job No. 15432 ' � ' � � ��H�� f iI' s� � \ ,x CNIL ENGINEERING, LAND PLANNING, SURVEYING 1_ __ 18215 72ND AVENUE SOUTH KENT,WA 98032 (425)251-6222 (425)251-8782 FAx ' � ,/� u BRANCH OFFICES ♦ OLYMPIA,WA ♦ TACOMA,WA ♦ CONCORD,CA ♦ TEMECULA,CA sG ,I��'�� ? www.barghausen.com e' <r/ ' �� 3 ��O N�'' ENG{N 1.0 PROJECT OVERVIEW ' The proposed QFC Fueling Facility project is a 0.56 acre site located within a portion of the Northwest quarter of Section 15, Township 23 North, Range 5 East, Willamette Meridian, Kinq� � County, Washington. More specifically, the site is located at the southwest corner of NE 4� i, Street and Duvall Avenue NE in Renton, Washington. The enclosed Figure 2 — Vicinity Map, �, depicts the approximate location of the proposed site. I The site was previously a gas station but the site has since been demolished. The existing topography tends to slope to the southeast corner. There are no existing buildings on the site. The storm drainage facility is proposed to be located in the southeast corner of the project site . such that the site will discharge in the same location it does under existing conditions. There are no wetlands located on this project site and road improvements are proposed for street widening of NE 4th Street and Duvall Avenue NE. The flow control calculations utilized disturbed area instead of jusf the development parcel, since there are road improvements along the northern and eastern property lines of the site. The northern boundary of the project site is formed by NE 4`h Street. Existing commercial developments are to the south and west and Duvall Avenue NE forms the eastern property boundary. The proposal for this development is to construct a new fueling facility on the site with 5 fuel dispensing islands, a canopy and a kiosk with a restroom. The site will also include a pedestrian plaza at the street intersection. In addition, public road improvements will be constructed along the perimeter. Elevations on the site range from 405.5 at the northwest corner down to 397.5 at the southeast corner of the project site. There is an approximate 0.06-acre upstream basin contributing runoff to the western and , southern property line of the project site. This runoff sheet flows onto the site and flows southeast to Duvall. This upstream basin will be routed through the onsite detention and water quality system and will discharge, much as it does under existing conditions, at the southeast corner of the property site. Infiltration is not feasible for this site as the on-site soils do not percolate well enough. ' A Flow Control BMP is required for this site. This project is a non-subdivision project on an individual lot that meets the requirements for a large lot, high impervious BMP. An area of the , canopy roof equal to 10 percent of the site area will be direcfed to an on-site rain garden before ' being sent to the water quality and detention vault. 15432.001.doc KiNG COU�(TY, WASHII`'GTOI�, SURFr10E WATER DES[GV MANUAL TECHNICAL INFORMATION REPORT {TIR) �N�RKSHEET Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND PROJECT ENGINEER DESCRIPTION Praject Owner �C K r oq t� Ca r►-��o�.�c� Project Name QFC FvrL`n a �G��fLf �7� Phone �3-�q7 - 30 26 DDES Permit# i Address 39oD SE ZZnd Avc. � Location Township Por-F I ait d. O� `17 202 Range Project Engineer a5on ,f{J�6�• Section Company 1?jQ.Iq�16WSG/J CO/!Sul� ��ne S Site Address `�6/s l�� yfti.� Phone �{25 -251 - (,222 aP,�1-�n i LJA I Pa�3 TYPE OF PERM)T APPLICATION Part 4 OTHER REVIEWS AiVD PERMtTS ❑ Landuse Services ❑ DFW HPA ❑ Shoreline Subdivison / Short Subd. / UPD Management ❑ COE 404 � Buil ' ices ❑ DOE Dam Safety "� Struc f M/F Commerical SFR Rocke aul � Clearing and Grading Q FEMA Floodplain ❑ ESA Section 7 � Right-of-Way Use � COE Wetlands ❑ Other ❑ Other Part 5 PLAN AND REPORT INFORMATION Technical Information Repor� Site Improvement Ptan (Engr. Plans) Type of Drainage Review Full Targeted / Type (circle one): �u11 Modified / (circle): arge Site mali Site Date (include revision `�� r2 Date (include revision 9/ �/Z ' dates): � dates}: Date of Final: Date of Final: Part 6 ADJUSTMENT APPROVALS , Type (circle one): Standard / Complex / Preapplication / Experimental/ Blanket Description: (include conditions in TIR Section 2) Date of A roval: 2009 Surface Water Design Manual U9/2009 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes No Describe: Sta�t Date: Completion Date: Part 8 SITE COMMUNlTY AND DRAINAGE BASIN Community Plan : �(•W C0.5�Q, Special District Overfays: Drainage Basin: C Q d A�t' I�I�G� _ _ Stormwater Requirements: Part 9 ONSITE APVD ADJACENT SENSITIVE AREAS ❑ River/Stream ❑ Steep Slope ❑ Lake ❑ Erosion Nazard ❑ Wetlands ❑ Landslide Hazard ❑ Closed Depression ❑ Coal Mine Hazard ❑ Floodplain ❑ Seismic Hazard i ❑ Other ❑ Habitat Protection � A9vifU' �rafcc�i� zonc 2 � Part 10 SOILS Soil 7ype Slopes Erosion Potential Atder w oad Gravc�t� (� - l S �, —�{or� ❑ High Groundwater Table(within 5 feet) ❑ Sole Source Aquifer ❑ Other ❑ Seeps/Springs ❑ Additional Sheets Attached 2009 Suiface Water Design Manual 1/9/2009 2 K.tNG COUNTY, WASHiNGTON, SGRFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 1, Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE LIMI7ATION /SITE COiVSTRAiNT ❑ Core 2—Offsite Analvsis ❑ Sensitive/Critical Areas ❑ SEPA ' ❑ Other ❑ ❑ Additional Sheets Attached Part 12 TIR SUMMARY SFiEET provide one TIR Summa Sheet er Threshold Dischar e Area Threshold Discharge Area: name or descri tion Core Requirements (all 8 apply) Dischar e at iVatural Location IJumber of Natural Dischar e Locations: 1 �ffsite Analysis Levef: 1 I 2 / 3 dated: Flow Control Level: 1 2 / 3 or Exemption Number incl. facilit summa sheet Small Site BMPs Conveyance System Spiil containment facated at: aw a S rG ' Erosion and Sediment Control ESC Site Supervisor: Contact Phone: After Hours Phon � Maintenance and Operation Responsibilify: Private ! Public lf Private, Maintenance Lo Re uired: Yes 1 No . Financial Guarantees and Provided: Yes / No Liabili# Water Quality Type: Basic / Sens. Lake Enhanced Basicm Bog (include facility surr�mary sheet) or Exemption No. Landsca e Mana ement Plan: Yes ! No S ecial Re uirements as a licable A�ea Specific Drainage Type: CDA/SDO I MDP/ BP J LMP/Shared Fac. None Re uirements Name: Floodplain/FEaodway Delineation Type: Major / i1/linor I Exemption None 100-year Base Flood Elevation (or range�: Datum: Flaod Protection Facilities Describe: hJIA Source Control Describe lantluse: Fucl S+�.fi'c,-► (comm./industrial landuse) Describe any struc#ural controls: Qi��w�t,#�C,r SP,�)��r r un P.+� cc.,,o�I y a,r itcc�e 2009 Surface WaEer Design Manual 1/9/2009 3 ' KING COU'.�1TY, WASE-IINGTO�1, SURFACE WATER DESIGN �IANUAL � TECHIVICAL iNFORMAT�ON REPORT (TlR) WORKSHEET � Oil Control High-use Site: Yes ! No Treatment BMP: � Maintenance Agreement: Yes / No with whom? Othe� Draina e Structures � Describe: � Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS ' MlNIMUM ESC REQUIREMENl"S MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER C�NSTRUCTION � Clearing Limifs � Sfabilize Exposed Surfaces � Cover Measures �Remove and Restore Temporary ESC Facilities ' � Perimeter Protectfon � CEean and Remove All Silt and Debris, Ensure � Traffic Area Stabilization Operation of Permanent Faci(ities ' � Sediment Retention ❑ Flag Limits af SAO and open space preservation areas ' ❑ Surface Water Coflecfion [] Other � Dewatering Control � � Dust Control ❑ Flaw Control ' Part 't4 ST�RMWA7ER FACILITY DESCRIPT(ONS Nofe: Include Facilit� Summa and Sketch Flow Controf T e/Descri tion Water Quafi T e/Descri tion ' � Detention -�� U V �f ❑ Biofilfratlon ❑ Infiltration � Wetpool V�� ❑ Regiona! Facility �l Media Filtrafion �'Dt'ri1�i��2f W� �5�' ,�,cd.�0.. � ❑ Shared Facility � Qil Control v u ��r`ra.+�.T � �Io�v Control 'n d u�d t,v� Spill Cantrol dr��G BMPs , Q� � T2-e. C� ��— � ❑ Flow Confrol 6MPs ❑ Other ❑ Oftter i I I � 2009 Surface Water Design Manual E/9/2009 4 � � N � � � � .� � U L.L � i � �� o� + VICINITY MAP r �� .� G� i � ��PS`�� o�° / ��., `�. - � �0�` �i�� z Z �,, ��'eP� a` � � w Q a � ¢ ¢ � f �Z � J � � � Z 1 � ; ; P1E �TH S-REEi O 5� -- �900 '��R I , A i .� �� SfTE / 169 �-��, R��T�� F�9� Ro.{� �'� �\ � � � N.T.S. �\ .`�_ Figure 3 Drainage Basins, Subbasins, and Site Characteristics snrtn wvaai.e(x'cW �-�w.a 2{'COMc E��8Z58 s[r�cR ww+o�e(s4•oN) scwen uuua�(sr'ou) :s'oonc sy-xza rw-�oe.�s 24'7 E�15+DEFP IW��OJb6 I �� (iLOWS i0 MESTJ 24}W-25'+DE� 41'C�1C hE-�E719 � (FLOWS i0 OES') _. � , te'PYC N�J6216 � �� t'RC 600P SSE�]0127 . I' "� . .. ..14 COMC W.�]6270 � C'RC GROP Mr-IO1M .. : !•� . � . . .. � . o GTCX Bl� 9 10 . � ••�'• . . •• , . ': . �" ��.B••Dl��_IDJY�7�8.' 1; � �^ '� wPoY� 102.77 i1Q 3'Oa�ED 51116N'F a014Y 16 � •��.• � �� . �.�\ 16'E 2�3.77.SIg(�SE�, . 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Q I •A FEE OF�5.00 H1LL 8E CFW2CED ON ALL TAXABLE TRAN54CfI0N5 N�DORqN TO hE I EX61�IC RETNL BtIONG �!� s r .� t • � � PROCEDURE / NARRATNE ocns�r�uc a,c i �t: , = � t pp��• i ti a �•� A 11�6LE 5800 GPS RECEVER ilallBLE 5600 RQBOTC TOTIL SfA7�ON.M1D lU5 41!(rIRE RANGER Q4TA OOLLECfOR SUPFtEMFNTEU WRH FEID NOlES WERE USED 70 MFitSURE 2 OELNOUIXf GENENAI TA7�5 NR TI£YEAR 2012�PWS MERESf ANU PDNL7E5. 1 j-�' � I Fws[l�Etrt�ta��Be FOrt 1 I NO 6TABlJSH 7!f!qR¢ONfAI AND VER11C1i1 CONfROI PONIS FfLD FOR 7H5 SUfNEY. � Q /��1, XFi1T PUW 1�6 FASEUEM TE7a�vW6 MHEX UX L05 tOVEN 4EfER ��, � TFE REAILTING OWU MEf15 OR DICEIDS TME STANDAI�S F'O(i LANO BOUNDARY � �(0� TEL WLLIIT SUfNEYS/5 SET FORRI N VAC 3]2-130-090. TAX ACCOUMf NO.: 152J0�912I-07 � OF^"�1�1` /'I � NE�PFONED(Wn�i ssR6UC�5F�t�1 �7b . wowar eium: f s,ese.n I �p5_�� I. -� { �, �mca�s��a�w.s N.�vam. -� '� ' � ,�% HORIZONTAI. DATUM - BA51S OF BEARINGS NIOUPIf PM: =0.00 I U1p' 1 I � � \ �� `-p' � POIIER FttE WN 83(1991)(PQi UIY OF RIXIOtQ /JIDUNf DUE: f 6.2(17.55 � �� N/PR SPoCE �ss�sm wm YKue f 4�1,BOn.00 I l � . , � "I (5rtE m�c�auxK �s�sm u��a�+�r wv-u� :ooa ��ar�orr� � �� 5� { � \ � � •� � � VERTiCAL DATUM - BASIS OF ELEVATIONS (NAVD 88) � ELEV-400A0) NAVD 7988(PER Cf1Y OF NENTON) 3-DEL�IOUENf CENERAI TA%ES FOR TFff YEAR 2011.PU15 RfIERESf MID PENLL116. � ��Y P/m�[14 LLc /',�- �� \ \ G�u0 uD � ' � � �: IEAT PU�P `_ 191�J9791 � �� GTCH B�SW CIIY OF REMON VERTK'i1L CONiROL PONT�tE51�,BEING VJ(ACCOUNT HO.: 152106-9124-0J � �: I Ir oA N-�ssa� ;r" wu-�a�s � �� I �, 1F DJ.Y�]85�7/ � � �� '�� E'CIP S�39i70 F1EV�J98.SS Ff.(INVD a6) AYOUHf 80.1m: =5.�08.24 � �� \ "'�- 1� 12�Dl E-J95.�' � � r r-------- /� �-�--___� Ka�sw.- CALCULATED LAND AREA� ANOUMf OUE. f 8.8/.79 � " 1 I,. � - � _ r� - ��) ..�� e . -� N �'e' f-1 RN._7ii:78 n Y1,09it S.f. (O.Si4 ACkES) �ssessm v�o v�u.ue i 4►i.eoo.aa � �� /�� , . ._. 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N � � N e r � N � , � ' E: . : , ... �n.,: ' . • 54�. ::. .� .. - �� ..,.. . , ... . 47'29'16" - 47'25 16" 563493 563502 563511 563520 583529 583538 563547 563556 563565 583574 � Map Scde:1:422 if printed on A size(8.5"x 11")sheeC � � � � N Meters A 0 5 10 20 30 � Feet 0 20 40 80 120 U_S� Natural Resources Web Soll Survey 5/29/2012 � Conservation Service National Cooperative Soil Survey Page 1 of 3 _ _ --- — -- __ --, __ ,_. __ _ --- - . _, � , , -, � � � ; � __ � � � Soil Ma�King County Area,Washington MAP LEGEND MAP INFORMATION Area of Interest(AOI) (�} Very Stony Spot Map Scale: 1:422 if printed on A size(8.5"x 11")shee� � Area of Interest(AOI) � Wet Spot The soil surveys that comprise your AOI were mapped at 1:24,000. Soils , Other Soil Mep Units Waming:Soil Map may not be valid at this scale. special une Features ENar ement of ma s be ond the scale of ma in can cause Speclal Point Features :;, Gully 9 p y pp 9 � Blowout misunderstanding of the detail of mapping and accuracy of soil line . . Short Steep Slope placement.The maps do not show the small areas of contrasting � Borrow Pit soils that could have been shown at a more detailed scale. .�. Other }< Gay Spot Please rely on the bar scale on each ma sheet for accurate map Political Features p ♦ Gosed Depresslon � Cities measufements. ?{ Gravel Pit Water Features Source of Map: Natural Resources Conservatlon Service ,. Gravelly Spot �� Sveams and Canals Web 5oil Survey URL: http://websoilsurvey.nres.usda.gov Coordinate System: UTM Zone 10N NAD83 � Landfill Transportatlon This product is generated from the USDA-NRCS certified data as of /4, Lava Flow +++ Rails the version date(s)listed below. ala nnarsh or swamp N Interstate Highways Soil Survey Area: King County Area,Washington x Mine or Quarry -� us Routes Suroey Area Data: Version 6,Sep 22,2009 � Miscellaneous Water � Major Roads Date(s)aenal images were photographed: 7/24/2006 (� Perennial Water � Local Roads The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background v Rock Outcrop imagery displayed on these maps.As a result,some minor shifting -�- Saline Spot of map unit boundaries may be evident . . Sandy Spot � Severely Eroded Spot p Sinkhde �r Slide or Slip � Sodic Spot w Spoil Area � Stony Spot �� Natural Resources Web Soil Survey 5l29/2012 Conservatton Service NaGona)Cooperative Soil Survey Page 2 of 3 Soil Map-King County Area,Washington Map Unit Legend King County Area,Washington(WA633) Map Unit Symbol Map Unk Name Acres in AOI Percent of AOI AgC Aldervvood gravelly sandy loam,6 to 15 0.6 100.0°� percent slopes Totals for Area of Interest 0.6 100.0% � Naturel Resources Web Soii Su►vey 5I29/2012 _ Conservation Service Nationai Cooperative Soil Suroey Page 3 of 3 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.1 Analysis of the Eight Core Requirements Core Requirement No. 1: Discharge at the Nafural Location. Response: This project site will discharge to the existing storm system in Duvall near the southeast corner of the site, the same as current conditions. Core Requiremenf No. 2: Off-Site Analysis. Response: This project has prepared an off-site analysis that is located in Section 3.0 of this Technical Information Report. Please refer to that document for the off-site analysis. Core Requirement No. 3: Flow Control. Response: This project will provide flow control in the form of a weUdetention vault located in the southeast corner of the project site discharging to the same location as it does under existing conditions. Level 2 (Duration standard)flow control was used to size the facility. A Flow Control BMP is also required. A rain garden is proposed in the northeast corner of the site. Core Requiremenf No. 4: Conveyance System. Response: The conveyance system for this project site was sized according to the 2005 King County, Washington Surface Water Design Manual (KCSWDM}. Since the project site is less than 10 acres in size, the pipe conveyance system was sized based on the Rational method utilizing an initial time of concentration of 6.3 minutes and a Manning's "n" value of 0.014. The 100-year event was analyzed. A backwater calculation is also included to show 0.5 foot of freeboard is maintained. Core Requiremenf No. 5: Temporary Erosion and Sediment Control. Response: This project site will follow the erosion and sediment control measures as delineated in City of Renton Core Requirement 5, section 8.0 of this report and the Demolition and TESC Plan included in the construction plans. Clearing limits will be ' specified, cover measures will be instituted, perimeter protection will be installed in the form of silt fences, a rock construction entrance will be installed, and the streets will be swept clean of sediment after construction at the end of each day. Core Requiremenf No. 6: Mainfenance and Operations. Response: This project will concur with all maintenance and operations requirements as delineated in the 2005 KCSWDM for projects of this nature. Core Requirement No. 7: Financia!Guarantees and Liability. Response: This project will concur with all financial guarantees and liability requirements of the 2005 KCSWDM as delineated for projects of this nature. 15432.001.doc Core Requirement No. 8: Water Quality. Response: The Water Quality Menu followed for this project site requires that the Enhanced Basic Water Quality Menu be followed for this development due to its commercial nature. One of the options of the Enhanced Basic Water Quality Menu is to use a two-facility treatment train. This project is proposing a combined detention and wet vault with water quality volume located below the live storage in the vault such that three times the mean annual storm will be provided as dead storage below the live storage in the weUdetention vault. The second treatment will be a Stormfilter manhole with CSF media. 2.2 Analysis of the Five Special Requirements Specia!Requiremenf No. 1: Other Adopted Area-Specific Requirements. Response: To the best of our knowledge, the site is not located in an Other Adopted Area-Specific Requirement area; therefore, Special Requirement No. 1 does not apply. Specia!Requirement No. 2: Flood Hazard Area Delineation. Response: This project does not contain, nor is it adjacent to a flood hazard area for a I river, stream, lake, wetland, closed depression, marine shoreline, or a King County mapped channel migration zone. Therefore, the requirements of this Special Requirement do not apply. Special Requirement No. 3: Flood Protection Facilities. Response: This proposed project will not rely on an existing flood protection facility, nor I does it propose to modify or construct a new flood protection facility. Therefore, the requirements of this Special Requirement do not apply. Specia/Requirement No. 4: Source Control. Response: This project is a commercial site development; therefore, source control is required. Sources controls on this project include covering the fuel dispensing islands I with an overhead canopy as well as routing the under-canopy drainage through an oil/water separator prior to discharging to the sanitary sewer. Special Requirement No. 5: Oil Control. '�, Response: An oil/water separator will be installed to collect runoff from the under- canopy area of the fuel facility. As additional protection a tee �utlet in the detention vault is being used. Special Requirement No. 6: Aquifer Protection Area. Response: This site is located in Aquifer Protection Area Zone 2. The onsite soils are not conducive to infiltration. The only runoff to the proposed rain garden is from the canopy roof which is non-pollution generating impervious surface. 15432.001.doc � - I i�-� ' .i 3.0 OFF-SITE ANALYSIS A Level 1 Off-Site Drainage Analysis has been prepared for this project site. That document is attached herewith in its entirety. This document should meet all of the requirements of the City of Renton for off-site analysis for this devel�pment. � i __a ___� � � .I 1' �i' _f __� . � � �_ � � I j , ) � 15432.001.doc LEVEL 'I OFF-SITE DRAINAGE ANALYSIS QFC Fuel Center - #871 Renton Highlands 4615 N.E. 4th Street Renton, Washington Prepared for: ��E SNvR�,�� The Kroger Co. ; _ ,. 3800 S.E. 22nd Avenue �� ' �,�: '� � Portland, OR 97202 �,� I,qr�,2 � a �, �;� ��.,?�f��. �? ��s�s��.,�:,�.F��. September 19, 2012 Our Job No. 15432 GNAL � �, s� CIVIL ENGINEERING, LAND PLANNING,SURVEYING,ENVIRONMENTAL SERVICES � m � ? 18215 72N�AvENUE SOUTH KENT,WA 98032 (425)251-6222 (425)251-8782 F�vc ° ? BRANCH OFFICES ♦ OLYMPIA,WA ♦ TEMECULA,CA ♦ WALNUT CREEK,CA I �G�r ��V�� py' www.barghausen.com 'HC ENGIN�� TABLE OF CONTENTS TASK 1 STUDY AREA DEFINITION AND MAPS EXHIBIT A Vicinity Map EXHIBIT B Downstream Drainage Map EXHIBIT C Upstream Basin Map TASK 2 RESOURCE REVIEW EXHIBIT D FEMA Map EXHIBIT E Sensitive Areas Map EXHIBIT F SCS Soils Map EXHIBIT G Assessor's Map EXHIBIT H Wetland Inventory Map EXHIBIT I Basin Reconnaissance Summary Report TASK 3 FIELD INSPECTION EXHIBIT J Off-Site Analysis Drainage System Table 3.1 Conveyance System Nuisance Problems (Type 1) 3.2 Severe Erosion Problems (Type 2) 3.3 Severe Flooding Problems (Type 3) TASK 4 DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS EXHIBIT K Drainage Complaints 15432.003.d oc TASK 1 STUDY AREA DEFINITION AND MAPS The proposed QFC Fuel Center project is a 0.56 acre site located within a portion of the Northwest quarter of Section 15, Township 23 North, Range 5 East, Willamette Meridian, King County, Washington. More specifically, the site is located at the southwest corner of NE 4th Street and Duvall Avenue NE in Renton, Washington. The enclosed Exhibit A — Vicinity Map, depicts the approximate location of the proposed site. The site was previously a gas station but the site has since been demolished. The existing topography tends to slope to the southeast corner. Elevations on the site range from 405.5 at the northwest corner down to 397.5 at the southeast corner of the project site. There are no existing buildings on the site. The storm drainage facility is proposed to be located in the southeast corner of the project site such that the site will discharge in the same location it does under existing conditions. There are no wetlands located on this project site and road improvements are proposed for street widening of NE 4th Street and Duvall Avenue NE. The flow control calculations utilized disturbed area instead �f just the development parcel, since there are road improvements along the northern and eastern property lines of the site. The northern boundary of the project site is formed by NE 4`h Street. Existing commercial developments _ are to the south and west and Duvall Avenue NE forms the eastern property boundary. The proposal for this development is to construct a new fueling facility on the site with 5 fuel dispensing islands, a canopy and a kiosk with a restroom. The site will also include a pedestrian plaza at the street intersection. In addition, public road improvements will be constructed along the perimeter. The storm drainage facility is proposed to be located in the southeast corner of the project site such that the site will discharge in the same location it does under existing conditions. The City of Renton GIS mapping shows a wetland on the site but there is no evidence of a wetland per the Critical Areas Review report by Altmann Oliver Associates, LLC. (See Exhibit E) Infiltration is not feasible for this site as the on-site soils do not percolate well enough. UPSTREAM DRAINAGE ANALYSIS Based on review of the project survey and our site visit, there is an approximate 0.06-acre upstream basin contributing runoff to the western and southern property line of the project site. This runoff sheet flows onto the site and flows southeast to Duvall. This upstream basin will be routed through the onsite detention and water quality system and will discharge, much as it does under existing conditions, at the southeast corner of the property site. 15432.003.doc Q � � � �--+ � � � � '� x _U W � -- — --� ��G�� VICIN [ TY MAP , �\ �\ •� ,1��p.S�'�� 0�' / `� � a�' ,.� �� Li� �-' Z i ��eP� �� a Q z Q Q o > ,,, \ z � .� � � � � z � i i / P•JE 47H STREET S� 90�� N�'�Rp � / ,s9 �IT� � � ��£. RFNIo�� F 1,, f ��FY��D � � � � � �N.T.S. �, � 1� \� //� � � Exhibit B Downstream Drainage Map _ � � City of Renton Downstream Drainage Path �:„ � _ _ + . � ..=f.,._: ,.,�.-.� --� �- - ��- • .0�-��, - � r �� , � .�- .. A b n� � . pi , I~' ' �,/. � �- �r � y � �•� _ `• � . �i .• � , ; ;•--r- ._ � � ' •�: �:1��.. �,, �r `,� I � -� 1� '.c�_ � I �� J � ' '{�♦ 1 . -_ L ^ � ' ��. � 1...�c � S,a 1•ay . , • . � � � ",".-. 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I ICM FAYLY PARIItRS�LLG /1,�- ��y t` 50�»UD � gp,��; TA7(IGCOUNT NO.: 15230�r9124-03 � �". . �R� li'Dl N�J83.37 � G� Y�.i➢.814 CIIY OF REMON VERI'G1L CONTROL POIHT�1851�.BONC � �f � ��. ,�'o�r-�,�J ' � "� '� e•aa s=�as.�a EtFv-�98.56 iT.(w�w 88) N10UNT BLLED: =5.�08.24 �" \`��'�L 12j 0.L E=Jy,�, 1 . �wour�r Fno: s o.00 � -�c_��--- / ' r-------- /��, J - _ -�- 1 �encKar�- � CALCULATED LAND AREA� lU1DUMf DUE f 6,814.39 � f--I � - � _M� _--'�'�" RN,�3Y7:38 .y. �� I , t:y �•••• I l ) -.�a �nY"DrS'-JeS.v! f I n,oa+t s.F. (os�t�s) ASSESSED IJWD YALUE: f 441,800.00 ��S �� ! •� ••• •^>-._---�.•. �e.�-.�-'-'JtY Ol E�J95.17 � r�. ASSESSfD II.PROVEIIENf VALUE f 0.00 (XO(ROTT�BI� � t'RGWD 1,EIptS I.: __/----' p � 3p' (51TE p0E5 NOT CONGN ANY SPECF1C STR�PED PIJtKNG ARE/S OR BULOINGS) BIDG.COLllYN . I FND}j'IE.HYt/G➢ 12�N76 W�39S4J � i 4.OE71NaUQJT GENERAL TAXES FOR THE YEAR 2010.PL115 IMER6T Atll PEiL1Li@S. I ��) �I �.� � m��s�issb• 'I_�--�=" ��'�/� i SITE ADDRESSES: I ,1.. . . ..; . . ., = 'C6�LS 37�' � �t V �e� APN 15270'r8004 1615 NE 4TH STREET.PENTON MiA TNf ACCOUR NO.: 152305-9124-03 � . 3�� -s .' I.' ��FisG_V=1VE --�-��_' ." o u,�wnr�im: t�.92s.x I ----- .e,s v,�vE• v r��,,, -_ -=��---.-r-- �'--`';�.Flo.� w•i� � t � ura a�x FLOOD INFORMATION A M W N f P P ID: f o.a o I -•'• ! - - _ , zo.oi i mu-��.0 �oeaK Euexcenct uaru�c�mrr aca�cr(vo�u)u�oRwnar��u(rt000 i �'i � i s•o.i.N e�s s� AMOUNf d1E: S 6.79697 I -- -... -... - ; " �� ' !� I � I l Y D J.5.J 9 s.7 s ��CE PoIiE WPj WP Na 3303.SC0982 F.PANEL 982 Cf 1725 oniFn A�AY 76, ASS£Sg➢LM1D VAUJE B'CNP N�395.7! 1995.TfiE SUBJECi PROPQitt IS N 20NE%(UN9iIDm).NtEp$pETERAOJm TO BE =M7,800.00 � - 11 48�� l �� OUTSI�E 500-YFM Fl00DPLPII. n s s�s s m i�rs o v�r v�u e s o.o o (rar r�m r� � � , rus , .n "s'� � ,` I I �" -- r T� - �� ' t ""D00 ZONING INFORMATION - CA - COMMERCIAL ARTERIAL � S.CtiY L1EN5 i M(Y OF 1Ff CIIY OF RINTON (NOt PLORA� �� 17 . i �ti ' �E GENERAL CHAlL1CTER6fIC5 OF TFE COMAERCLIL MTFRNL ZONE ARE �T Y wu • VK�E E.�.56 �+' �.� 11WYW lAT SQE: 5000 SQUME FEET � �a .,. � 6.RESIINA710N5 AND IXCEPf10NS. MCLUOING THE TERMS AND CONDRqNS TNEREOF: I � V �� .:� �T 12'ADS 5�.'�9552 �r .� ' ; � (fOR LOT CRFATED AF7ER NOVEpBER 2004) RESERv1N4` MPlER/�L r I ��:� „� ;, �� 1 Y�`�JW.52 � � � ^ ��7�� F7tONf SE7HFCK 10 FEET• ER N Y 2'ADS " RESERYED 9Y: NORTFfRN PA,.FIC RA6ROAD COMPANY L--__ __----��--__ "" __�__�� ' •�• ," � arb-_� y' � " SlOE SEIB/iCK(ALONG A SfREEl� 10 FEET• RECOROfD: UNOISCLDSED --------- � " SOUiH LNE IOT e --------- � ,� 90E SEfBACK E NOtE•• RECORDING N:ORM+ITION: 1924J0 (NOf Pi.OTTAHE) ' i �� RFM SElH4CK: NOPE•• !!� /� �^..,- {� W7�IUN 9UlDNG 1Elplf: SO fEET NOiE: NO EXA41M'qN FUS B�q IIADE TO OETEHOff THE PRESFNT RECORD OWNER OF k�* /� �6� 1 \ yµ,u I THE ABDVE NHE�ALS�OR A6NEWL UNOS ANU PPPUiiIENRHi RlGiiiS iHERETO.OR TO V I, ��}� ��!!/s • . � �_�. YA)(�1UN BULDNG COVERAGE: 657L�(77x�PMK@1G N BUllMIC OR ON-SfiE �, OEfEfiN!NE YATTeRS W'r9CH YAY AFfECT lHE UNDS Oi RIGHiS SO RESER�EU ��I � r,�. 7.EJSEMENT,IYCLUCIHG TQNS AND PROVISIONS CON�NNED iHERE1N: �. Q 6 �c Y �-��____ ��ro��T��a�'1��W PR�C�SS � 1,��-- ••,a r�r rs�ou�n�srtE,aa,rs��rnu�z«f RECOROING RSORMATIOfi: JUNE J,1982 UNDER RECOROBIC!q.B20G0.10186 'a " AFFECIS: DESCRIBED 7FEREJN `� f�� I� I ZANNG INFORWTION W/S N0T PRQNDEO BY @6URER. PLEASE CONSUL7 THE RENiON �y ��,��,�, �SS��'1�1 t t`�5�� a G7G1 BtSN i REOUROENIS. �WIC TIiLE 4)F9R ADDITION�I DETAIIS AND POSS�E SIIE SPEf�1C Iw��. �„_�� tY 0.L N-�{39 B.HIGHf TO IMI�NECE55ARY A01'ES Nit CIlIS OR FlILS UPON SND REMSES Fdt J � I REf'EftENCE SURVEYS. 0 0� lalG COUttIY AS GRIN'ED Bf OEED�ED JtR7E 24. 1987 UNDER RECOR0ING N0. w��ie, � �,°M.j � 12'0.L 3-�4.SG � 1.Cf1Y OF REMON UA N0.LU4-OS-031-111�fEWRDMG N0.20050719900008. 8706241�B8.(NOT PLOI7ABLq � � ' 9.7FIE lEPoAS MID PROVISIONS CONTNIED N 7HE DOCWIXT ENRILm�OR[11NANCE N0. N O T E S: - �,2'R'cCOROm JUNE 21, 1996 IS RECORDNG NQ 9606210866 OF OfFICW.RECONDS LEGEND �, VICINITY MAP i, 1�1pQn'RpJM URIf16 NID FFAiUR6 DEPICTED FEREON qRE B�lSE�ON FELD iD. D�Of TRUSf MJO 1}E TERNS AND CONDtIlONS TlEREOF. S - GRNffOR/TRUSfOR: S�IUNY,LLC R SYNNEX.LLC Qp iau t�t7 B Yev iw�Bc fY� 0' EX SSTENCE OFµBQON'l�iOUND fFi1111iE5�Y.TMUEiECiFD OR UNOEfECTED.SHDULD/BE _ G7iJd1fEE/3ENEFlCURY: FASISIDE FUNORlG.LLC.A W0.411NGTON LIYTm � VERIFlm. �� o �� - � �� _ Tr�usreE c�scnoe rnusr�se�a NG LEGAL DESCRIPTION � r�a rur e na areer uwm�t+s ceD ��' dv � � � z.a.�asvd�ces�m�r(us surtvEr r� ' �wouNr: fs�,e�o.oz • �,n'�/a u� RECOR�ED: JANUMY Yl�2tl0) (�fRST NIERICAN 1fILE Il811RANCE COIAPANY'S FlLE N0.NCS-52079�-ORt.Q11ED �� swffl uCt � � � 3.ND ENOEHCE OF SdL BOWIGS WERE OBSERYED AT 7FE IIIE Of 1HE FlE1D SUiVEY. _ RECOR�INC NFORAUTION: 2G070122001941 (NOT PLOTfA�.E) ��Y 20,2012) l40 �� y� 11.ANY RICHT,ASSERiED PoCFiT.OR CfW.LENGE.44DE Bf ANY PARTY.WCLU�RlC.BIJf 11E NORfH 180 FEET(AS YFASl�.O ALONG i1E EASf Lif�OF ThE NORIHEAST OUMIFN � �qElt ICIE t�-^� o�[ OF TFIE NORRIM'EST IX1ARfFA OF lff NORflf/lSf Q1U1RfER OF 7F1E NORIMYESf OUARIER ::�q.� �� E s9!s�ET NOT t1MRED T0,A CREOIICR.IRUSiEE OR DEHTOR IN POSSESSpN PI BANIQ2U?fGY TO pp SECfIINJ 15.TOWNSFIP 23 NORiH.RAN(iE 5 FASf,wx,w Kmw cowm. ` �� AYOID OR IM✓ALIDATE 7FUT CERfAN CONYEYANCRlG DOCWENT WHICH REC0��0 OECE4BER W�ISHINCTUN� 7MFlC97ol irs��:',`,�'-:i. CMfl �40� : a�,2009 A$RECORDERS N0.20D912310D0301 OF OFFICYY FECORDS.(NQi PLOTTA�� _§_�� SURVEYOR'S CERTIFlCATION: ece excerr n¢wesr iso r¢r n�rs�� -m- sur m.aa uu 72 EVIDFNCE OF 1HE A11TFqW1Y OF THE WDMWAL(S)iD IXECUIE THE FCHIICOMWC 0 me+oE u�nE � ia m[D�flat swrtcS uc..ito msr ava�w 7mE talx�t�a�up�n^. 8 y pM; DOCIMENT FOR EAS79DE FUNpNC.LLC.COPIES OF 1FE CURRENT OPERAl4tC AGf�lf ANO EIfCEPf 7HE FASf 20 FEET 7FffRE0F CONJEYED TO lv1G CWNIY FOR RWD O cad s�(� --'- ONY Y�t fE�iE e1 l�t 6 10 CER6Y TlNT T16 IVF OR RAT NID 1ME SIRiYEY OM RCN rt 6 BtiSED YFRE WDE N SNO'JlD 8E SUBM!TTED PRIDR TO CLOS�lG.(p0T RDITi19.E) PURPOSES BY DEW RECORDFD UNDFR RECOROING N0.i8W907: O smM�wraa(5aW -//-- �roa ic00�wCE w�x nE 40tt��s�Nu�lm uEi�L IEG.�15 PoR A�TN�WO 7rttE 3��,,��YAtq�y�� DAl 71 EVDO�CE OF 7FIE HIIFiDRJIY OF TFE OFf10ER5 OF p.WJIY FOOD CENIERS.A ONLSIDN MID DICfPf lHE NORIH 35 iEEf TFgAEOF COHNEI'ED TO I�IG COUiIY FaR RQ1D O 9ro�v ffi�wu[(sl `�� u� g wmErx,ow2r esr�aia4u wo�mnm er Ku iuo�ms wo wa�n�s�s�.��.s. o� o�n o s+mrv�a auar 1�! - •ore�a p(e?��4V(aj,4 0.�+p�9��n.zi wa n av uat�nc�.nc n¢c noroc�es OF FRED►El'ER STORES,NC,TO O(ECUTE 1HE FORiHC0A11NG NSTRIIAETIf,COPffS OF PURPOSES 9Y OEEU RECORDm UNDER RECO(�ING ND.SB49�34; pbYRElm�II AUpaf}p{= � 1FiE CURRENT NtTIGFS OF iN00RPW>ATION.BYUWS MO CER11FIm COPES OF C Gt t7G(p¢ -�--�cpt lw PIYMll6 0 PPPROPRUTE RESOLUf10N5 SFMJUID BE SUBAS�Im PftqR TO CL061tM,.(NOT PLOTfIIBI� M1D EXCFYT TH4T PoRTION IriJG NORiHEASTERLY OF THE NtC OF A qRQE W1MNG A d'4 vs vK�i -o- oa M�wxiaes hf�y M7E Oc rui at rw /ua�57?0.20it ^ q 40016 p �`V 14.IMHECOROED LFASEHOLDS�6 hNY�PoGHfS OF VFTIDORS N70 SEd1RiTY ACREE1ffM ON PAR^11EL i0 7HE NDRiTf 11NE Of SA�SUBDMSION A1�T�ANCfM 70 A l!�20 fEEf � r�ae[�m�x(rv� -7 lm�uc m dxrWqs �b �sip�,A��STE4E SOQ' PEfLSONAL PROaEliTY Ml0 PoGHiS OF TEN�N�S.M�SECUFiED PARIIES TO flEuOVE 1RPOE wEST OF MD PMtilEI 10 TIE EtiST LINE OF 54D SUBUMS�OM IS CONVErED TO K7lG R rN[xaaNr(M9) �- rao w ruxw�¢ �� LAtN Fl7(TI�S AT THE IXPIRA1qN OF THE TERN.(NQf PLOfTIHE) COUNtt FDR SE.129fH STREET BY DEED RECOttDEU JUtf 24�1987 UlDER RECORONC � wd uunt -%a9- o�a va�ua - 9'� N0.870624118& � Wpt u�C� � Ol�pl&H61E,P1S, p�iE D 16oGf41 Mnf °� �°a� �� 'MA9�1CfON I�CISIRATION N0.10016 .�. � � WIfU9l67RF � - TASK 2 RESOURCE REVIEW • Adopted Basin Plans: The site is part of the Lower Cedar River drainage basin, and is in the Maplewood Sub Basin. . Finalized Drainage Studies: This is not applicable. . Basin Reconnaissance Summary Report: Once again, the site is located in the Lower Cedar River drainage basin and is in the Maplewood Sub Basin. • Critical Drainage Area Maps: According to the city of Renton, Enhanced Basic Water Quality treatment is required. Also, Level 2 (Duration standard)flow control is required for this site. • Floodplain and Floodway FEMA Maps: Please the enclosed Exhibit D — FEMA Map utilized for this analysis. Panel No. 982 of 1,725, Map No. 53033C0982 F, revised May 16, 1995, indicates that the proposed project site does not lie within a floodplain or floodway of a stream. • Other Off-Site Analysis Reports: A review of Exhibit I — Basin Reconnaissance Summary Report and the site investigation work conducted in the preparation of this Level 1 Drainage Analysis. The U.S. Department of Agriculture Soils Conservation Service (SCS) soils map is also provided (see Exhibit F—SCS Soils Map). • Sensitive Areas Folios: Based on a review of the sensitive areas as shown on the City of Renton -- GIS maps, it was found that there may have been a wetland on subject site. However, a Critical Areas review was done for the site and no evidence of a wetland was found. There are no landslide, flood, seismic or coal mine hazards, etc., associated with this project site. . Road Drainage Problems: This is not applicable. • United States Department of Agriculture King County Soils Survey: Based on our review of the soils map for this area, the entire site lies within Alderwood type soils. . Wefland Inventory Map: There is a wetland mapped on this site per the Renton GIS mapping but the site was analyzed for wetland characteristics and none were found. • Migrating River Studies: This is not applicable. 15432.003.doc ' Q 0 � � � � � � � W W �..L ; � _— � � SOUTHeas'r i267H STREET APPROXIMATE SCALE IN FEET 500 0 500 H w g � � � NATIONAL fLDOD INSURANCE PR06RAhl � � ^ 126TH STRE SITE FIRM FLOOD INSURANCE RATE MAP �, I I'' � �, KING COUNTY, WASHINGTON AND F INCORPOR.ATED AREAS � W x PANEL 982 OF 1725 � � y SOUTHEAST 7QJTH I,�IIIIiIII II III �SEE M.4P INOEX FOH PANELS NOT VRINTEDI PLACE �I!i�II' � �,I,,I !,il I I �� C�MaINSr COMMUN1IY NUMBER PANEI SUFFIX u'xi tountt. �r�cY[anroiartn�ut�t stmn aQ t � .,� a�nra�on ac saaoes ac r w I I�'J�,I�, 8 Q '.I�I� �I�il��,��. J .iil,l'��I i�!�� W � ��i�'Ij�ll��i'^�',It n, iII� I Z � S011TNEAST 737N � MAP HUMBER ' O STREET �'I�I ' � 53033C0982 F � ` ,, ,,� MAP RE1fISED: �a.�� MAY 16,1995 \\n�� Ili I Fedenl Etacrgeacy Managcment Agcncy i ' � This ic an oRlcfal copy of a portion of tFw abova refereneed Ilood map. It was extracted usinp F-MIT On-Une. Thla map doea not re0ect chan9es SOUTHEAST 136TN STREET tlUe docdk.m For the latesay ha�c been made su6sequent to ths date an the producf Infortnation about National Flood Insurance Propram footl maps check the FEMA Flood Map Store at wviw.mac.tema.flov Exh i b it E Sensitive Areas Map i I � � Legend City of Renton Sensitive Areas WellfieldCaptureZone ■ One Year Cepture Zone � Fiw Year CapWre Zone i -;,i F ':'--.'��^':'_: .:.��.M�- �' a Ten Year Capwre Zone � __ ..--,i, _-_ •-• .�._ tl ' �':: '::,L��:':--..�;;•�-�� >�_i.�:�:' .,.. �.:::r" ..:�..:. -- • ' • •- ��: ;; Coalmine . i ;'yl;. --. ',i; •'a�6:.::_ - .,�`i:'-�;J..� .:... ;'t�:•.�..i%•..�;J,:: .�' ._ ■ HIOH . . � -" �:::•,�.:� .,i; •' - .::I��i; � MODERATE _rt:a�:i:.:_.:. �•..:i�: :.-:c`%/::.:_� ",,�• UNCLASSIFIED .... , '.. .... i..J ..... .�,/,.. ...:':��/l, ....., � • .....\}i�•, i _ -;.i; -::. �>�_I;r. '_:- :�;.;:":_: �al��•.• � Erosion I i - _::=.:J,;�....�; :At„u._ ,:;':al:..,�;- >i. ■ Flood �„�%< -_ '.:�: _ .: `vi,:c� _�.:�,� f 4,.�.;�� ;.i, � •�I�,..:' _ •,:-:.�..-. �,. Landsiide i:: . w I � �� -_•.:�� ,�. _ :..._`..•�1:-.��:• ■ VERY HIGH � � �J.: __ •,,i aJ.c.,_i;- :d� � HIGH - __ 'I ,.i._l;:r .�_.�• :;:: :::: .:::�_._� i _ _. �'.::-=..�:=L.::::_: ••:;�I:r-:'_'-,ia;+.:: . � MODERATE - - r_I:�. �•.I �'•"�L�.. ';�:• '- UNCLASSIFED __— _.. ...__. t , f .. .__ — _.._ \ �� - .___..___._.._. _.— -- � - -_. . ____ y,.� Slope City of Renton _ . --- �_ � � „i, . - - NF�Tii.sT. �.�ii<•5.:.�,?.�'0-:::'�l.Ut,•. >15%3ca259L �• . - - �— `�' ��_ -- " >26%d<.4096(Sansitlw) - - _ . >4096 3�--90%(Pfotade� � _. _ � --•.:'.`.��:'.:. i • l;, .F��4r �L !/� � '...:�� _ ■ >so% (Prot.ctaa) .i; ._. ) , : � �•::'�_f,,i•.:.' ':::. �wt� �_� si;.;: ,�:..`"::•i� - �'�� i ❑ Seismic I _(;�� :'::. , : �� ' i _,_. � .. _. : Environment Designations :slv.. ..;�..i.�,u. . �i,� ��r;.G; __ _ � Natura� �al;:�=-- �,�1.,:. . .:;t,li�:••,_ �I::-:__ :^ _- `�•":J;�� =',.,�� - :;:I,� � :,,I;�..`� . � Shoraline Hlph Intansity , .;i;�.. �7'�:is!;: r_-",'�'.�.' ' '%!.,•'✓..::;__,i,. -- � Shorollne Iwlnsd Hiph Irnensiry ........ .....:- ..._ . _._ ._ . . _ ._.. ,-, •- . ••:: � twrellns Recld�ndal .. •. =- . • ..-::�..,.;�•..��,:G ...:.�iCc•,.,y. ..�,. . . _ � ..... . v. �..-.� . . 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",i, _. .._.. . .. ..,... .:::_ .:; '�i. •.`/"i%..,;• .:': "vl,;. ,i: .,.�r. ,i; ,�, - .;,1;:•:�'•.i.. ;'��,'� •�.•�,:,r.i� ;;'�;•?.e ;` � ,i:" .:.: ,�;!� �` � t..:.: �,i,- a i 1 .. � �'alc � ' '� �� ' >sl:� � .��;t. ri ' - �:- ,i ;- �,u< u� ,,� _ , , > � �. �. I.. .I; �� 1 . i '. Q I .. �..� � ' �: I .:' . i�� ._ � . _ i 5�. ._ y� y „_ . � I: ; :_. , I. _ .. . i �t � : „ � ' � -- - -- -" . . . i • �. t .... . .... ..- . :- �� .....:. . -. .-'- , i,... �. ._ .: , .,.._:_ -:�._- - ' 1•1,399 Infomlation Technology-GIS This map is a user generated static output from an Intemet mapping site and �-- 117 � 5$ 117 Feet is for reference only.Data layers that appear on this map may or may not be C1Ty Of n RentonMapSupport@Rentonwa.gov accurate,a,rrent,or ou,erwise re�iable. O=a� NAD 1963 HARN_StetePlane waSn�n9con_ Finance&IT Division NoAh FIPS 4601 09/19/2012 THIS MAP IS NOT TO BE USED FOR NAVIGATION � �..L (� �--+ � � � � �= X O W C� I Soil Map—King County Area,Washington N N N m � N N N (V 5634�J3 Ci63502 563511 563520 563529 653!�38 Sfi3547 563556 563i�5 563574 47°29'18" a� Q; 47°29'18" r- m in r' .�._;,;;�d34.. ��i � � � ro ,,p"- rn �"�' � .. «a � .,.. ' ... o.. , � �� _� � � m Bl in y.� y� y ,.. 9 �Y �",�� i'�,�; � �� ,�w�'�� z r ��ati, u' (i>) t� ,� yt�.�� Y�„�� a, t � � �,�� y , uO1i �'r e�� '3 � �„ � `^� �� x w � "A,.. i�� *�,�. .r � .�,. `� y� q,.�� v;�Yr• � »:. ��'"i�`.. k" y . y ,�:� O �N.,. N �� r,d. y.: ��" �:. �,*�' . �.,� a >w 4+ ;;, r�r. A, �,""�, m+� . "KQ"�'�5, „p,:. ''� F+t�' h,�: � . . . . , ry ' ��n�,'F�lGf � x,.t':� . ' �„ w,s�„�u�,.,��:p � .;: ' , � _ � !� °'�., �"� ,. � � ,,.,�� . ., , ,, ,� � , � ,. 47°29'16" Y� , 47°29'16" 563493 563502 563511 563520 S63S29 563538 563547 563556 563565 563574 N Map Scale:1:422 if printed on A size(8.5"x 11")sheel. N b� � � ^ 0 5 10 20 30 eters � �� Feet /V 0 20 40 80 120 USDA Natural Resources Web Soil Survey 5/29/2012 � Conservation Service National Cooperative Soil Survey Page 1 of 3 _ ,..___._-._.i. '_.____-I --_.. . �._____.__ _ r_"__ ._-_."_.__ .-_ .-_ ____ _ _ _.. _. _.� . Soil Map—King County Area,Washington MAP LEGEND MAP INFORMATION Area of Interest(AOI) � very Stony Spot Map Scale: 1:422 if printed on A size(8.5"x 11")sheet. � Area of interest(,4oq � Wet 5pot The soil surveys that comprise your AOI were mapped at 1:24,000. Soils � Other I Soil Map Units Warning:Soil Map may not be valid at this scale. Special Line Features Speciai Point Features �, Gully Enlargement of maps beyond the scale of mapping can cause v Blowout misunderstanding of the detail of mapping and accuracy of soil line . . Short Steep Slope placement.The maps do not show the small areas of contrasting � Borrow Pit soils that could have been shown at a more detailed scale. �� Other x Clay Spot Political Features Please rely on the bar scale on each map sheet for accurate map ♦ Closed Depression � Cities measurements. }� Gravel Pit Water Features Source of Map: Natural Resources Conservation Service .. Gravelly Spot _ �_ Streams and Canals Web Soil Survey URL: http://websoilsurvey.nres.usda.gov Coordinate System: UTM Zone 10N NAD83 � �andfill Transportation This product is generated from the USDA-NRCS certified data as of /� �ava Fiow +++ Rails the version date(s)listed below. ala Marsh or swamp ''�' Interstate Highways Soil Survey Area: King County Area,Washington � Mine or Quarry M US Routes Survey Area Data: Version 6,Sep 22,2009 p Miscellaneous water Major Roads Date(s)aerial images were photographed: 7/24/2006 p Perennial Water �v' Local Roads The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background v Rock outcrop imagery displayed on these maps.As a result,some minor shifting t Saline Spot of map unit boundaries may be evident. . , Sandy Spot � Severely Eroded Spot Q Sinkhole �f Slide or Slip p�f Sodic Spot � Spoil Area Q Stony Spot �� Natural Resources Web Soil Survey 5/29/2012 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map-King County Area,Washington Map Unit Legend King County Area,Washington(WA633) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI AgC Alderwood gravelly sandy loam,6 to 15 0.6 100.0% percent slopes Totals for Area of Interest , 0.6 100.0%I - -- i ' i � i I� USDA Natural Resources Web Soil Survey 5/29l2012 � Conservation Service National Cooperative Soil Survey Page 3 of 3 �I ! 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'. _- "�.�I,,�' :.�;�� _ - ",�� .i; i-1 MODERATE = :� ..J .�.`��. ��. - �� - J., UNCLASSIFIED �;:i::.:?�:: >r_i:,•::_�: -::�:,,:`:=: ':;��:� • � Erosion i , - ;:. '- ..r; ..1:,- --. -_ •�. ,I. � =�_I;�� '��•�' - � Flood '�;;i;, __ �-,;" :' �;i;.�: j `,'.�...�.' ;ir; : ,�j'.,:�.�:_ ::_:�._�,. =:. Landslide :.�.<:�. ��; i �_:;';'•::i_�1:.1',.i;-�~_ --:.t_:_i:,f.�.•�=:• ■ VERY HIGH , '�Js: .:__ .. ��>>J.:.: ' _ F.:,�;,.':.,.'.?,,�I.:';::''.._.,:I..;�..'..`.':;_I,; ■ HIGH i..._... _ -. .. ... .::.. _. { `:;,6::'.::_:: ��'r j ...- .,t,l,;..:'. y. . ..a yr.�.::_: .. � MODERATE - Y��•,I„';�'":;s,l:i. ='.,�;..:1'',:.I •.. : '.._. �...,;:, "' ; UNCLASSIFED — .--.� l. -. . . ' : y _. .�,......_. . .— .'_ '__. l -. .- ,. . . . f __.. _.._... ..—__. __ ._ . . — --- - __ ____ _ - �n �::.-1• � ' r!�_,.1 i lope iry o enton ._ .� . �.lLJT. �!'�, S+ . ,.TNM.. _ Y'IS�IO F�<=2S Y0 `` . - �: >ZS°�(1$�<=q()y($Bf131hV9� �, "'__' ' __ - ._:....._. ■ �', " ' ,.. _. >409'0 8.<=90�Ya(PfOt6Cled) .., . -_. ,:.�. , i _ �. l: ��6 � li i ■ >80% (Prolectetl) " ) • .i '� 1 I � Hi� � ' � � i, - �'� ' ❑ Seismic �II l f � ' � � �" - `' �� v Environment Designations ,;.I, ,1 �A �l - - 'MIC..JI,, -- , � Natural �I � �l : •:ix�u:�::�::•�;�.Ir,.�.- _ - � Stareline High Intensity � b_,': .: � ::a�;: : ' .. � ' . C.;1.).fL ['�." .. :"`;�).:! - _ - '.,,1,;. .:-......;::.::["-i..''.I.v:•::•"- � Shorellne Iwlated Hiph IMensity _�.:• , ,.i, •-•- •._ -• ,i: � Shoralirw Residm6al ..._ . ,�, .... _: .._ _.. ;...:, .,,, i :. .;_,. •. . •. �. ....:�..:.alR:t•�:�f�..�l�;.C ...... :.,w..�.•<-:�..:x.�.;r: ._._ . .� . . ._.. ._.. .I. .:G:.:,_, •- I . . . � . J ,..�il `_:_ --__ � Urban ConservancY �� . '�� ,,, 4r ��i��''�, ' `- — . ❑ Jurisdictions v ,.I,,•� �:•..._ ._. .:J�� E '_.._. •,j;� ..�,.=•;,':•: ,-..;�,-,,�,'-•., ,,••�: : . Streams(Ciassi�ed) _ ..... _ — � ...�.• — 2 __. __ — 3 - - �,�i�,:, _- _ :::"..�:== �;�-� _":::�..�" ..._. �.r��:.__---„�,r--.. Notes �" rJ,� °'��= :_l:'g:"- .i.. M�?: �•.�Ir,: :);:: .ss_;�.-�:-_: None , , :-••. . I .-.._:- '.. �` It �. .� � i ' i, i i � � }, � il � � •• -• - • � . I � 7 , i. �l. „';'• r::. ::_:'= i "': � : �.% � ;. f t � _ � .:�� . . " �,J J. I , .:i..;. .. I �a��;'� ._, rl �"�`1 i �`��'. .i l, J J _ � , � :....• ��,.�'''`'= :�1� :_C. ,J_: l'� � � �I ; :ti,-t,,� �:L,: L � � - i�, � . 4 '. - a i �J _. 1 j'�� :i� � - :::i' � �' i. - ,` - � ,� - � , � - � i ,---.. - .,,-- .. .. . E.. , ... . .. _ .' :' � - ,. .. .__. _. : , , r. ,. .. _. :. � , .: :.:, .. � _. ._. ... � _ .. .,�,. . . .�... . " '' '��- _ . ......:.... .._. . _-- .. __. - .::_ :,...... ... . � Information Technology-GIS This map is a user generated static output from an Intemet mappinp site and ��- 117 � 58 117 Feet is for reference only.Data layers that appear on thia map may or may not be C11y Of �O�� RantonMapSupportQRentonwa.gov accunte,current,or otherwise reliab�e, NA��ass_w�,RN s�t�P�ane wean�n9tor,_ Finance&IT Division North FIPS 4801 09/19/2012 THIS MAP IS N07 TO BE USED FOR NAVIGATION Altmann �liver Associates, LL� P(?Ii��57;i (:,�ni.i�ir�ii.�1:14)�UI a U�fi�c [F'_'3) :;3:�13:;3 Fa� i�!'_':rY :�:;3{31M1 �.111'll'pIi111Ci11�11 Y��lllillil�c'�' Landscape .:lrchitecturc March 21, 2012 AOA-4169 Brian Jessen Eastside Funding LLC 3933 Lake WA Blvd. NE, Suite 100 Kirkland, WA 98033 SUBJECT: Critical Areas Review for 4615 NE 4th Street Renton, WA (Parcel 152305-9124) Dear Brian: On March 20, 2012 I conducted a wetland and stream reconnaissance on the subject property utilizing the methodology outlined in the 1997 Washrngton State Wetlands Identification and Delineation Manual and the 2010 Regiona! Supplement to the Corps of Engineers Wefland Delineation Manual: Wesfern Mountains, Valleys, and Coast Region (Version 2.0). Existing Conditions It is my understanding that the site was previously developed with a gas station and associated food mart. At the time of the site visit, the property was undeveloped and consisted primarily of compact fill. Vegetation on the site was generally confined to a small remnant depression in the southern portion of the property and consisted of an upland plant community that included big-leaf maple (Acer macrophyllum), black cottonwood (Populus trichocarpa), hazelnut (Corylus cornuta), Indian plum (Oemleria cerasiformis), Himalayan blackberry (Rubus armeniacus), and Scot's broom (Cytisus scoparius). No hydrophytic plant communities were observed on the site. Borings taken throughout the vegetated portion of the property revealed dry, non- , hydric, high chroma soils and there was no evidence of ponding or prolonged soil � saturation anywhere on the site. I Surrounding land use includes NE 4th Street to the north, Duvall Ave, NE to the east, and retail development with associated paved parking immediately adjacent the west and south property boundaries. Brian Jessen March 21, 2012 ' Page 2 Conclusion No wetlands or streams are located on or adjacent to the property. This conclusion , is based on a field investigation that did not identify any hydrophytic plant !i communities, hydric soils, or evidence of wetland hydrology anywhere on or ' adjacent to the site. ', If you have any questions regarding the reconnaissance, lease ive me a call. II� P 9 Sincerely, ' ALTMANN OLIVER ASSOCIATES, LLC � John Altmann Ecologist Exhibit I Basin Reconnaissance Summary Report i � RECONNAISSANCE REPORT NO. 13 LOWER CEDAR CREEK BASIN JUNE 1987 { ' r `_ � �—i � � ;, ; i t � ; f Naturaf Resources and Parks Division and Surface Water Management Division Kinb County, Washinbton ' King County �cecutive Tim Hill Kiog County Council Audrey Gruger, District 1 Cynthia Sullivan, District 2 Bill Reams, District 3 i..ois North, District 4 Ron Sims, District 5 Bruce Laing, District 6 Paul Barden. District 7 Bob Grieve, District 8 Gary Grant, District 9 Department ot PubGc Worlcs Parks. PlanninR and Resourccs Don LaBelle, Director Jce Nagel, Director Surtacc Watcr Maaagemeot Division Natural Resoun�es and Parks Division Joseph J. Simmler, Division Manaper Russ Cahil(, Division Mana�er Jim Kramer, Assistant Division Manager Bilt Jotly, Acting Division Manaber Dave Clark, Manaoer, River �� Water Derek Poon, Chief, Resources Plannino Section Resource Section Bilt Eckel, Manaber, Basin Yf<�nnina Prooram larrv Gibl�ons, Manager, Project Management and Desion Section , Contnbuting Staff (:onin�buting Staff Douo Chin, Sr. Engineer Ray Heller, Project Manager �C Team Leader Randati Parsons, Sr. Enoineer Matthew Clarlc, Projert Manaber Andy L.evesque, Sr. Enoineer Robert R. Fuerstenberg, Biologist S Team Leadcr C3n�re Barker, Engineer Matthew J. Bruengo, Geolobist Arny Stonkus, Enoineer Lee Benda, Geotogist Ray Stei�er, Engineer Derek Booth, Geoloaist Pete Ringen, f:ngineer Dyanne Sheldon, Wetlands Biotogist Cindy Baker; Earth Scientist Di Johnson, Planning Support Technician Robert Radek, Planning Support Technician Randal Bays, Planninb Support Technician Fred Bentler, Plannino Support Technician Coosuliing Staff Mark Hudson, Plannino Support Technician Sharon Clausen, Planning Support Technician Don Spencer, Associate Geologist, Earth David Truaa, Planning Support Technician Consultants, Inc. Brian Vanderburo, Planning Support Technician John Bethel, Soil Scientist; Earth Carolyn M. Byerly, Technicat Writer Consuttants, Ine. Su.sanna Hornio, 'fechnical Writer Viroinia Newman, Graphic Artist Marcia McNulty, Typesetter Mildred Miller, Typesetter Jaki Reed; Typesetter L.ela Lira, Office 'I'echnician , Marty Coa, Office Technician P:CR TABLE OF CONTENTS I. SUMMARY 1 II. INTRODUCTION 1 III. FINDINGS IN LOWER CEDAR RIVER BASIN 2 A. Overview of Sasin 2 ' I3. Effecis of Urbanization 4 C. Specific Problems 5 1. Drainage and flooding problems 5 2. Dama;e to property 6 3. Destruction of habitat 6 [V. RECOMMENDATIONS FOR ACTION 7 A. Reduce landslide hazards 7 B. Reduce erosion and flooding 7 C. Prevent future erosion and floodino with appropriate analysis, 3 planning, and poticy development D. Srop present (and prevcnt future) damage to habitat 8 by addressinb specific problems in stream systems V. MAP I1 APPENDICES: APPENDIX A: Estimated Costs A-1 APPENDIX B: Capital [mprovement Project Ranking B-1 APPEDDIX C: Detailed Findings and Recommendations C-1 l. SUI�IINARY The Lower Ccdar River Basin, in southwest King County, is unique in its devetopment pat- terns and the associated environmental problems that appear throughout the basin. Facept for the city of Renton and areas on the Ccdar River Valley floor, most of the development in the basin has occurred on the upland plateaus. Most of this devetopment is recent and primarily residential. In addition, the plateau is the site of numerous sand and gravel mining operatians and, in the southern uplands, an abandoned coal mine. Peat is also being mined north of Otter Lake. In some areas livestock are being raised on small farms; there are no major crop-related agricultural activities in the basin. The effects of development are most apparent where storm drainaoe is routed over the valley walls. Impetvious surfaoes on t6e plateau have increa.sed the rate and wlume of storm n,noff, nsulting in substantial erosioq siltatiog and flooding belvw. In addi- iion, erosion and siltation 6ave damaged or destroyed habitat in many tributaries, threatening the survival of Cs6. Habitat a�d water quality throughout the basin are also threatened by the filling of wetlands and the presence of large amounls of domestic tiash in some streams. The reconnaissance team noted that the Peterson Creek system has so far remained in its natural, near[y pristine cortditioR. Maintaining ihis quality should be a high priority in future basin planning capital project programs. Recommendations in the Lower Cedar River Basin include 1} desig�ning and mnstructing appropriately sizec! R/D and other drainage facilities; 2) establishing strictcr land use policies regardin; floodplains, wetlands, and gravel mining; 3) conduding more detailed and compreheosive hydrauGc/hydroEogic analyses of proposed developments; and 4) preveating damage to t6e natural drainagc system. The field team also recommencfs 5) restoring the " 6abitat of several tributaries (e.g., cleaning gravels, revebetating stream banks, and diversifying streambeds for spawning and rearing) as well as � protecting tbe nearty pristine quatity of Peterson Creek II. IN'IRODUCTION: History and Goals of the Prog�am In 1935 the King County Council approved funding for the Ptanning Division (now caUed the Natural Resourees and Parks Division), in coordination with the Surface Water Management Division, to conduct a reconnaissance of 29 major drainage basins located in . King County. The effort began with an initial investigation af three basins -- Evans, Soos, and Hylebos Creeks -- in order to determine existing and potentia( surface water problems and to recommend action to mitibate and preveat these problems. 'I'hese initial investib- tions used available data and new fietd observations to examine geolooy, hydrology, and habitat conditions ie each basin. Findings from these three basins ted the King County Council ro adopt R�solution 6013 in Aprit 193b, ca[lin; for reconnaissance to be completed on the remainin� ?6 basins. The Basin Reconnaissance Program, which was subsequently established, is now an important ele- ment of surface water management. The goals of the program are to provide useful data with regard to 1) critical problems needing immediate solutions; 2) basin characteristics for use in the preparation of detailed basin management plans, and 3) capi�al costs associated with the early resotution of drainage and problems. Tl�e reconnaissance reports are intended to provide an evaluation of present drainage con- ditions in the County irt order to transmit information to policymakers to aid them in developing more detailed reo latory measures and specific capital improvement plans. They are not intended to ascribe in any conclusive manner the causes of drainaoe or erosion P:LC I I_ower Cedar River Basin (continued) probiems; instead, they are to be used as initial surveys from which choices for subsequent • detailed engineerinp and other pro[cssional environmental analyses may be made. Due to the limited amount of �ime available for the field work in each basin, the reports must be viewed as descriptive envimnmental narratives rather thart as final engineering conclusions. Recommendations contained in each report provide a de.uription of potential mitioative measures for each particular basin; these measures might provide maximum environmental protection through capital project construction or development approval conditions_ The appropriate extent of such measures will be decided on a case-by-case basis by County offi- cials respansible for reviewinc applications for pem�it approvals and for choosina amanp competing projects for public construction. Nothino in the reports is intended to substitute for a more thorough e�vironmental and engineering analysis possibte on a site-specific basis for any proposal. III. CINDINGS IN LOWER (.'EDAIL RIVER BASQV The field reconnaissance of Lower Cedar River Basin was conducted in Januarv 1937 bv Robert R. Fuerstenberc, bioiobist; Brure L. Barker, engineer; and Lee Benda, geotoaist. Their findinas and recommendations are presented here. A. Ovecview o[ Lowcr Cc:clar River I3a.sin The tower Cedar Rivcr Basin is loca�ed in southwest Kina County and is 27 square n�iles in area. It extends southeast from tlie mouth of the Cedar River on Lake Washington to approzimately river mile 1d.0. The boundarv to the northeast is - marked by a rid�etop ronnectinr the rity of Renton to Webster and Franklin I.akes; the boundary to the southwest runs along Petrovilsky Road to l.ake Younos. ltenton is the only incorporated area in the basin_ Other population centers include Fairwood, Maplewood Heights, and Mapte Valley. Except for the citv of Renton. most of the residential concentrations are located on the upland plateaus overlooking the Ccdar River Valley. The.se uptand developments are recent compared to the sma(ler established communities on the valley floor. The btisin lies within portions of thi-�e Kin� County ptanning areas: Newclstle in the nortlieast (w•hicl� includes Renton), Tal�oma-Raven Heiolits in tl�e east, and Soos Creek (tlie largest of the three) in the wesl. Ruial areas exist on the valley floor on both sides of the Loa�er Cedar River, [rom approaimately river mile 5.50 co 13.00. These are limited to pastureland for hor.ses. cows_ and some sheep and several small "u-pick" fn�it and vegetahle farms. Simil��r areas are located on the southern uplands above the reach from river mile 5.50 to 7.fl0 and in the Lake Desire-Otter Lake area. `fhe plateau is al.so tl�e site of sand and �ravel mining operations and, in the southern uplands. of the abandoned Fire Kino Coal Mine. Peat deposits exist west of Lake Desire and north and south ot Otter I.ake, and peat mininp is beinb carried ou� norlh of Otter Lake. Pre.sent zoning allows for uri�an and suburhan densities throu�hout much of the basin, particularly on the upland plateaus and in the Cedar River Valley [rom its mouth to appoximately river miie G.Sp. Population projections for the year 2000 in the three plannign areas containinb the Lower Cedar Basin �re over 311,000; an increase of 47 P:LC 2 Lower Cedar River E3asin (continued) percent from the present. Most of this growth will occur in the Soos Creek Planninb Area. Dominant g�eological and geomorpttic features. The geolo�y of the Lower Cedar River E3asin is diverse. Geological formations eaposed along the valley include sedimentary rocks, undifferentiated older glacial dril't, extensive ground moraine deposits, recent alluvium along the Cedar River, and landslide deposits alon� the river and its tribu- taries. The sedimentary rocks, composed o! moderately dippinp sandstones, con- rlomerates. mudstones, and shales, are exposed locatly along the cliffs of the Cedar Kiver Vallev near the mouth of the Cedar River. In addition, the Renton (ormation, composed of sancistones, mudstones, and shates with periodic deposits of coal, is also exposed along the lower portion o[ the Lower Cedar River Valley. Undifferentiated gtacial deposits found here are composed of three or more till sheets, glacio-Fluvial sand and gravel, glacio-lacustrine clay, and sand, and non-glacial sand, clay and thin peat. These lie wer the sedimentary rock formations and are best expo.sed in cross-section along the cliffs of the main valley and major tribu�aries. The morpholow oE the Lower Cedar River Basin is dominated bv Ih� vaf(ev Cormed by ihe Ce�iar River. Vatley walls are steep cliffs formed by landslides in rlacial sedi- ments. A once extensive and meandering River, which created a wide valley floor as it cut its way w�estw�ard, the Cedar today is diked for most oC its length throu�h thc lower valley. A narrow but extensive band of landslide deposits exists alonc the steep cliffs of the main river and its major tributaries. The landslide deposits consist of defornted blocks of glacial sediments and colluvium derived from slides or mass flowaae, such as landslides and debris flow•s. Recent alluvial deposits fill the va(ley and major tributaries. Smatl, composite, alluvial debris fans eaist at the niouths of U�e lar�est tributaries. Closed depressions, principally in the uplands, have lacustrine an� peat deposits. The Lower Cedar River Valley has a higli potential for erosion due to steep slopes and tlie existence of a clay layer that promotes soit failures. Fn addition, the confine�i nature of trihutary channels bet.ween steep hillslopes promotes bank crosion during hibh . ftows. Numerous recent landslides are evident alonb cliffs oC many of the steep tributaries and atono the main stem of the Cedar River. Tl�ese have been acceler►ted - by the remrn�al of vebetation and the routinc of conc�entrated storm Ilows over steep slopes in areas where development has occurred. I�ydrologic and hydrauGc characteristics. The Cedar River Basin is composed of a complex drainace netu-ork consisiino of the Cedar River and 17 tributaries. The larger tributaries hegin in lakes or wetlands on the bluffs and ito.�: throueh relativelv flat, staUle channels to the edce of the Cedar River Valley, then plunge down to the valley floor throuoh steep; erodible ravines. Tributaries of this type such as Tributary 03W (with headwaten at Wetland 3111) and Tributary 03?3 (which beoins at L.ake Desire), are found on the south side of the Cedar River. Another tvpe of tributary collects surface runoff from urbanized areas, pastureland, and wooded areas. 'Tributaries 030?, 0307, and 0312 are examp(es of this type of tributary. The� are intermittent (depending on rainfall), shorter in lenbth, flow throuoh shallower channels that are steeper at the bluffs and transport more materiat during times of P:LC 3 L.ower Cedar River Basin � (continued) hioh flows. Some of the warst problems located during field investigation (see Appendia C for a full listing) occur on this type of tributary. Catchments S, b, and 12 have very infifirative soils. Urban developments hvae utilized R/D poinds ro effectively infiitrate all urban runoff before it reaches the vaftey hillslopes. The infiltrated runoff then reappears as springs. Two large lakes (Desire and Otter), together with four smaller ones (Shady, Peterson, Webster, and Francis) lie in the southeast third of the basin. Numerous larbe wetland areas exist in this section as well_ "I'he field team identified 10 potential wetland sites that had not been previousty identified in the Sensitive Areas Map Folio (SAMF). The system of lakes and wetlands in this area effectively buffers the high flows draining to these tributaries. HabitaE chardcteristicS With few exceptions, usable fish habitat exists only in peren- � ' nial streams (i.e., Trib. 0302, 0304, 0305, 0328, and possibty 0303). In other streams �� , (e.g., Trib. 0303 and 0310), steep gradients preclude fish use. Steep cradienis also ' reduce fish use in tlic perennial systems (except for Trib. 0323). Habitat is in various stabes of degradation in these systems; pools are being filted and oravels and dehris shift reb larly. ln Tributary 0323 (Peterson Creek}, hawcver, habitat diversity is extensive, and the channel is not seriously degraded. At this location the field team observed at least three species of saEmonoids. In general, the most diverse and teast disturbed habitat in a tributarv system occurs in the large wetland areas in the southeast ihird of the basin. Us��ble habitat for anadromous fish is found in the low-bradient portions o( stn:ams where channels cross the Cedar River Valtey fioor. In these reaches, hou�ever, only spawninp habitat is likely to be available, as the poots and woody debris necessary for su�cessful rearino either do not exist or are quite limited. Excellent spaw•ning and rearinc areas exist where pools and riffles are eatensive, irtstream cover and bank vegetation are intact, and diversity of habitat types is abundant. B. Effects of Uifianizatioo in the Basin Flooding, erosion, and the dec adation of 6abitat associated with developmeni in the L.ower Cedar River Basin are most appareni wherc developn�ent has eliminated vege- tation alono the edges of the valley and wltere stormwater has been routed down channels and swales. The removal of vegetation, such as trees, ahove and below the edces of valley walls, as well as the dischar�ino of srormwater over the valley wall; has resuited in tension cracks and landslides thlt are endanberinc some houses. The sedi- ments from these failures are depositing in streams and on valley floors and dama�in; fish habitat and private property. Dischargino stormwater from inrreasc;d impervious areas into steep tributary channels and swales is seriously destabilizino channets and valfey wails; this in turn results in channel downcutting, bank erosion, and landslides. 1'he sediments fron� these probtems often debrade fish habitat and settle out on pri- vate property along the va({ey [loor. Two serious instances of development-retated erosion occurreci durin� the November 193G storm: ]) culverts rerouting the stream were plu�ed, causina the formation of a new channel that destroyed poriions of roads on Tributary 0314; and 2) new, uncorn- P:LC 4 Low�er Ce�ar Rivcr Basin (continued) pacted fill adjacent to new residences near collection point 5 was washed partly awav during the storm, causing landsliding and b 1lying. Future problems will be similar to these, as commercia[ and residential developments increase t7ow rates and volumes by decreasing natural storage and infiltration. This is expected to occur if wetlands on the upper plateau are encroached upon or lost (e.o., on Trib. 0304 at RM 2.30 and on Trib. 03Q4A at Rm 1.60). The preservation of wetlands and streambank vegetation and the attenuation of storn� flows are essential in this basin. C_ SpeciCc Problems IdentiFed "The steep vatley sideslopes tl�rough wl�ich streams pass and the often dcn.se upland development msult in a number oC similar problems that repeat iltemselves throubhout the Lower Cedar River Basin. The most significant o[ these are outlined and discussed below. 1. Drainagc and [looding probtems arc often the rcn,lt of several cooditioos: a. UnJersized culverts and inadequate entrance siructures, The most no�able area is on Tributarv 0306 at river mile .�0, where a culvert here was btocked by debris carried downstream by the stream and caused erosion and floodino of Fairwoai Golf Cour.se. ?he blocka�e was compounded by the fact that the culvert was undersized; the problem w�ill wocsen as flows increase from upstre��m development. b. Serious instream erosion and subsequent downstream sedimcntation_ These have been caused Uy three main factors: 1) runoff from residential developments on ihe bluffs above the vallev, 2) compacted pastureland due to livestock, and 3) runo[f from impervious areas oritrinatinb at �ravel pits. These problems wilt continue and worsen until mitiaative measures are taken. (See Appendix C for specific examples.) c. Undersizeci rechannelized streams. Tributaries on the vallev floor are too smali to carry the increased flows orie natin; in developed residential areas along the top of the bluffs. For example, 'Cributary 0:02 at river mile .25, the channe! alonb Maplewood C;olf Course, overtops and floods durino srorms. d. Coaslructioo in wedand and Iloodplain areas, Many of the wetlands on the south side of the Cedar River are peat bo�s, and roads built through them continue to settle each year, increasing the amount of floodin; on the road. For example, the road crossinb with Trihutaiy 0338B norilz of Lake Desic-e will eaperience more severe floodinb as the road settles. c_ Discharging of stormwater at t6e top of sicep banks. At river mile 2.20 on tlte Cedar River. a trailer park (constructed on the ed�e of the cliff) discharges its drainage down the vaUey wall. Inereased flow�s erode the steep valley, depositing sediments on the valley floor, blockinb channels and causing floodino. Tl�ese probtems will eventually stabilize, but only after a "` large yuantity of soil has bcen eraied. P:L.0 5 Lower Cedar River Basin (continued) 2 Damage to property is bcing caused by thrce faclors: a. Landslides and potential landslid�s. Lancislides are accelerated by the removal of vegetation on steep slopes in preparation for residential construction and/or by the routing of storm flows over hitlslopes. For exampie, a large landsiide lias atready occurred in the front yard of a resi- dence on the Cedar River at river mile 7.80. b. Sedimcntation (from landslides). Sedimentation and channel and bank ero- sion are damap ng private property along the valley floor ("Crib. 0299 and 0310). c. Ilooding during storms. Floodino has been broucht on by the effects of development artd associated changes to the natucal drainage systems in the " basin. (See "B" above.) 3. Destruction of habitat is being caused by four cooditions: a. Sedimcotatioo of pools and riffles and ccmenting of gavcLs. These proUlems, tlie result of se:vere erosion and tl�e transport of bedload material, have been caused by upland devetopments in the basin and the presence of associated iutpervious surfaces, which increase the rate and yuantity of surCace runoff. Sedimentation and cementing of �ravels in streambeds destroy natural spawninc and rearino habitat_ On Tributary 0307 at river mile .40 and Tributary 030$ at river miles .95, 1?0, anci 1.70, � recent hibli flows have eroded the streambed at le�ist one foot, contributino to a serious sihation problen� downstre�m. Heaw bedload transport is evi- dent in all systems of the basin except "Tributarv 032�t. ln Tributarv 0�03 at river mile .25, fine sediments are accumulating in gravels that may be used by resident fish. In TriUutary 030<3 between river miles .95 and 1.?0, pools are beino filled by sands and gravels and rearing habitat is beinp rapidly lost. b. Channelization of stream bed.s. Lass of habitat through channelization has occurred in all the major streams of the basin: but most notice�zbly in tho.se reaches that cross the vallev floor. These reaches lack habitat diversitv. reducing fish use for spawning and rearing. Channelization has damaged or destroved habitat in several reaches that were once l�eavilv �4sed bv fish: tl»se includc Tributary 030? betw-een river mile .30 and 40, TriUutary 0�0� between river miles .OS and .14. Tributarv 0305 l�etween river mile .20 and .75. and 'Tributarv 0323 (rom river mile 1.10 to 1.�30. 'The.se svstems cannot affoni a further reduction of habitat and still remain viable fishery resour- ces. c. The aocvmulation ot trash in stream bed.�. This problem occurs in clo.se proximity to residenlial areas. Trash degrades water yuality and is visually unpleasant. Tires. appliances, furniture, and other trash l�ave been thrown into Tributarv 0302 at river miles 1.00 and 1.10 and in "Tributarv 0�03 at ri��er mi(e .35. P:LC 6 Lower Cedar River Iiasin (continued) d. Wetland encroachment. Encroachment destrovs habita� and eliminates natural water filtration and storage for surface runoff. Examples of this problem were observed on Tributary 4304 at river mile 2.30, Tributary 0303 at .30, and Tributary 03WA at river mile 1.30. Many wettands have already been completely lost through filting, for eaample on Tributary 0306A at river mile .SS. Suspected violalions were fon+�arded to Buildin� a�d Land Development for enforcement. IV. RECO�NDATIONS FOR ACI70N The primary recommendations for action in the Lower Cedar River Basin addresses current severe problems related to erosion, habitat destruction, and flooding. Prevention of these problems will be accomplished by controllinp Icea�ions and densities of new development and providing adequate R/D facilities for stormwater. A Reduce landslide 6a•rards by: 1. Including seositive areas oot prcviously mapped on the Scositivc Areas Map Folio (SAMF). See Appendix C for a [ull listing of sensitive areas. 2. Fstablishing building setbacks along clifCs and native orow�th protection easements . along steep ravines. ura ' or elim� atin the utia of sto ter over c� f unle.ss ade uate 3: Dis�co �n ro cmwa t!f �g g g �, 9 tichtline systems can be constn�cted to convey flows in a s��fe, nonerosive m�nner ro tha bottom of clifCs. 4. Decrcasing peak flow�s by constiuctino larger R/U facilities to lessen the landslide and erosion occurcence afono tributary slopes. B. Reducc einsion and (looding in the basin by improving surface water maoagcmeot: 1. Dircct the Facititics Maflagement Section o[ the Surface Water Maoagement Division to evaluatc cxisling storm�ielention and 000ve�rance (aciGties to deter- mine whether they are properfy sized to meet current standanis. Evaluatiort should begin with all single-oriCice R/D farilities. 2 Consider areas ot6er than wetlands as regional storm-dctcntion facilities Tributaiy 0300 at river mile .-12 is the site for a proposed dam, for example. 3. Utilize e�dsting lower quaGty wetlaads (those rated other than �1) as re�onal storm�ctention faciGties. Wetlands 3IO2 and 31�t2 could provide more tive stora�e, for example. ' 4. Review channel and cvtvert capacily [or conveying eaisting and futuc+e runoff, and establish floodplain areas in regions of sli�ht bradient for eaisting and [uture runoff conditions. 5. Proroote t6e infillcation o[ sur[ace water througb !6e use of t�etcntion facilities and opcn c6annels instead of pipes where the soil and slope conditions permit. Collection points 5, 6, and 12 on plateaus have such soil conditions. P:LC 7 Low�er Cedar Rivcr Basin {continued) C. Prevent future problems of erosion and flooding with appropriatc aoalysis, ptannin� aad poliry dcvelopment refated to surtace water managemcot: 1. Conduct a detaited, mmprcbensive 6ydraulic/6ycirologic analysis of any propoScd developmcnts to determine impacts on the drainage courses downstream. This is especially critical for areas on the upper bluffs and plateau, which drain wer sleep, sensitive banks above the Cedar River. 2. Conduct a study o( the impact of locating int"�Itration ponds utilized near the ed�e of the bEuffs to determine their efCect on seepape faces on the [ower face of the bluffs. This miaht be accomptished with a computer-based numericaE model of the groundwater flow. 3. Rcquire t6e tig6tlining of storm drainage dawn steep or seositive slopes when they cannot be directed away from thc slopes. This is done hy pipin� the flow down the slope and dixharpin� it at the bottom with adequate enercy dissipation. Many of the intermitlent tributaries flowing down the banks should be ti�htiined as urban development increases flow to them. ii 4. Coastruct new R/D poacis wil6 filter berros to improve water quaGiy and recluce �i Finc seciiment loads. New R/D ponds shoutd have two celEs with oravel-berm ', - filters and ve�etated s�ales at the inlet and ouNet. Consider Tributaries 0�0�1, 030<3A, 0302, 1nd 0303 as si�es for this type of [acility in order enhance water ' quality. ' S. Maintain natural vegetation on streambanks aod floodplains This is especiatly irnportant for retatively flat channels flowing on the p{�ueau before the� reach the steep hlufCs because these channels and their ftoodplains wil! attenuate flows durinp times of heavy runoff. 6. Maintain buffer areas around wetlands. Many o[ thc triburaries on the south side of the Cedar Rivec headwater at wetlands. Th�;se wetlands act as natural storaae areas during stonns. 7_ Reevaluate King County poGcy regarding permittiag for gravel mining on steep, scnsitive slopes. 8. Include the city of Reniion in future intcrlocat agreemeofs for planninb and capi- tal improvement Projects where rity and rounty interests overiap. D. Eliminatc present damage to habitat aQd prevent future damage by addressing speciGc problems in the stream systems. The follow•ina activities sliould he coordinated amon� Kinr Connty, the Muckleshoot Indian Tril�e, and State lleparfinents af Fisherics and Game: 1. Reduce damaging storm [tows with oreater detention volume and lower release rates at upstream developments. 2. Implement restoration projects on 7'rii�utaries 030� (river mile .00-.20), Tributary 0305 (river mile ?0-.30), Tributary 03Q3 (river mile .?5-.3$), and Tributary 0323 (river mile 1.10 -1.40): P:LC 3 Lower Cedar River Basin (continued) - a. Oo Tnbutary Q304: Clean streambed gravcis, add habitat and bed-contro! weirs, and piant bank vegetation For shade. b. On Tnbutary 0305: Construct a new channel and move stream from road- side channel to its new location on adjacent lands. Implement a fuit restoration pmject to provide channel meanders, habitat structures, pool/riffle enhancement, streambed gravel replacement, and revegetation. c. On Tnbutary 0303: Mrne s�ream from present channel to a location furthcr north, away from the roadside. If relocation is not possible, these minimum steps shouid be taken: Add habitat s�ructure to e�isting channel with root � masses, deflectors, boulder clusters, and other features; revegetate channel banks with shrubs and smail trees; enhance stream crossings with bottomless pipe arches. d. On Tributary 0328 (Peterson Creek): Add habitat structure by replacing the straight, shortened channet with a more natural, meandering one; place habitat structures (such as root masses, deflectors, cover locs. and boulder clusters) throughout the channel: and revegetate banks with shrubs common to adjacent riparian zones (salmonberry, ninebark, or dob�ood, for example). 3. Protect the Peterson Creek system (Trib_ 032t3) in its present, near-pristine state. This will include not only the restoration outlined in section A above, but also the adoption of tand use management reb lations to prevent future habitat destruction: a. Protect all exisiing wettands within tbc subcatc6mcnts o[ Peterson Creelc. �- Employ wetland buffers at least 100 feet wide without exception. b. Restrict development in ihe critica! headwater area (drainagc, habitat, water quality) bounded by Lake Desire, Otter Lakc, and Petecsoa Lake to rural dcnsities. c. Desi�ate and protect shreamside management zones of at least 100 feet from the ordinary high-water mark (OIiWM) along the main stem of the creek. Use 25 feet from the OHWM on tributaries. d. Praerve floodplains and t6eu [orests for dynamic retention o[ sediments and water. e. Rcstrid vegctation removal in strea�side/wetland management zones. f. Size R!ll facilitics to store the 100-year storm at a two-to-five-year release rate. Use the two-ccl! type of poad wi�h a forebav, a gravel fifter, and a vegetated swale outflow where feasible. g. Regulate more closcly all septic tank and drain-Geld iastallations; as welt as maintenance xhedules, particularty in the Lake Desire, Otter Lake, and Peterson L.ake drainage areas_ P:LC 9 Lower Cedar River Basin (Conlinued) � h. Work with t6e Statc Depariment of F.cology to csWblish minimum stream- flaw rc�uircments for Peterson Creek and Lake Desire Iributary. 4. DevcEop and promote public cducation and involvement programs [or basin awareness. Work with schools, environmental gmups, and the civic and business communities to conduct educational and resioration probrams. P:LC 10 � �. '�.�;� : = - �a;�7�, .` •` ',� — — "� � _._ . � ,;\:Y .. ''x. r:- .,4�,= " " r' �� j, \� `�, LOWER CEDAR RIVER BASIN '�� :y/ � .�,. i 1 � . � �J; '�Y �1 \ �,� ".,', ,;' , r, .�•�, ,, ,-• �` � � Basin Boundary �� ' :��'' ',r�, '��'°° �'\ � `� � �� °'r�� , „ �� u�� , • ', �` ---�----- Subcatchment Boundary .. ,��.� ,.� ��.�.��,,.,,� � ... .... . ..,. .;,. . .. �, . . , .�' ,� J` "-"2'`; I ' , �� -...-�`\"^` . (r/ 2 Collection Point �- � ' � , , ,, f .�+� � '� - .. , . Ls,.,.�.. , � �,� r► .,, -,;�__;,} , t � I ' \ � " - --ti� Stream ``% � i � " �- "si � ` � ' s:, � i M o29s Tributary Number - �� _+ �._ ,. . • � ,,._;. , , � i .:t� � �' q Y ; '.�. � 7 _ ,I �� 3115 Proposed Project �, .� . �;; , � ,{r, , �„ ,�,{, _ o . ��`:� ,�� al �. .1 ��` � '".� '�'. __ .. �1 P�, TR �� 4 �F � � �`r ,n' r i �; � � ;a� ••D"" -J i�t:�� <, '` .) ;� +' .,c`� �xuca�mv v, o , 2 M� \" w;� `; I ��ty _ i es � � �W s�enta , :�� \ �- � I ,i '� . :, ,o� d � ��...1��' ' � � 'a �y • j ;�W � JuIY� 1957 � .,� I {' . ?;:1 . f . . 1 ., f F � b . ,W� 3�rr.,,n.d ' L 3, '',., ' \. r ,! J. � +' f. I .• , ' .. f � � .. �' I.IJ ` / : ' , . I ., � O�� p I�� `''�p��{ ;p '��q ll � (� � � J c.�,�c«„ry.�'•,..�-�'��, - a' ,r � ?L `,_��y..._:"„__�--l�' � �� (� �"�;._ \ ' 1 -�,�; �) a � i I t ,�. r.__ � ' � r M'�4 i �•/ �� 0 , � . ''� � i. U:; � ��', �x� � 1 , . (; '' -f: #r ,� '}r. ,"� � � `�� . .. . . _. '�y ' ' 7c'� i � j� . .: � \ � � „ ".. � �..3105 � �ti �`h�'` `y�,j 2 p � � �: �s; � ,, � tl. '� `--_.�_ �` ' r\ ' ;.y ` , ��..' A f� � \``� f`•� l �. � � .r...r._� ' �� /. �1' .�I�,yP'J /f .,! O2 r � . � ,' _ �' �'' r ' p r N' ,. ,... ,`p :-.,:`��'t��,. � _. � T , 0 s O ,y ?\ �� ,�r�' `1 �,' O �`�� t .. ,':, � + ., � ,��9 �'�o ., P� ,, o o w �� ., .. ',;�;. 3117 � a.; .. , � � s �,� wj � , : .��,.��t � _ L.e � :t '�'� f i � . ., , • • q ' �!'/ , �j �. . � ��' , � : . ' [i u , j �yV.r� �� ' �x I? � `��'� .�,z'�� ' : .�<,,,> ...�> �� .___ _ _ ... �3721 ��' _ :'� •'c-. � , �',z� �""' ` I � �� 1 , "°' ,�� '8 '�p ' a�t RsI�,,• � ` �� . . � .1 � � � , >. ...:_. .�;,,;,� '` �m-��. ' °3� � r'' ' ; �,. . � 31a6 g g{ � o � r � IM�� I�II Q , y � O � � ti. I I / / . . `'� ;t �P $1'22 � � `,�1 s �N,��, 3 s � , � ' \ • � � a,- � �, , � � y` '1,R...5\ ; ~ _ . ��f _N,1 ' ., I\� . • ` `".��,�"" ..�, � ��. " � ' .f ., . �. � ' ' • • �' t'�i� .', . '� � . `y�a � `-� .,'��., �� ,.�,,;�. a�= .o � " �1 � ,g9 l ' ' ' � '� )', _ , '�/ , ,;. .,, 3?<p� t��' � �i� � ,' u::' yyy i M1 a� i _ . . �� li,.i / v .. � F1� ,� ` � ��,' : .., .� � /• I �u� ... t!., aP \, .� ,�. �I.� �� '\ . "_��_ {.wr'a�. � �r � � _^ F ,\ , �' $ _ � _. � \'�� . �� „ , <�, �..�, , . : _�' °w � � 3115 . ` f`-;.� �, �\;,�h I' .� � ,.'� ._. �� °� '�', L`l ., ., �^M ��`�� M, i�\ M • I .�.`� �OI'�-�� ! � • �+..r \,\ �y `�' , a Q 6F SEAT7LE WATER51-1 `'�I Og4J�',� ��5+'1 i � ,. �� • , � ' � � f � \ , � .�. 12 5 " � 311 �. � �� +J `Yfi�w�r _' ,jI` /' . .s�..:�� i , ` : ) .. i ,4` nl � , �.. � . '., ,. '. ,.. � � n y , � ' u � �s ruohV�uey t „ ... r., , �� ..,...,, � "��swo, ,. � '�I�=-'t•—J ,...� ,.., I..,.. . . . ' l; : �•w1 .,� '}, ` � i i d� , .,�� %� " � ... \�� ' '�1 ., , , `1,�'� � ,... + � . - T `. •� -Yi 1 ,... ,..�_.:�,��..-- -�---._.-- ij:^ p' -Ti. �nu`Niu � � . �� I ---'-- -• � i , '��1;,, l t .. --. 0. �:r' ... . ��: , . � _ \ n I` ,. .. • � . .,:� � ,. � � �:� . � � �,� . _ _-`___ _ _ ._� ._ � ..._..__-_ �___.I _ _ .. --_.. II I I . APPEND[X A II EST[MA'I'EU COSTS: PRUPOSED CAPITAL IMI'ROVEMENT PROJECTS LOW1:;R CEDAR CRELK BASIN ° Indicates prnject was identified by Su�face Water Management olfice prio� to reconnaissance. NOTE: All projeCis are loc�ted on map included in this reporl. I Project Collect. Estimated Costs Numhcr Point Prol��t Description Prohlem l�ddressed and Comments :�105• !0 Cnhlncc 2?00' of Trih. 0305 from Miti��(es flooding of King $115,000 Cedar River to Elliot 8rid�e. County park 11nd. (NOTE: Tl�is project was proposed by Surface Water Mlnagement, is in thr design phase, And will be constructed by 1939.) 3109° 10 Se:cure easements to wetland located [3etter �itilizcs wetlnnd's stor��e $136,000 in Cascade Park �nd eonstruct a Uerm cap�city to address penk ftows from nt the outlet. Repl�ce e�isting surrounding urbnn area. c�tch h�isins with control stnictures. � Pmject should he justified l�y a . t�asin studv. Wetl�tnd rated #2. (This wetland will require fw•thcr Uiolooic�il �valu�ition bcfore R/U dcsign And construction.) I':LC.nPA A-1 Project Colle�t. Estimated Costs Number Point Proiecc Description Prohlem Addre�.s�d and Comments 3111 Secure e�sements to outlet to Francis Will provide additional stor�ioe $175,000 (Wetland Lakc: and 1100' of channel from lake to miti�atc �inticipatcd future 31:�G) ro SE 1�{4th St. Construct a weir to incrcased Clows. raise lake level 1', �nd enhance 1100' of Trih. 0317. Should he justified l�y a b�sin plan. Wctland r�tcd #!• (This wctland will rcquire turthcr hiolo�ical evaluation hefor� R/D �csi�n un� constivction.) 3112 19 Sccure cascmcnt for outict to wetlan� Will providc adJitional storage �117,000 (Wctland an�1 rcplace eaisting wcir with a for antiripatcd future peak flow�s. 3142) concretaslotted wc�ir. Should be justified hy a l��sin plan. Wetland rated #?. (This wetland will require furth�r hiolo�ic�l evllu�tion hefore R/D desi�n and construction. 3114° Sccurc c��semcnt to WcUfind 3150 an�1 Addres.ses anlicipat�d increa.ses in $134,000 (Wetland consti�ct � contninm�nt berm �nd flow causea hy development. 3150) contcol structure at lhe outict. Project should be justified l�y a h��5in plan. Wetl�nci r�ted #2. ('l'hit wetland will r�quire furtlier I�iolobical evaluation hvforv It/D design �nd conshvciton.) 3115 14 Install detention pond 1nd 1,000' Miti�ates u:verc erosion And $3G1,000 of tifihtline. Project is indepe;n- floodinb durino times of high � de:ntly justifi�Ule. flows. I':LC.AI'� q.? Projcct Coll�rt. Estimated Co�ts N�imbcr Point Proicct Dc�;ription Prohlcm nddressed 1nd Comments :�116 31 R�iSe existin� ro�d emhlnkment Mitig�tes season�l flooding of t.��ke 573,000 ?-�'. 1'rojcct shouW be indc;pen- Uesire Ur. SE ca«sed Uy road bed dently justifi�ihlc. (Refer to settlin� in Ihe peat bog. Ito�ds Uivision.) 3117 16 Inst:ill 1,400' of ti�htline, a Miti;ltes severe erosion, sc:diments �501,000 scdin�cnt trap, �n�i 700' of chunnc! depositcd on County roads, and from Joncs Rd. to Ccc7ar Riv�r. Clooding durinr litl�es o[ I�i�h Project is indcpcndcntly justi- flows. fiahlc. :�114 ]0 Inst�ll 3()0' of 3�" culvert, � new Wilt prevent hlockape of culvert $37,000 inlet stnicture, m�nhole, �nd c�tch and the accompanyin� flooding and h�isin. Yroject is independently erosion of 1'ai�wood Golf Course and justifiable. mobi�e home p.�rk below. 3119 4 Construc:t a detention d�im �nd Projeet location is ideal 1�ecause $159,000 control structure in fl deep it addres.scs flows from a large channelized sec:tion of 1'rib. resi�ienti�l are� bcfore they rench 03(�. Project is ind�penciently the stee�, �c:nsitiv� area neat to justifiahle. the Ced1r River. 3120 15 Construct a x:dimcntation pond ana Miti�atcs floodin� of residcnce and S1G3,000 1,000' of ehanncl from Jones Rd. to sedimeni deposition on Jones Itd. Ccdar Itivcr. 1'rojcct is indepen- �icntly justifiablc. P:LC.APn A.3 Project Coll�ct. Estiinated Costs Number Point Project Description , Prablem Addre�.sed 1nd Comments , 3121 7 Secure easement to we�l�nd and con- Addresses increased flows in TriU. $371,000 ' (Wetl�nd struct � eont�iinment hcrm and concrete 0304 an�i 0304A from residenti�l ;i102) wcir at oullet. Project should Ue developmcnts. justificd Uy a U.isin plan. Wetlan� r�ted #3. �iiolo�icnl 1�.sessment is needed to assure �hat this projeet does not decrelse hal�it�t values. 3132 ]1 Purchase existin� pands on F1inti�ood Mitig�tes floodinb and erosion $34?,000 Caolf Course and exp�ind to provide downstream. grcater flow detention. Projcct is independently justiCi�ble. P:LC.APA q..� __ _____ _ __ . APPENDIX 6 CAPITAL IMPROVEMENT PROJECT RANK[NG LOWER CEDAR RIVER BASIN Prior to the Lowcr Cedar River Basin field reconnaissance, 12 projects had been identified and _ ra�ed usinb the CIP selection criteria cleveloped by the Surface Water Manarement (SWM) and Natural Resources and Parks Divisions. Following the reconnaissance, 13 projects remain proposed for this area. They inciude eight new, previously unidentified and unrated projects. These disptace seven previously selected projects, which were eliminated based on the consensus of the recon- naissance team. Projects were etiminated for several reasons: two sites were annexed by the city of Rentan, two projects were found to be unnecessary, two sites were categorized as #1 wetlands (and are�inelioible), and one project was determined to be infeasible. The previous SWM capital improvement project list for the Lower Cedar Rivcr Basin had an es�i- m�ted rost of $?,710,000, while the revised list increases to an estimated cost o[ 52,734,000. This 3 percent increase in estimated capital costs is due to the addition of projects a[ter the reconnaissance. The following table summarizes the scores and costs for the CIPs proposed for the Lower Cedar River Qasin. The.se projects were rated accordinp to previously estabfished SWM Proanm Citizen Advisorv Committee criteria_ The projects ranked below are tho.se for which the first rating questeon, E[.EMENT 1: "GO/NO GO," could be answered affirmatively. Projects with se:ores of ]00 or higher can be considered now for n�eroino into the "live" C[P list. RANK PROJECT NO. SCORE COST 1 31?2 103 S34?.000 2 3113 90 37,OOd 3 312Q 75 163,000 � 3109' 67 1�tG.000 5 31?1 65 �71,000 6 3117 60 501,000 7 3125 60 36I.000 3 �i 16 55 73.000 9 31I4" 23 13A,OOQ 10 3111' 25 175.000 I1 3112' 17 117.000 12 3119' 15 159,000 13 3105 12 115.000 TOTAL $2,78�1,000 ' Projects proposed prior to the Reconnaissance Procram P:LC.AP[3 B-1 APPENDIX C DETAILED FINDINGS AND RECOMMENDATIONS LOWER CCDAR RIVER BASIN • All items listed here are located on final display maps in the offices ot Surface Water Mana9ement, Building and Land Developmenl, and Basin Planning. Tril�. c� Collect. Existing Anticipat�d Item' River Mile Point C�te�ory Prov Proj. Conditions nnd Problems Conditions and Problems Recommendations 1 -• 5 Geology Gullying and landslides in Continued erosion. Recompact fill, revegetate, uncomp�cted fill in�new and drain adequately. development near edge of steep hillslope. ? -- 13 Geology Small landslide h�s formed None (natural failure). None. debris flow (11/36). Sedimentation in yard of residence. 3 0299 4 Geology Landslides in sedimentary Natural failure. None. RM 2.6 rock in cutbanks adjacent to railroad. 4 0?99 lb Geolooy Drainage from residential Increasino erosion. Provide adequate R/D to RM 9.65 area is resulting in attenuate flows. gullyino in swale. P: LC.APC C-1 Trib. & Collect. Existing Anticipated Item River Mile Point Cat_� Prop. Proj. Conditions and ProUlems Conditions and Problems Recommendations 5 0299 18 Geology Horse farm in uplands has Continued high erosion and Develop R/D at horse f�rm RM 12.1 created extensive imper- sedimentation. to attenuate peak flows. vious surfaces, resultina See Project 3115. in channel scour, bank erosion, landslides, and s�;dimentation at mouth of basin. Residence overcomc with sediment. 6 -- 13 Geolo�y L,andslide terrain for sale Site of future mass erosion. Prohibit development here. by realtors. High risk for Notify Building and Land landslides, flooding (from Development. Add area to springs). SAMF. 7 -- 7 Geology Large-scale landsides Naturaf process. None. adjacent to Cedar River due to springs and cutting of toeslopes by streams. Appears to be natural. 4 -- 2 Geology Gullying in valley wall, Unknown. None. possibly from natural springs. 9 -- 14 Geology Landslide debris flow from Existing tension cracks Revegetate hillslope with residence on SE 147t1i PI., indicate future instability. trees and shrubs. Renton. P: LC.APC C_? Trib. �4c Collect. Existino Anticipated Item River Mile Point Cate�orv Prop. Proj. Conditions and Problems Conditions and Problems Recommendations 10 0299.1A 21 Hydrology 3116 Frequent floodin; of Road located on top of peat Elevate the road 3-4' by RM .08 county road causzd by low bog and will continue to filling on top of the road embanknzent. set�le, a�eravating flooding present road embankment. problem. Also stabilize embankment. 11 0300 4 Geology Extensive channe( and Problems will continue. Provide adequate R/D in RM .00-.40 bank erosion and numerous uplands. (See Project landslides due to 3119.) developmeni-related stormwater. 12 0300 4 Hydrology 3119 Development-related peak Increased erosion on Construct detention dam in flows have caused sig• hillslopes below. deep, channelized reach of nificant bank erosion. Trib. 0300. 13 0300 4 Hydrolo;y 3109 Collection point 4 has Degradation of Trib. 0300 Construct berm and standard RM 1.40 been nearly completely from RM .42 downstream. This control structure at outlet urbanized. section is very�steep and to Wetland 3120 in Cascade susceptible to erosion. Park. 14 0302 6 Geology Channel downcutting and Will continue at same level Control storm flows from RM .50 bank erosion. or increase. uptands. 15 0302 G Geology Bank e�osion (medium den- Increasing erosion with Provide adequate R/D in I RM .30-1.00 sity} at meanders and increasing flow from devel- uplands as area develops. - obstructions. . opments. P: LC.APC C-3 _..__ __ _, �-- — , __ _ � _ � - -- �, � � , , , - - '_� � � _: -— �— � � , , � � � � �...._ w _ - ---- � - - -�-- , i TriU. c� Collect. Existing Anticipated It�m River Mile Point Cate^ory Prop. Proi. Conditions and Problems Conditions and Problems Recommendations 16 0303 6 Geolog}r Gully erosion from broken None. Culvert has been None. culverts. re pa i red. 17 0302 6 Geolo�y Severe gutly erosion Continued erosion. Tightline flows to RM .60-.30 creatin; smAll valleys main stem. from daylight culverts. 13 0�0? b Habitat Stream channeled alon; While fish now use this Add habitat diversity RM.3.5 �olf course road. No reAch, lack of habitat will (e.g., structures, overhead overhead cover. No habi- eventually reduce popula- ve�etation). Gain tat diversity. tions. easement to restore mean- ders, if possible. 19 0302 6 Hydrolooy Tributary drains down Problem will worsen as Construct detention dam RM .4.5 steep bluffs on nortl� dzvelopment upstream upstream of golf course. side of Cedar River, continues. carrying debris and flooding Maplewood Golf Course. 20 0302 6 HaUitat Water supply dam. Full As impoundment fills, storm- Dredge pond and maintain RM .50 barier to upstrelm water will flood over bank. it as sediment catch. migration. Impoundment Structure may fail. is filling with sediment. ?1 0303 6 Habitat Severe gullying from ri;l�t Will continue to erode until - Tiohtline downslope. RM .90 bank corregated metal reaches till layer. - Add velocity attenuator at pipe. Heavy sediment stream. delivery to stream. r: �c.nPc c-a . . . Trib. 8c Collect. Existing Anticipated Item River Mile Point Catc o Prop. Prol• Conditions and Problems Conditions and Problems Recommendations , 22 0302 6 Habitat Trash in stre�m (auro, , Area adjacent to corridor, - Remove trash. � RM 1.00 tires, appliances). will continue ro collect - Distribute educational trash and debris. Further materials to streamside worsenino of water quality, residents. I sedimentation, erosion. - Cite violators, if problem persists. 23 03Q? 6 Habitat Trash in stream. Water Area adjacent to corridor, - Remove trash. RM 1.10 qu�lity problem, will conti�ue to collect - Distribute educational unsightly. trash aod debris. Further materials to streamside worsenin� of water quality. residents. - Cite violators, if problem persists. 24 0303 6 Geology Extcnsive bank erosion in Nonc. Increase R/D volumes, slow relcase upper portions of tribu- rAte to nonerosive levels. tary. 25 0303 6 Habitat Habit�t suitable for resi- Scdiments will evcntually - Control stormwater volumes RM .2S dent fish. Sediment accu- cover graycls. Habitat and discharge rates from mulatins. will become unsuitable for developments. fish use. - Manually clean gravels when necessary. 26 0303 6 Hal�itat Trash and litter in Further decrea.ses in watcr - Remove trash and litter, RM .35 channel affecting w�ter quality. - Distribute educational materials quality, causing erosion. to streamside residents. - Cite violators, if problem persists. P: {_C.APC c_-5 � . Trib. R� Collect. Existing Anticipated item River Mile Point Caterorv Prop. Prol• Conditions �nd Prol�lems Conditions and Problems Recommendations ?7 0304 '7 Habitat I..�lndslides contributing Sediment will continue to Maintain riparian corridor RM .40 sediment to cltannel. Heavy enter system until landslide with setbacks at least 50' deposition in pools, at stabilizes. from tops of banks. obstructions, even in ri f fles. ?3 0304 8 Habitat Horses h�ve access to .Furthe.r decreases in water • Encouraoe residents to fence RM 2.10 stream, causing some bank quality, bank erosion likely. channel back 15' from ordinary deterioration and po.ssibly high-water mark. affecting w�ter quality. - Limit access to livestock to one or two points along stream. 29 0304 8 I�3ydrolooy Flooding caused by failin; Problem will continue until - Problem referred to Main- RM ?.30 R/D at 17Gth St. �C 146th outlet structure is tenance section of Surface Ave SE. modified. Water Management Division. 30 0:�04 3 Habitat Encroachment occurring Wetla�nd likcly to be - Require encroaching fills RM 2.40 along all boundaries of reduced slowly until it is to be removed. this headwater wetland. completely destroyed. Loss - Establish specific buffer of storage, filtration, around this wetland. or�anic production, and - Enforce sensitive areas wildlife habitat. ordinances and regula- tions. 31 0304 7 Geolobry Several gullies due to Problem will continue. - Tightline drainage. RM .30 daylieht eulverts; a few h�ve recent I�ndslides. P: LC.APC C-6 __ �� TriU. �C Collect. E�istino Anticipated Ilem River Mile Point Cate�otv Prop. Proi. Conditions and Problenis Condi�ions and Problems Recommendations 32 0304 7 H�bitat Extensive riffle (to RM Gravels risk becoming - Enhance habitat by addi- RM .00 .15. Creek channeled. No cemented. Few resting areas tion of woody debris in woody debris, little bank for upstream migrating fish. stream. vegetation, Steell�ead, - Revegetate bank. coho spawners here. - �nhance pool/riffle ratio, 33 03�4 7 HaUitat Debris jam may be a Debris will continue to - Seleccively remrne debris RM .2� partial migration barrier. accu►m►I�te. Channel will to allow fish pas.s��ge. ' likely divert or jam wilf - Stabilize large woody fail, releasing accumulated debris. sediment. 34 0304 7 HabitAt Debris jam. Bed drops 3' �Debris will continue to - Selectively remove debris RM .b? over jam and sediment, accumulAte. Channel will to allow fish passage. forming anadromous likely divert or jam will - Stabilize large woociy barrier. fail, releasino accumulated debris. sediment. 3G 0304 7 I-Iabitat W�ter turbid; oily sheen Water quality will continue - Educate residents about RM .$0 �nd odor present_ Storm to decline as runoff and how to maintain water quality. drains empcy directly into waste cnter stream. - Mark storm drains with stre�m. "Dump no oil" signs. - Emphasize recycling of oil. 37 0304A 7 Iiydrolo�y 3102 Existing forested wetland Additional stora�e could be Construct a proportional weir RM 1.30 provides detention for utilized by constructing and berm at wetland outlet. Trib. 0304A and 0304 in berm and weir at outlet. Project could be used instead heavily developed area. This could bc done to atten- of Project 3107 to rpeserve the I uate increased peak flows #1 rated wetland (where pro.ject �s upstream area develops. would be built). � P: LC.APC C-7 1 . . . _ . ... . . Trib. �C Collect. Existing Anticipated Ctem River Mile Point Caterorv Prop. Proj. Conditions and Prohlems Conditions and Problems Recommendations 33 0304A 13 I-lydrolooy :i115 Runoff generated on top of Flooding will continue as - Construct detention pond RM .40 bluffs on soutliwest sidc lon; as land use remains the at top of bluCfs. of Cedar River is causing same on top of bluffs or - Tightline drainage down severe Uank erosion, until miti�ating measures bluf[s, then channelize it flooding and dehris flows are taken. Runoff origin- to �n existino ditch onto several residcnces ates from highly eompacted alongside SR 169. of valley floor. p�stureland on uplands. - Prevent similar prohlems elsewhere with land use regulations, including provisions for preservation of vegetation buffers near tops of cliffs. 39 0305 10 Geolo;y Extensive bank erosion, Susceptible to inereases Attenuate high tlows. partly du� to subsurface with in�reasing storm flow. clay layer and landslide topography. 40 0305 10 Geology Locat severe bank Problem will continue. Existing rock-filled RM 1.10 erosion. , gabions are deflecting flow. 41 0305 10 Geology Extensive channel down- Continued erosion. Attenuate high flows with RM 2.10- cuttino and bank erosion. adequate R/D. (R/D 1.75 � currently exists.) 42 0305 10 Geology Several gullies and asso- Erosion will continue. Tightline culverts. RM 2.15- ciated landslides due to 1.75 daylight culverts on steep slopes adjacent to chan- nels. P: LC.APC C-8 Trih. �C Collcct. Existino Anticipated �, Itcm River Milc Point Caterorv ProP• Proi. Conditions and Problems Conditions and Problems Recommendations , 43 0�05 JO 1•Iabitat Madsen Creek in ditcl� alonb Potenti�l for fuel entry in- Acquire 30' easement away RM .?0 SC Jones Rd. Heaw silt; to creek. I�urther decreases from roadside. Construct road runoff; water yuality in water c�uality can be ea- new stream channel. adversely affected. pected. 44 0305 10 I�I�bitat Creek in ditch alon� south Further decreases in water Acquire 30' easement away RM .35 side oE SR 1G9. Heavy quality can be expected. from roadside. Construct inputs of oils, anti- Potential for autos to enter new stream channel. freezes, heavy metals, channel. L.ack of habitat. organic pollutlnts likely. Sand, silt from roadside (of SR 169) enters also. � 45 0305 I2M .00- 10 ��ydrology 3105 Section of Trib. 0305, Flooding will continue. Construct and enhance 2?00' of .40 RM .00-.40 is experiencing (See Appendia A, Project ch�nnel throagh undeveloped extensive floodino. 3105,) King County Park LAnd. 46 0305 10 Habitat (:hannelized alon� dri- Further siltation, water Acquire easement; move RM .50 veway; lacks habitat quality dcgradation can be creek from driveway diversity. Driveway scdi- anticipated. Lack of habitat 10-15'. Add meanders and ments enter channel, and precludes optimum salmonid habitat structures to oil. placed on driveway u.se. increa.se diversity. enten stream. 47 0305 10 Habitat Ch�nnelized tributary �Little salmonid use Add structures to incrense RM .65 I�cks h�tbitat diversity, anticipated. Spawnins �nd diversity in stream. cover for s��lmonids. rearing success limited Manually clean gravels by Gravels compacted. (unle.ss reach is restored). churning them. P: LC.APC C-9 Trib. 8c Colleet. Eaisting Anticipated Item River Mile Point Cate�ocv Prop. Proi. Conditions and Problems Conditions �nd Problems Recommendations �4 0305 10 f��ibit�t Good spawnino riffles oecur Increased flows may eause Control flows into system RM .90 here. 1/z-3" gravets, few gravcl bar movement. from developed areas fines, not compact. High SuitaUle gr�vels may be upstream. If necessary, flows are moving material, transportCd downstream to add bed controls to hold however. unu��hle areas for spawning gravels or "vee" struc- &�Imonids. tures to recruit them. 49 0305 10 Habitlt Severe bank cutting and Further erosio�/scouring can Control high flows by RM .95 erosion oc:cun hcre. Bed be eapected. Channel increasing upper basin R/D scouring evident. Reach deterioration will continue. facilities, lowering suhject to high, rapid Flows appear to bc generated dischar�e rates ro stream. flows. at developments. 50 0305 !0 liabitat Much woody deL�ris Debris jams will occur with Control upstream flows RM 1.20 movement and numerous greater [requency as flows with greater R/D volume, dcbris jams. Reach is increase. Sediments will lower discharge rates, subject to high, rapid build up and channel will Sclectively remove debris. f lows. d ive rt. Sl 0305 10 Hahitat Channel erosion, bank Further channel deteriora- - Increase R/D eapacity. RM 1.70 failures, downcutting oc- tion may Ue expected. Silt, - Decrease dischar�e rates. currin;. Reacl� suhject to sand transport to mainstem hibh, rapid flows. will incrc�se. 52 0306 10 Geolooy F�ilure of manl�ole during Not �pplicabl�. Repair manholc. RM .40 11/.46 storm h�s resulted in o Ily erosion. P: LC.APC C-10 _ . _ � . . Trih. R Collect. Existin; Anticipated item Riv�r Mile Point Cnte�orv Prop• Proi• Conditions and Problems Conditions and Problems Recommendations .53 030b 10 Geolo�y Channel downcutting, bank Erosion will increase. Clay Further increase in runoff RM .20 erosion and several layer in valley makes area should be attenuated; this landslides, due both from sensitive to landslides. is A sensitive channei. increased storm flows and development along ed�e. 54 0306 10 Geology Undersized culvert in arti- Possible fill failure: Lake Enlarge the corregated RM 30 ficial fill in golf course ponded behind culvert in metal pipe and/or threatens to build lake and in 1931 and threatened construct adequate trash possibly overtop bank. the fill. rack. Breach flood possible. SS 030( 11 I-I�bitat Channel subject to high, Further channel damage ean Increase R/D capacity, i RM .25 damabing flows. Erosion be eapected. Sediment decrease discharge rate. evident. transport downstream will continue. S<, 0304 10 Geoloby Downcutting, bank erosion Will continue or increa.se in Attenuate storm flows. RM .:�0-.45 flnd landslides. future. 57 03QC I-Iydrology 3llg Trib. 0306 connccts witft Problem will worsen as - Replace existing pipes RM .30 large trihutary at manhole development upstream with targer diameter pipes here. Dcbris From 030�i continucs. (if downstream analysis clops this manhole, causing allows for inere�sed flows). severe erosion of Fairivood - Install new inlet struc- Golf Course, tures with trash racks. 53 030GA 11 I-Iydrolopy 3123 Eaisting small ponds on Are1 upstream is developing - Acquire easements for ponds RM 1.30 0306A are overtopped �nd quickly, thus worsening the and additional area around ponds receive considerat,le silt problem. and construct detention pond. durinp high flows. The • Location is ideal for addressome ponds are located on peak flows hefore they rcach l�airwood Golf Course. the sensitive Cedar Reiver bluffs. P: I.C.APC C-11 7 . Trib. �C Collect. Existing Anticipated Item River Mile Point Caterorv Prop. Proj. Conditions and Prohlems Conditions and Problems Recommendations 59 030GA 11 I-Iabitat Same usable habitat exists Further habitat deterioration - Increase R/D capacities. RM .25 for resident salmonids. (ikely. Channel erosion will - Dccrease discharge rates. Water quality is poor. increase. • Encourage use of 2-cell Channel subject to high detention ponds, swales. flows. - Prohibit filling of existing wetlands, ponds in upper basin. (�0 0307 1? Geology Extensive bank erosion at Inereased erosion will - Mitigate development- RM .10-.40 all meanders and obstruc- result with increased flows. related hi�h flows. tions (trees, cars) due - Prrnide adequate R/D. to increased flows from development. 61 0307 1? Geolo;y Stream erodin� toes of Incre�sing erosion with - Mitigate development RM .10-.GO slopes resutting in increasino flows. related high flows. landslide failures. - Provide adequate R/D. 62 0307 12 I�I�bitat Stream cliannel pushed to Erosion will worsen as - Incrcase R/D capacity at RM .30 one side of ravine foc stream flows increase. all delivery points. roadway. I�iol� encrgy May threaten road bartk at - Reduce release rate Uelow system. Much hank cutting, toe o( slope. channel scour level. scdimcnt transport, dcbris movernent. 63 0:�07 1:� Hydrolory Are� on top of hluffs ne�r [nfiltration sites should Construct retention faci- RM .��0 Trib. 0307 h1s excellent be used whenever possible, lities for new develop- infiltrative capacity. These would provide ground- ments in area at these sites. water re�harge. P: LC.APC G12 i • I Trib. c'� Collect. Existino Anticipatcd I Itent River Mile Point Cate�orv Prop. Proi. Conditions and Prohlems Conditions and Problems Recommendations 64 0309 15 Habit�t Subject to heavy, rapid Erosion, deposition will - Control storm flows RM .10 flows, Channel erosion, increase. Sediments will upstream. deposition bars mi�ration. migrate downstream, creating • Control volume and discharge a water yuality problem. rates. GS 0310 15 Geolo;y Sedimentation upstream from Continued sedimentation. - See "Hydrologic and hydraulic RM .60 culvert due to del�ris and characteristics" section in undersized culvert. New this report. corregated metal pipe con- tinues to pass w�ter througl�. GG 0310 1S Geology Savere erosion below Continued erosion and - Install energy dissipator RM .0.5 culvert, severe sedimen- scdimentation. below corregated metal pipe. tation in residence y��rd. - Excavate channel through yard where original channel was located. 6'7 0310 15 Geolo�y Road drainage forming gully Continued erosion. Reroute drainage. Refer problem RM 1.50 adjncent to road; road beJ to Roads Maintenance. in danger. 6,4 0:�10 1S II�bitat 3120 Correg�ted met11 pipe is Problem will continue. ReinstaU corregated metal RM .?S anadromous hlrricr. pipe at or bclow bed level. P: LC.APC C-13 Trib. R Collect. Cxistinb Anticipated Item River Mile Point C�te�orv Prop. Proj. Conditions and Prohlems Conditions and Problems Recommendations G9 0310 15 I•iydrology 31?0 Existin; chAnnel draining Freyuency and severity of Construct detention pond RM .40 off blu[fs on north side problem will worsen as on upstream side of Jones of Cedar River, causin� development on bluffs Rd. to trap sediments, and Clooding of residences and inereases, enhance 1,000' of creek debris flows onto Jones Rd. from Jones Rd. to Cedar durine peak flows. River. 70 0310 15 H�l�itat Correpated metal pipe Problems will continue and Remove new and old pipes; � RM .60 outlet approximately worsen as outfall velocities replace at lower level 9' above bed levcl. will scour bed and banks. with oversized pipe with Complete barrier to fish. Upstream has recent (11/36) trash rack. Old culverts at bed level deposition up to 4' deep. are plugged. 71 0311 13 Geolo�y Gully erosion in drainage Continued accelerated ero- If possible, enlarge R/D RM 1.70 sw�ile due to outflow of sion. prior to its outlet in the wetland that partly seems wetland. to act as an R/D facility. 72 0314A 16 FIydrology 3117 Severe erosion, floodin�, Problem will be a�ravated - Tightline drainage between RM .20 dlmage to County and as area above develops. detention ponds in gravel pit. private ro�ds from - Construct detentian pond increased runo(f from next to Jones Rd. to tr�p gravel pit operations on sediments. hillside. - Constnict channel from Jones Rd, to Cedar River. 73 0314A/ 16 Geolo�y Inadequate R/D, plu�ed Not applic��t�le. See hydrology comment 0314B culvert caused by e�;ten- above. RM .10-.40 sive channel and bank erosion and landslides. W�ter has cut a new channel. P: LC.APC C-14 Trib. Rc Collect. Existinp Anticip�ted Item River Mile Point Cate�ory Prop. Proi. Conditions and Prohlems Conditions and Problems Recommendations 74 032�4 19 Geolo�y Medium-density landslides None. Limit development in the RM .50 and high-density bank bAsin. erosion occurrinb due to natural causes. This indi- cates channel and valley sensitive to effects of development, (Sensitivity due to clay layer. Basin hosts some of best fish habitat in upper reaches.) 79 0:�33 19 1-ilUitat Significant s�llmonid use Scdimentltion from upstream Maintain leave strips RM .70 ' throughout. Sockeye reach possible. Adjacent adjacent to stream at spawners, clrcasses pre.sent, development will likely least 100' from ordinary Coho, steelhead parr in reduce diversity and c�uality hi;h•water mark. Restrict pools. Excellent habit�t of habitat. use/development within this for spawnin� and rearino streamside management zone. (a redd site). Much diversity -- most exemplary in bAsin. Ch�nnelized reach. Uniform May c�use thermal problems Restore stream habitat $0 032R 19 Hlhitat channel, no h�bitat diver- ns w�ter temperatures rise. throughout: add structure, RM 1.10 sity. Heavy s��nd deposition. No useft�l h�ibit�t. diversity, bank vegetation, 1.40 I..ittle overhead canopy or anc! clnopy. Cost should be bank vegctation. borne by party(ies) who channelized tltis reach. 31 0333 19 flydrology 3112 L.ake Peterson is sm111, Lake provides good peak flow Replace weir at outlet RM 1.40 open-water wetland with a attenuation and will Uecome with a higher weir in weir �t outlet. more import�nt as upstream order to gain additional tributary area develops. storage. P: LC.APC C-lb � TASK 3 FIELD INSPECTION There were no problems observed during the resource review. Based on a review of the drainage complaints of the downstream drainage course, there were a few minor drainage issues in the Maplewood Creek drainage basin, downstream of the site. 3.1 Conveyance System Nuisance Problems (Type 1) Conveyance system nuisance problems, in general, are defined as any existing or predicted - flooding or erosion that does not constitute a severe flooding or erosion problem. Conveyance system nuisance problems are defined as flooding or erosion that results in the overflow of the constructed conveyance system for runoff events less than or equal to a 10-year event. Examples include inundation of a shoulder or lane of a roadway. Overflows collecting in yards or pastures, shallow flows across driveways, minor flooding in crawlspaces or unheated garages/outbuildings and minor erosion. Based on a review of the drainage complaints, there were complaints of localized flooding approximately 1700 feet downstream of the site where Maplewood Creek crosses NE 2"d. The localized flooding was due to plugged roadside culverts and the drainage ditch and fallen trees blocking the drainage. Other localized flooding of backyards were due to a depression that has since been corrected by the home builder. The Maplewood Creek Sedimentation Pond also has heavy siltation but it is maintained annually as needed. These complaints all occurred prior to 2006 when this area was annexed to the City of Renton. With the improvements of this project site, there is the potential that problems on the downstream drainage course may be helped somewhat by providing onsite detention of storm water. 3.2 Severe Erosion Problems (Type 2) Severe erosion problems are defined as downstream channels, ravines, or slopes with evidence of or potential for erosion/incision, sufficient to pose a sedimentation hazard to downstream conveyance systems or propose a landslide hazard by undercutting adjacent slopes. Severe erosion problems do not include roadway or minor ditch erosion. The site visit did not find erosion problems evident anywhere along the downstream drainage course. 3.3 Severe Flooding Problems (Type 3) Severe flooding problems can be caused by conveyance system overflows or the elevated water surfaces of ponds, lakes, wetlands, or closed depressions. Severe flooding problems warrant additional attention because they pose a significant threat either to health and safety or to public or private property. Neither the review of the drainage complaints nor the site visit noted any severe flooding problems in the downstream drainage course. Portions of the downstream drainage course investigated by the site visit and a review of the soils map indicates that the downstream drainage course occurs through till type soils. The field reconnaissance for this off-site analysis drainage report was conducted on the morning of September 19, 2012. The skies were clear and the temperature on this day was approximately 65 degrees. 15432.003.doc II Exh i b it J Off-Site Analysis Drainage System Table OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE Surface Water Design Manual, Core Requirement #2 Basin: Ced�tr River Subbasin Namc: M��plewood Creek Subbasin Number: Distance Observations of Field Inspector, Drainage Component Drainage Component from Site Existing Potential Rcsource Reviewer,or Symbol Type,Name,and Size Description Slope Discharge Problems Problems Resident Constrictions,undcr capacity,ponding, Type: sheet tlow,swale,strcam, ovcrtopping,flooding,habilul ur orgunism cl�aunel,pipe,pond;size, Drainage basin,vegetation,cover, destniction,scouring,bank sloughing, Tributary area,likelihood of problem, Sec Map diameter,surface are� deplh,lype uf seusitive area,volume % �t. sedimentation,incision,other erosion overtlow pathways,potential imp�cts 1. Sheetflow to the southeast Discharges to existing catcli 2 0- 10 None Noted None Noted corner of the site basin 2. 12-inch pipe Flows from structure to 0.5 10-24 None Noted None Noted strucure 3. 12-inch �ipe Flows trom structure to 0 24-59 None Noted None Noted structurc(cast across Duvall) 4. 18-inch pipe Flows from structure to unknown 59-262 None Noted Nonc Noted structure(south on Duvall) 5. 18-inch pipe Flows from structure to 0.08 262-2x4 None Noted None Noted structure(east) 6. 18-inch pipe Flows from structure to 0.25 284-402 None Noted None Noted Solid lid structurc(cast) 7. 18-inch pipe Flows from structure to 1.08 402-417 None Noted None Noted 1 H"pipe flows througl� catch structure(east) basin(solid pipe) 8. 18-inch pipe Flows from structure to 1.9 417-42H None Noted None Noted Solid lid structure(east) 9. 18-inch pipe Flows from structure to 0.11 428-558 None Noted None Noted Solid lid, collects runoff from structure (east) the north 10. 18-inch pipe Flows from structure to 0.22 558-652 None Noted None Noted Solid lid structure(east) 1 I. 18-inch pipe Flows from structure to outfall O.lfi 652-675 None Noted None Noted 18" CPEP outfiall to wooded (cast) area, sediment in end of pipe, no signs of erosion or channcl 12. Shallow Flow Flows east in wooded area 2.5 675-863 None Noted None Noted 13. Maplewood Creek Flows south 0.6 863-1400 None Noted None Noted 15432.003.doc. TASK 4 DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS ' Runoff leaves the site by discharging east into Duvall Ave NE. Runoff enters the existing catch basin at the southeast corner of the project site. Flow is conveyed east in a 12" pipe to the east side of the road and then south in an 18" pipe. The pipe system turns east and is routed through an 18" pipe system within a drainage easement on private property (Storage One on 4`h, self-storage). The 18" pipe system discharges east of the self-storage buildings to a wooded area that encompasses Maplewood Creek. __ Flow continues overland to the east to Maplewood Creek and then south in the creek. Maplewood Creek eventually joins another branch of Maplewood Creek before it flows through the Maplewood Golf Course and discharges into the Cedar River. The drainage complaints were forwarded to this office by Gary Fink, City of Renton Utility Systems Division — Surface Water Utility and are located on the following pages of this report; however, none of them were within '/4 mile downstream of the project site. They were placed into this report for reference and there are no anticipated problems associated with the development of this project site. 15432.003.d oc Exh i b it K ! Drainage Complaints Karen Harris From: Colleen Allen Sent: Friday, September 14, 2012 3:12 PM To: File ' Cc: Karen Harris Subject: FW: Drainage Complaints-4th & Duvall, Renton-Question/BCE#15432 Attachments: AreaMap.pdf Follow Up Flag: Follow up Flag Status: Flagged Karen, I will also save these in Filing. From: Gary Fink jmailto:GFinkCa�Rentonwa.govl Sent: Friday, September 14, 2012 3:05 PM To: Colleen Allen Subject: RE: Drainage Complaint Request-4th &Duvall, Renton -Question Good Afternoon Colleen, Per the Renton manual, I've reviewed drainage issues for a distance of one mile downstream of your project at NE 4tn Ave& Duvall Ave NE. While the manual requires one mile downstream, I've reviewed to a radius of one mile as the remainder of the course runs through Maplewood Creek channel. The drainage course reviewed is as follows: ' From parce)#1523059124,east on NE 4`h Ave approximately 650'to an outfall contained in a drainage easement. South from NE 4`h Ave, approximately 990'via channel to a City-maintained detention facility. South from detention pond via conveyance appr.910'along Field Avenue undeveloped right-of-way,turning southeast across residential property to NE 15L St. East on NE is`St, South on Hoquiam Ave NE Outfall to tributary of Maplewood Creek,South of SE 2"d St. Maplewood Creek to City of Renton Maplewood sedimentation pond,continuing to Cedar River. We have reports of minor drainage issues at properties located on NE 2"d Ct&NE 151 Ct. All occurred prior to 2006 annexation: NE 2"d Ct—4901,4907,, 5003: Localized flooding due to plugged roadside culverts and ditch line. 4921: Localized flooding on property due to fallen trees and plugged seasonal stream channel. NE li`Ct—4904,4905,4910,4913: Localized backyard flooding due to depression. Addressed through builder. Maplewood Creek Sedimentation pond—heavy siltation due to erosion for storm events. Maintained annually as needed. Please feel free to contact me if you need further information. Best Regards, i Gary Fink City of Renton Utility Systems Division- Surface Water Utility Phone:(425)430-7392/ Fax:(425)430-7241 GFink@RentonWa.4ov �.1��'n� � �r��'.\ r�. �� f I �. {� f I ';'_ � From: Colleen Allen j,mailto:callenCc�barghausen.coml Sent: Thursday, September 13, 2012 2:54 PM To: Gary Fink Cc: Karen Harris; File Subject: RE:�Drainage Complaint Request-4th &Duvall, Renton -Question Gary, page 2-10 of the City of Renton Drainage Manual requires a 1-mile radius for the Task 2 Resource Review of a Level 1 Off-Site Drainage Analysis. Thank you. Colleen From: Gary Fink [mailto:GFinkCc�Rentonwa.govl Sent: Thursday, September 13, 2012 2:47 PM To: Colleen Allen Subject: Drainage Complaint Request-4th &Duvall, Renton -Question Hi Colleen, I'm pulling the information you're requested together today, my apologies for the delay. Just wanted to confirm that you were looking for drainage issues within a one mile radius of 4"'& Duvall. Typical request in a'/.-mile radius. Thanks, Gary Fink City of Renton Utility Systems Division- Surface Water Utility Phone:(425)430-7392/ Fax:(425)430-7241 GFink@RentonWa.qov t:it}'of � .;;-.� r'� � 1 ��I � ��jfll:�- :� z 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN A. Existing Site Hydrology The entire 0.56 acres of new development is considered till forest for pre-developed condition. There is a small amount of offsite landscaping that contributes runoff to the site under existing conditions. The site is modeled as till forest and the offsite area is modeled as till grass for the pre-developed condition. The flow control facility will be located at the southeast corner of the project site and will discharge to the existing conveyance system al�ng Duvall Avenue NE. B. Developed Site Hydrology Under developed conditions, the site has 0.50 acres of impervious and 0.06 acres of landscape. Because this site is using a rain garden as a flow control BMP, 50 percent of the roof area being directed to it is being modeled as pervious landscape area. This results in 0.47 acre of impervious and 0.09 acre of pervious for modeling purposes. The entire site and 0.06 acres of off-site landscaping will be directed to the detention vault and have been included in the flow control calculations. See the detention and water quality sizing criteria on the following pages of this report. C. Performance Standards The Area-Specific Flow Control Standard required for this project site is determined to be Level 2 Flow Control. The applicable conveyance system capacity standard was mentioned in the Conditions and Requirements Summary, which is to size the on-site conveyance system by the Rational Method utilizing an initial time of concentration of 6.3 minutes and a Manning's "n" value of 0.014 with the 100-year precipitation. The Area- Specific Water Quality Treatments Menu followed for this project was the Enhanced Basic Water Quality Menu, and the treatment selected from this menu is to use the wet pool in the vault in combination with a Stormfilter manhole with CSF media. D. Flow Control System The Flow Control BMP for this site will be a rain garden sized to treat runoff from 10 percent of the site. Flow control for this project will be in a underground vault utilizing 7.9 feet of live storage. Discharge will be through a control structure and then to a Stormfilter manhole for additional water quality treatment. Because of the depth of this system, discharge will then be directed to a duplex purnp station and then to the existing conveyance system in Duvall. The design of the pump station is included in this report. A single pump will be used to pump the 2-year ffow rate and both pumps will be utilized to convey the 100-year discharge from the vault. E. Water Quality System The Enhanced Basic Water Quality requirement will be achieved with 3 feet of dead storage in the water quality and detention vault and then a three-cartridge Stormfilter ' manhole with CSF media downstream of detention. Sizing calculations for the wet vault , and the Stormfilter manhole are included. 15432.001.doc I 0. G m J 0 � f- Z O U � O J LL FLOW CONTROL BMP SIZING Site Area = 24,4Q0 sf 10%af site area = 2,440 sf 5/6 of the canopy(40'x 84')will be sent to the rain garden Impervious area to the rain garden = 2,800 sf Rain Garden volume required = Impervious area x 3 inches = 700 cf Rain Garden volume provided = 701 cf Maximum depth = 12 inches 15432.001.doc DETENTION VAU LT CALCU LATIONS DETENTION AND WATER QUALITY SIZING CRITERIA Level 2 Fiow Control Pre-Developed: 0.56 acres of till forest 0.06 acres of till grass (off-site landscaping) Developed: 0.50 acres of on-site impervious 0.06 acres of till grass (on-site landscaping) 0.06 acres of till grass{off-site landscaping} 2,800 sf of roof area will be going to the rain garden so that area can be modeled as 50% grass (Q.03 ac}and 50% impervious (0.03 ac) Therefore the new totals are: 0.47 acres on-site impervious 0.09 acres till grass (on site} 0.06 acres till grass (off site) Total = 0.62 Acres The KCRTS calculations are on the folloU�ing pages. 15432.001.doc Flow Frequency Analysis Time Series File:15432-pre.tsf Project Location:Sea-Tac ---Annsal Peak rlow Rates--- -----Flow Frequency Analysis------- , Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CF5) Period 0.040 2 2/Q9/O1 18:00 O.Q55 1 100.00 0 . 990 0.012 7 1/05/02 16:00 0.040 2 25.00 0. 960 O.Q32 3 2/28/03 3:00 0.032 3 10.00 0. 900 0. 002 8 3/24/04 19: 00 0.03J. � 5.00 0.800 0 . 039 6 1/05/05 B:00 0. 028 5 3. 00 0 .667 - 0 . 031 4 1/18/06 20:00 0. 019 6 2. 00 0.50G ', 0 . 028 5 11/24/06 4:00 Q. 012 7 1.30 0.231 0 . 055 1 1/09/OS 9:00 4. 002 8 1. 10 0 . 091 Computed ?eaks 0. 050 5Q. 00 0 . 980 Flow Frequency Analysis Time Series File:Z5432-dev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Fzequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS} {CFS) Period 0 .127 6 2/09/Ol 2:00 0.254 1 100.00 0. 990 0.107 8 1/05/02 16:00 0.175 2 25 .00 0.960 0.153 3 2/27/03 7: b0 0 .153 3 10. 00 0.900 0.120 7 8/26/04 2:�0 0. 143 4 5. 00 0.800 0 .143 4 10/28/04 16:00 0.136 5 3 .00 0 .667 0.136 5 1/18/06 16: 00 0.127 6 2 .00 0 .500 0 .175 2 10/26/06 0:00 0 .120 7 1.30 0.231 0.254 1 1/09/08 6:00 0. 107 8 1.10 0 .091 Computed Peaks 0.227 50 . 00 0 .980 Retention/Detention Facility Type of Facility: Detention Vault Facility Length: 54 .00 ft Facility Width: 20. 00 ft Facility Area: 1080. sq. ft Effective Storage Depth: 7.90 ft Stage Q Elevation: 100.00 ft Storage Volume: 8532. cu. ft Riser Head: 7. 90 ft Riser Diameter: 12 .00 inches Number of oritices: 2 Full Head Pipe � Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 0.38 � 0.011 ' 2 5 .25 0 .75 v 0.025 4 .0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft} (ac-ft) {cfs) (cfs) a.00 Zoo.00 o. o_000 o.aoo o.00 o.oi ioo.ol il . o.000 o.000 o.00 o. oa ioo . oa aa . o.00a o.00i o.00 0.03 100.03 32. 0. 001 0.001 0. 00 0.17 100.I7 184. 0.004 U.002 0.00 0.30 100.30 324 . 0.007 0. 002 0.00 0.43 100 .43 464 . 0.011 0.003 0.00 0.57 1Q0 .57 61b. 0. 014 0.003 0.00 0.70 100.70 756. 0.017 0.003 0.00 Q.84 100.84 907 . 0.021 0.004 0.00 0.97 100.97 1048. 0. 024 0.004 0.00 1.10 101.10 1188. 0. 027 0.004 0.00 1.24 101.24 1339. 0. 031 0.004 O. Oa 1.37 101.37 1480. 0.034 0.005 0. 00 1.50 101.50 1620. 0. 037 0.005 0.00 1.64 101.64 1771. 0. 041 0.�05 0.00 1.77 I01.77 1912 . 0.044 0.005 0. 00 1. 91 101. 91 2063. 0.047 0.006 0.00 2 .04 102 .04 2203. 0.051 a.d06 0.00 2 .17 102. 17 2344 . 0. 054 0.006 0 .00 2.31 IO2.31 2495. 0. 057 0.006 0.00 2 .44 102 .44 2635. 0.060 0.006 O. OU 2.58 102 .58 2786. 0.064 0.006 0. 60 2.71 102 .71 2927 . 0. 067 0.0a7 0 .00 2.84 102 . 84 3067. 0.070 0.007 0.00 2.98 102 . 98 3218. 0.074 0.007 0. 00 3.11 103 .11 3359. 0.077 0.007 0. 00 3.25 103 .25 3510. 0.081 0.007 O.QO 3.38 103 .38 3650. O. Q84 0.007 0.00 ; 3.51 103 .51 3791. 0. 087 fl.008 0 .00 3.65 103 .65 3942. 0.090 0 . 008 0.00 3. 78 103 .78 4082 . 0.094 0.008 0. 00 3 .92 103 .92 4234 . 0. 097 0.008 0.00 4. 05 104 . 05 4374. 0.100 0.008 0.00 4. 18 104 .18 4514 . 0.104 0 .008 0.00 4 .32 104.32 4666. �. 107 0.008 0. 00 4.45 104.45 4806. O.I10 0. 008 0.00 4.58 104 .58 4946. 0.114 0.009 0.00 4.72 104 .72 5098. O.1J.7 0.009 0.00 � .85 104.85 5238. 0. 120 0. 009 0 .00 4.99 104.99 5389. 0.124 0.009 0.00 5 .12 105 .12 5530. 0. 127 0.009 0.00 5.25 105 .25 5670. 0.130 0.009 0 . 00 5.26 105 .26 5681. 0.130 Q. 009 0.00 5.27 105.27 5692. 0.131 0.010 0. 00 5.28 1Q5.28 5702. 0. 131 0.011 0. 00 5.29 105 .29 5713 . Q. 131 0.012 fl . 00 5.30 105.30 5724 . 0. 131 0.013 0. 0� 5.31 105.31 5735. Q. 132 0.013 O. GO � 5.45 105.45 5886 . d.I35 0. 016 0. 00 5.58 105.58 6026. 0.138 0 .018 0.04 5.71 105.71 6167. 0.142 0.020 0. 00 5.85 105.85 6318 . 0. 145 0. 022 0.00 5.98 105.98 6458. 0.148 0.023 0.00 6 .12 lOb .12 6610. 0. 152 0.024 0. 00 6.25 106.25 6750. 0. 155 O. Q25 0. 00 6.38 106 .38 6890. 0.158 0.026 0.00 b .52 106 .52 7042. 0.162 0.027 0.00 6.65 106.65 7182. 0. 165 0.028 0. 00 6.79 106 . 79 7333 . 0 .168 0.029 0.00 6.92 106 .92 7474 . 0.1'12 0.030 0.00 __ 7.05 107.05 7614. 0.175 0.031 0.00 7 .19 107.19 7765. 0_178 0.032 0 . 00 7.32 107 .32 7906. 0 . 181 0.033 0.04 7.45 107.45 6046. 0 .185 0.034 0.00 7.59 107.59 8197. 0. 188 0. 034 Q. Ofl 7.72 107.72 8338. 0.191 0.035 0.0� 7.86 107 .86 8489. 0 . 195 0.036 0.00 7 . 90 107.90 8532. 0.19b 0. 036 0.00 8.00 108.00 B640 . 0 .198 0.345 0. 00 8.10 208. 10 8748. 0.201 0.908 0.00 8.20 108.20 8856. 0.203 1.640 0.00 8.30 108.30 8964 . 0.206 2.430 0.00 8.40 108.40 9072. 0.208 2 .710 0.00 8.50 108.50 9180. 0.211 2.970 0.00 8.60 106.60 9288. 0.213 3 .200 0. 00 8.70 108.70 9396. 0.216 3 .420 0.00 8.80 108. 80 9504 . 0.218 3 .630 0.00 8.90 108.90 9612 . 0.221 3.820 0. 00 9. 00 109.00 972a. 0 .223 4 .010 0.00 9.10 109 .10 9828. 0.226 4 .190 0.00 9.20 109.20 9936. 0.228 4 .350 0.00 9.30 109 .30 1Oa44 . 0_231 4 .520 0. 00 9.40 109 .40 10152. 0.233 4 .680 Q.00 9.50 169.5Q 10260. 0.236 4 .830 0. 00 9.60 109.60 10368. 0.238 4 .980 0. 00 9.70 109.70 10476. 0.240 5.120 0.00 9. 80 109.80 10584 . 0.243 5.260 0.00 Hyd Inflow Outflow Feak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft} 1 0.25 O.Q4 0.14 7. 93 107.93 8569. 0.197 2 0 .13 ******* 0. 03 7.70 107.70 8315. 0 .191 3 0. 13 ****�** 0.03 6.92 106. 92 7470. 0.171 4 0.15 ******* 0. 03 6 .90 106.90 7447. 0.171 S 0.14 ******* 0.02 5.64 105.69 6097. 0. 140 6 0.08 0.01 0.01 4 .81 104.81 5190. 0.119 7 0.11 ******* Q. O1 4 .52 104.52 4882. 0.112 S 0.12 ******* 0.01 3.37 103.37 3636 . 0.083 ---------------------------------- Route Time Series through Facility Inflow Time Series File:15432-dev.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: 0.254 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0. 144 CFS at 10:00 on Jan 9 in Year 8 Peak Reservoir Stage: 7.93 Ft Peak Reservoir Elev: 107 . 93 Ft Peak Reservoir Storage: 8569. Cu-Ft . 0.197 Ac-Ft Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0 .036 2 2/09/O1 20:00 0.144 7.93 1 100.00 0.990 0.009 7 1/07/02 4:00 0.036 7. 90 2 25. 00 Q .960 0.030 4 3/06/03 22:00 0.030 6.92 3 10. 00 0.900 0 .007 S 8/26/04 7:00 0.030 6.91 4 5.00 0.800 0.009 6 1/OS/05 5:00 0.019 5.65 5 3 .00 0.667 0.019 5 1/19/06 0:00 0.009 4 . 81 6 2.00 0 .500 0.�30 3 11/24/06 8:00 0 .009 4 . 60 7 1.30 0 .231 0 .144 1 1/09/08 10:00 0.007 3.37 8 1.10 0. 091 Computed Peaks 0.108 7. 92 50 .00 0.980 ` Flow Duration from Time Series FiZe:rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS % s % 0.001 29203 47.624 47.b24 52 .376 0.524E+00 0.001 4369 7.125 54.749 45.251 0.453E+00 0.002 6792 11.076 65.825 34 .175 0,342E+00 O , d03 6015 9.809 75.634 24 .366 0.244E+00 0.004 5223 8.518 84 .152 15 .848 0. 158E+00 0.005 3537 5.768 89.920 10.080 O.101E+00 0.006 2390 3 .898 93 .818 6.182 0.618E-01 0.007 1514 2.469 9b.287 3 .713 0.371E-01 O.Q08 1481 2.4I5 98.702 1.298 0.130E-01 0.009 520 0.848 99.550 0.45a 0.450E-02 0.010 5 0.008 99.558 0.442 Q.442E-02 0.011 7 0.011 99.569 0.431 0.431E-02 0.012 8 0.013 99.583 Q.4I7 0.417E-02 0.013 15 0.024 99.607 0.393 0.393E-02 0.014 18 0.029 99.636 0.364 0.364E-02 0.015 17 0.028 99.664 0 .336 0.336�-02 0 .016 17 0. 028 99.692 0.308 0.308E-02 0.017 19 d.031 99 .723 0.277 0.277E-02 0 .018 25 0.041 99.764 0.236 0.236E-02 0.019 19 0 .031 99.795 0.205 0.205E-02 0.020 6 0 .010 99.804 0. 196 0. 196E-02 0.021 9 0.015 99.819 0.181 0.181E-02 0.�22 6 0 .a10 99.829 0.171 0. 171E-02 ' 0.023 9 0.015 99.843 0 . 157 0. 157E-02 0.024 10 0.016 99 .860 0.140 0. 14�E-02 0.025 11 0.018 99.878 0.122 �. 122E-02 0.026 9 0.415 99.892 0 .1d8 0. 108E-02 0.027 8 0.013 99. 905 0. 095 0. 946E-d3 0.028 9 0 .015 99 .920 0.080 0.799E-03 0 .029 12 0.020 99.940 O.fl60 0.603E-03 0.030 17 O.Q28 99.967 0. 033 Q.326E-d3 0.031 2 0.003 99 .971 0.029 0.294E-03 0 .032 2 0.003 99.974 0.026 0 .261E-03 0.033 3 0.005 99.979 0.021 0.212E-03 0.034 5 0.008 99_987 0. 013 0.130E-03 0.035 3 0 .005 99.992 0.006 0.815E-04 Flow Frequency Analysis Time Series File:rdout.tsE Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----FLow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.036 2 2/09/Ql 20:00 0.144 7 . 93 1 100. 0� 0.990 0.009 7 1/07/02 4:00 0.036 7.90 2 25.00 0 .960 0.030 4 3/06/03 22:00 0.430 b. 92 3 10. 00 0.900 0.007 8 8/26/04 7:00 0.030 6.91 4 5.00 0.800 0 .009 6 1/OS/OS 5:00 0. 019 5.65 5 3 .00 0.667 0.019 5 I/19/06 0:00 0.049 4.81 6 2.00 0.500 0.030 3 11/24/06 8:00 0.009 4.60 7 1.30 0 .231 0 .144 I 1/09/08 10:00 0.007 3 .37 8 1.10 0.091 Computed Peaks 0.108 7.92 50. 00 0 .980 Duration Compazison Anaylsis Base File: 15432-pre.tsf New File: rdout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- �(y Cutoff Base New %Change Probability Base New %Change• /� ��1� 0 .009 I 0.86E-02 U.45E-02 -47.7 I 0.86E-02 0.009 0. 009 -5 . 1� G v 0.012 ( 0.61E-02 0.42E-02 -30.7 I 0.61E-02 0.012 0.009 -23 .7 0. 014 ( 0.47E-02 0.37E-02 -22 .8 I 0.47E-02 0.014 0.009 -36 .3 0.016 � 0.36E-02 0.30E-02 -15 .5 � 0.36E-02 0.016 0 .014 -12 .9 0.019 I 0.28E-02 0.22E-02 -21.2 I 0.28E-02 0. 019 0.017 -8 .6 � 0.021 � 0 .21E-02 0.18E-02 -12 .6 � 0.21E-02 0.021 0.019 -9 .5 0 .024 � 0.14E-02 0.15E-02 5.7 � Q.14E-02 0. 024 0.024 2 .2 0 .026 I 0.11E-02 0 .11g-02 3 .0 � 0. 11E-02 0.026 0.026 0 .8 0.028 I 0.64E-03 0.78E-03 23 . 1 I 0.64E-03 0.028 0.029 2.3 �� 0. 031 I 0.34E-Q3 0.33E-Q3 -4 .8 � 0.34E-03 0.031 0.030 -1.8 � 0.033 � 0.23E-Q3 0.23E-03 0.0 � U.23E-03 0 .033 0.033 0.0 0.035 � 0. 15E-03 Q.82E-04 -44 .4 � 0. 15E-03 0 .035 0.034 -3 .6 0.038 � 0.98E-04 O.00E+00 -100.0 � 0. 98E-04 0.038 0.035 -7.2 0.040 I 0.16E-04 O.00Et00 -100.0 � a. 16E-04 0.040 0.036 -9 .8 Maximum positive excursion = O.OQ2 cfs ( 5.9%} �'v 1 occurring at 0.026 cfs on the Base Data: 15432-pre.tsf and at 0. 028 cfs on the New Data:rdout.tsf Maximum negative excursion = 0.005 cfs (-37.30) occurring at 0.014 cts on the Base Data: 15432-pre.tsf and at 0.009 cfs on the New Data:rdout . tsf INATER QUALITY CALCUATIONS WETVAULT SIZING 1NORKSH�ET Projec# name: 1111ETHODS OF ANALYSIS (see 6.4.2) Ste� 1)_ Determine volume #actor f: Basic size f= 3 Consult WQ requirements(Section1.2.8) Ste� 2) Determine rainfa(! R far rnean annual storm. Rainfall (R) Q��3� (feet) Required from Figure 6.4.1.A Step 3) CalculaEe runoff from rr�ean annual storm Vr= (0.9A;+0.25A�5+ 0.10A�+0.01 Aoy)X R ' A;= tributary area of impervious surfac Z' 7 Determine now A,y= tribu#ary area of till grass � {s� Determine now Atf= tributary area of till forest 0 (sf) Determine now Ao9= tributary area of outwash grass 0 {s� Defermine now R= rainfalf from mean annual storm Q,(13�J (ft) From Step 2 V�= volume of runoff from mean annual storm g js (cfl Step 4) Calculate wetpool volume V� =fV� f= Vofume factor 3' (unitless) From Step 1 Vr= volume of runoff, mean annual storm (cfl From Step 3 Vb = Volume of the wetpool 2 � , c Step 5) Determine wetpool dimensions a) Determine geometry of first cell Vo[ume in first ceq (cf) Must be 25- 35% Depth h 1st cell (minus sed. stor.) (ft} See Section 6.4.1.2 Determine horizontal xs-area at surface Atop = (sf� If square =fake sqrt Find top dimensions by adjusting for shape geometrics Dimension of 1st cell: width (ft) length (ft) b) Determine geometry af second cell Volume in second cell (cf) Must be 65 - 75% Dep#h h of 2nd cell (ft) See Section 6.4.1.2 Determine xs-area at surface Atop = (sf� Dimension of 2nd cell: width Dimension of 2nd cell: length (ft) If rectangular, short side= 24 ft#o match cel[ 1 Geometry check: overall pond L :W at mid depth = 3 : 1 Cell 1 length (mid-depth) (ft} Cei12 length (mid-depth) (ft} Vault length = cell 1 +2 (�p {ft) Vault width Zp (ft) Lmid :Wmid = 3: ( Step 6) Desic�n rest o#vau It (Section 6.4.2.1) Internal baffle - 1Vof rC�vi�cd In1et & Outlet Access 2 - 5'�r/D' a c c�ss ��cztts Effective area f 20 0 (3.2.2.1) Note 5'X10" access, grating and corner vent holes Other Design De#ails (Sections 6.2.2, 6.2.3, and 6.2.4) Sequence of Facilities Setbacks Sideslopes, fencing, embankment SIZE SUMMARY: Su�face area, change in elevation Vault width 20 {ft) ' Vault length 6p {ft) Surface area f 2 00 (sf) Efevation change needed: ��2 (ft) Karen Harris From: Hass, Chris <CHass@conteches.com> Sent: Friday,August 31, 2012 9:37 AM To: Karen Harris Cc: . Zeman, Mark;Scott, Mike Subject: RE: New Projed in Renton,WA BCE#15432 Attachments: DSOD-Filtration Design.pdf; SFMH48-DTL.dwg Follow Up Flag: Follow up Flag Status: Flagged Hey I<aren, Thank ou e email. Based on your release rate and our mass loading calculations you will need a 48" SFMH with 3 18"cartridges. lease see attached calculations.The calculations are based on 6"of dea storage an a 70mg po utant concentration. I The estimated cost for the unit is$18,060. In addition, I have also attached the CAD file of our standard detail.Should �i you need any additional information, please do not hesitate to contact me. i Regards, Chris R.Hass,E.I.T. Stormwater Designer-Engineering and Customer Solutions Contech Engineered Solutions LLC 11835 NE Glenn Widing Drive � Portland,OR 97211 Office:(503)258-3156 � Fax: (800)561-1271 chass@conteches.com www.ContechES.com From: Karen Harris jmailto:kharrisCa�barghausen.comj Sent:Thursday, August 30, 2012 10:10 AM To: Hass, Chris Subject: FW: New Project in Renton, WA BCE #15432 Chris-Hopefully you can help me while Mark is on vacation. Thanks, Karen From: Karen Harris Sent: Thursday, August 30, 2012 10:08 AM To: Zeman, Mark(MZemanCa�conteches.com) Subject: New Project in Renton, WA BCE #15432 Mark- I have a new QFC fuel station in Renton,WA and we will be doing a storm vault with water quality(wetvault)and detention and then a Stormfilter with CSF per the 2009 King County Storm Manual. The discharges from the vault are attached. 1 The developed site is 0.5 acres impervious and 0.12 acres landscape. The detention design was done using KCRTS. If you could give me a size and cost that would be great. Please let me know if you need any additional information for your design. Thank you, Karen Karcn E.Harris, P.E. Project Engineer Barghausen Consulting Engineers,Inc. 18215 72nd Avemie South Kent,WA 98032 (425)251-6222-Phone (425)251-8782-Kent O�ce Fax http://www.barghausen.com -------------------------------- The information contained in this message may be confidential and/or proprietary,and Iega�ly protected from discfosure.If the reader of this message is not the intended recipient,or an employee or agent responsible for delivering this message to the intended recipient,you are hereby notified that any retenlion, dissemination,distribution or copying of this communication is strictly prohibited.If you have received this communication in error,please notify us immediately by replying to ihe message and permanently deleting it from your computer.Thank you,Contech Engineered Solutions LLC _ 1 2 ��i� D Determining Number of �.►�NTE H Cartridges for Systems ENGINEERED SOLUTIONS Downstream of Detention CONTECH Stormwater Solutions Inc. Engineer: CRH Date 8l3112012 Site Information Project Name QFC Fuel Project State Washington Project Location Renton Drainage Area,Ad 0.62 ac impervious Area,Ai 0.50 ac Pervious Area,Ap 0.12 % Impervious 81% Runoff Coefficient, Rc 0.78 Upstream Detention System Peak release rate from detention, Qrelease peak 0.15 cfs Treatment release rate from detention, Qrelease treat 0.01 cfs Detention pretreatment credit 50% (from removal efficiency calcs) Mass loading calculatlons Mean Annual Rainfall, P 36 in Agency required % removal 80°/a Percent Runoff Capture 90% Mean Annual Runoff,V� 57,106 ft' Event Mean Concentration of Pollutant, EMC 70 mg/l Annual Mass Load, M�� 249.40 Ibs Filter System Filtration brand StormFilter Cartridge height 18 in Specific Flow Rate 1.0 gpm/ft2 Number of cartridges-mass loading Mass removed by pretreatment system, Mpre 124.70 Ibs Mass load to filters after pretreatment, MPe�� 124.70 Ibs Estimate the required filter efficiency, Efi�ef 0.60 Mass to be captured by fitters, Mfi„ef 74.82 Ibs Allowable Cartridge Flow rate,C�,t 7.50 Mass load per cartridge, M�a�(Ibs) 36.00 Ibs Number of Cartridges required, N�� 3 Treatment Capacity 0.05 cfs Determine Critical Sizing Value Number of Cartridges using Qre�a�,�c. N+�,,,, 1 Method to Use: MASS-LOADING SUMMARY Treatment Flow Rate, cfs 0.05 Cartridge Flow Rate,gpm 7.5 Number of Cartrid es 3 1of1 . - i 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN II The conveyance system for this praject is sized to convey the 100-year storm event based on the I', modified rational method with an initial time of concentration of 6.3 minutes. This site is ' approximately 0.62 acres in size (including offsite basin), which is significantly less than the 10- acre requirement for using the modified rational method. For this project, we are using the modified rati�nal method. Backwater calculations are also included to show the 0.5 foot of freeboard being provided. l , l 15432.001.doc CONVEYANCE MAP LAOPOSEO ASPw�1T PAVE4EM 0 PQ`�'HAV�'� � � VNOPOSED CONCAEiE PMIELEM "�_____„ m ` ` � � I � . . v � , • ; �� ` '1 " t EwSiNC COt+CaEtt CURB ��--�-------. -"' ' ' I � � , �-� . '� ! o 1�ZO �� C : � ' NEW CONCREfE CURB y'�p � 4. o io so ,o ;. •�. c ; e k ------� c f� ; ��e .. ,�..-.;:. ; ; �� : : --- -S tA '�`, I �EW CONC.SWALE — HQ EN61N ,._. ..:.�.�..-..,.;... . � �\� . : _-_-.0 • '__' 81 S : ! r . . � . , . p f 77Np AVENUE SOUIH 1 �•\� • j/�j•. """ E%.UIG PoNER - � KENI.WA 980JY •�� ? 'f�":'i j,�j. �-"-'-' ElC 7ELEPHONE � U2 51251-62Z2 � � F' �.� :��. w ',l ` (�25)ISI-E782 flul . ' � �• � - � •'` "' E%5NM STONM PnE SD Cmt 06M[MNq.IANO RAtYs�G. � : i • � �`�,�l �� . SWYO'NC.U(MOMiURN SfANCCS '""' ""'� " " , � ��•� ;� ��i j��-J� �:� � t� -- -------.�_!-•- [xisrr+c suaru�r s�e awe - ss . : / • -/ r- _.• , : cJ :;i'�! _ - n;•f., �,�, _ ''� '--•-'-'••"'."''---- --'--'---- "- '---'--"--�'---'�-"--"'.-�'"" ' . � p � . j i i ' J r ___��, ��z�l�t I �' ' ..�-� E705TNG WAiER lhE .... , .. ---�� h � � Q _ .. F t .:.............J..�.'-�--._a.111:tE1'�._�..r..�...�.�.=r....�: a ru�-. ' :� � Fr= ' --"-'-"�{-' a �� T�cE i� j ...�c+s._:.wa�� ;ca`� ��` � /� �Z: .4. ._:r� 1�1� =d �`F � _ '� � r�i= c * �1L ' '� . vr+0a05Eo SNIrtNtr SEwEq � �� a�'� i -:�� , .-c... � �s „ r g �� i -�� +-tEiN _ _ _ ' _ ' _ ' _ _ _ _ ' ' ' _ _ _ _ L. �_ �. �� _ ' ' - ,�-F�.. .r �� I ��- PROP'OSED SENER 1W6101E • i <_s�;. . t�»csr� - �" '-- n L� 1__ r�.•.�. . -" $ �i`S�� . [• i�.� � i . s � . c L-�. � �� .y. i�, m ��. cF . _��_': ;'___, _ - ^ _ ..I,; i � ;.. .. - � _.,:;_.. ' � � �Z» PROPOSED STORAI DRNW�GE � �a;� ` ��" <-c,: I .._ f`u y. ,�� .--.------ / � _ ��_-�� -��--`- _ . _ �� 'r'nr �s - PROPOSED 1rPE IL CAIpi&lSW � ��r, .8156 Ot - � - e''- - - f6 ]56S.7S SFC.C09.TO 1�COR ',- - �'S� � �a' >_n- �a 'o .- � )Sesm'iot sa.�a'(�cws �sw i i) � :IF-: i -:..� PROPOSED 7rPE 2-�8'GTq+80.5W (�) �<Q��u ' !I6'[IYyy,�t a F.�-:-. I __—� .=c--.. . _...-.�_��.:—_- _—... __�___ _-_ ___ _�. � �, -- •.r:�;: � ' � . -- -- �_ EtuSTWG CRWI1b SPOT 0.EVAM7N .:c�ss _ \ ---I-� � ,-----� -�"4T I - -EET �,� � � i' C`„ F + ' ' ' _ ' ' _ ' ' ' ' ' ' _ _ _ ' _ -�- . G � �L� r� _ . El0$11NG CROUND CONfOUR -.. O$ , � ,,.� 33 .�. �... �' . � '„ ' _ ' g : �r i � .:.._.-\,. i _ . F �.. .� � ' - - - .; � ��+ �. • ..� �-4 �It • PNOVOSED fPOSHEO GRIOE SPOT EtEVATiON � W � Ut �� , — —_ i r ;'�. �� ']i70 �. so�su s ----•- '� -�1!_-.! — �_ � _ _w—Lt � =-ll' �• - _``,.. .. , 1, �...�— J g�� / _ _.. i: .�.,._ ` . I ' v •------- xec'----------- . � _ - - -w- --- - -�--- _ . 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RV .3 . �j,-- �.oi:._t�t., r}---------- , -�- ' ,:e� � 7 d�., r,qcc��:Is+ury 51aa IOOE7� � - (:r�:� � � - � r� :Z'LI F� �<.� '• n r�' �i':e]:. .-- OnqneA Br IIEM F�.�_�:,:� , ;� �y� _ - " o �:.-�_. .,. . . ,p __ - ; \ �_ ae.�er Ra � � • '� .,..._�,;.., tn.�►ea e�. .M � r/ �------- uw.: e.w.iz � IF:G� �_ k�: t YF;�"I I as►ne: g r�rr.H eaw: I uoed: - = 3ga..�I � v �'�GI'I.�= i33`: ' . i_'�i�' S : :`i.:i I c I I �e� 1613 NE�M�� S � � � � � FU0.NC1 FACL1iY o..q ia_ % � of 12 = i.' 15432-kingco.xls BARGHAUSEN CONSULTING ENGINEERS-PIPE FLOW CALCULATOR using the Rational Method&Manning Formula KING COUNTY DESIGN FOR 100 YEAR ST�RM JOB NAME: ng Facility#871 NOTE:ENTER DEFAULTS AND STORM DATA BEFORE BEGINNING JOB#: 15432 DEFAULTS C= 0.9 n= 0.014 REVISED: 6/24/2013 d= 12 Tc= 6.3 A=Contributing Area(Ac) Qd=Design Fiow(cfs) COEFFICIEN7S FOR THE RATIONAL METHOD"Ir"-EQUATION C=Runoff Coefficient Qf=Full Capacity Flow(cFs) STORM Ar Br Tc-Time of Concentration(min) Vd=Velocity at Design Flow(fps) 2YR 1.58 0.58 l=Intensity at Tc(in/hr} Vf=Velocity at Full Flow(fps) 10YR 2.44 0.64 PRECIP= 4 d=Diameter of Pipe(in) s=Slope of pipe(%) 25YR 2.66 0.65 Ar= 2.61 L=Length of Pipe(ft) n=Manning Roughness Coefficient 50YR 2.75 o.65 Br- 0.63 D=Water Depth at Qd(in) Tt=Travel Time at Vd(min) 100YR 2.61 O.fi3 FROM TO A s L d Tc n C SUM A A'C SUM A'C I Qd Qf Qd1Qf D/d D Vf Vd Tt CB 1 VAULT 0.14 2.00 26 12 6.3 0.014 0.9 0.14 0.13 0.13 3.27 0.41 4.68 0.088 0.198 2.37 5.96 3.58 0.12 CANOPY VAULT 0.01 2.00 31 4 6.3 0.014 0.9 0.01 0.01 0.01 3.27 0.03 0.25 0.118 0.233 0.93 2.87 1.90 027 RAIN GAFtpEN VAULT 0.10 2.00 26 12 6.3 0.014 0.9 0.1 0.09 0.09 3.27 0.29 4,68 0.063 0.171 2.05 5.96 3.29 0.13 TRENCH DRAIN VAULT 0.37 2.00 15 8 6.3 0.014 0.9 0.37 0.33 0.33 3.27 1.09 1.59 0.687 0.608 4.87 4.55 4.89 0.05 Page 1 BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS Tailwater Elevation:396.5 feet Discharge Range:0.21 to 0.41 Step of 0.01 [cfs� Overflow Elevation:398.25 feet Weir:NONE Channel Width:3. feet GB� 1 -� vo�.��- CULV 1V0. 1: 26 LF - 12"CP @ 2.15� OUTLET: 394 .69 INLET: 395.25 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.21 1.26 396 .51 * 0.012 0.19 0.14 1.81 1.81 1.26 1.26 0.24 0.22 1.25 396.50 * 0.012 0 .20 0.14 1.81 1.81 1.25 1.25 0.25 0.23 1.25 396.50 * 0.012 0.20 0.14 1.B1 1.81 1.25 1.25 0.26 0.24 1.25 396.50 * 0.012 0.21 0.15 1.81 1.81 1.25 1.25 0.26 0.25 1.25 396.50 * 0.012 0.21 0.15 1.81 1.81 1.25 1.25 0.27 0.26 1.25 396.50 * 0.012 0.21 0.15 1.81 1.81 1.25 1.25 0.27 0.27 1 .25 396 .50 * 0.012 0.22 0.15 1.81 1.81 1.25 1.25 0.28 0.28 1.25 396.50 * 0.012 0.22 0.16 1.81 1.81 1.25 1.25 0.28 0.29 1.25 396.50 * 0.012 0.23 0.16 1.81 1.81 1.25 1.25 0.29 0.30 1.25 396.50 * 0.012 0.23 0.16 1.81 1.81 1.25 1.25 0.30 0.31 1 .26 396.51 * 0.012 0.23 0.16 1.81 1.81 1.25 1.26 0.30 0.32 1.26 396.51 * 0.012 0.24 0.17 1.81 1.81 1.25 1.26 0.31 0.33 1.26 396.51 * 0.012 0.24 0.17 1.81 1.81 1.25 1.26 0.31 0.34 1.26 396.51 * 0.012 0.25 0.17 1.81 1.81 1.25 1.26 0.32 0.35 1.26 396.51 * 0.012 0.25 0.17 1.81 1.81 1.25 1.26 0.32 0.36 1.26 396.51 * 0.012 0.25 0.18 1.81 1.81 1.25 1.26 0.33 0.37 1.26 396.51 * 0.012 0.26 0.18 1.81 1.81 1.25 1.26 0.33 0.38 1.26 396.51 * 0.012 0.26 0.18 1.81 1.81 1.25 1.26 0.34 0.39 1.26 396.51 * 0.012 0.26 0.18 1.81 1.81 1.25 1.26 0.34 0.40 1.26 396.51 * 0.012 0.27 0.18 1.81 1.81 1.25 1.26 0.35 0.41 1.26 396.51 * 0.012 0.27 0.19 1.81 1.81 1.25 1.26 0.35 0.41 1.26 396.51 * 0.012 0.27 0.19 1.81 1.81 1.25 1.26 0.35 BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS Tailwater Elevation:396 .5 feet Discharge Range:0.01 to 0.03 Step of 0.01 [cfs] Overflow Elevation:400.8 feet Weir:NONE Channel Width:3 . feet C4�Y�°P� � IfAUw.�l�" CULV NO. 1: 31 LF - 6"CP C� 2.00% OUTLET: 396.00 INLET: 396.62 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI **********************************,r**************,r****�****�t******************* 0.01 0.06 396.68 * 0.012 0.05 0.04 0.5Q 0.50 0.05 ***** 0.06 0.02 0.09 396.71 * 0.012 0.07 0 .06 0.50 0.50 0.07 ***** 0.09 0.03 0 .11 396.73 * 0.012 0.09 0 .07 0.50 0.50 0.09 ***** 0.11 I BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS Tailwater Elevation:396.5 feet Discharge Range:0.09 to 0.29 Step of 0.01 [cfs) Overflow Elevation:399.4 feet Weir:NONE Channel Width:3. feet �4•i�1 6'Q.rd-�in 7 (/a•v t f CULV NO. 1: 26 LF - 12"CP C� 2.00% OUTLET: 394.88 INLET: 395.40 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.09 l.11 396.51 * 0.012 0.13 0.09 1.62 1.62 1.11 1.11 0.16 0.10 1.10 396.50 * 0.012 0.13 0.10 1.62 1.62 1.10 1.10 0.16 0.11 1.10 396.50 * 0.012 0.14 0.10 1.62 1.62 1.10 1.10 0.17 0.12 1.10 396.50 * a.012 0.15 0.11 1.62 1.62 1.10 1.10 0.18 0.13 1.10 396.50 * 0.012 0.15 0.11 1.62 1.62 1.10 1.10 0.19 0.14 1.10 396.50 * 0.012 Q.16 0.12 1.62 1.62 1.10 1.10 0.20 0.15 1.10 396.50 * 0.012 0 .16 0.12 1.62 1.62 1. 10 1.10 0.20 0.16 1.10 396.50 * 0.012 0.17 0.12 1.62 1.62 1.10 1.10 0.21 0 .17 1.10 396.50 * 0.012 0.17 0.13 1.62 1.62 1.10 1.10 0.22 0.18 1.10 396.50 * 0.012 0.18 0.13 1.62 1.62 1.10 1.10 0.22 ' 0.19 1.10 396.50 * 0.012 0.18 0.13 1.62 1.62 1.10 1.10 0.23 0.20 1.10 396.50 * 0.012 0.19 0.14 1.62 1.62 1.10 1.10 0.24 0.21 1.10 396.50 * 0.012 0.19 0.14 1.62 1.62 1.10 1.10 0.24 0.22 1.10 396.50 * 0.012 0.20 0.14 1.62 1.62 1.10 1.10 0.25 0.23 1.10 396.50 * 0.012 0.20 0.14 1.62 1.62 1.10 1.10 0.26 0.24 1.10 396.50 * 0.012 0.21 0.15 1.62 1.62 1.10 1.10 0.26 0.25 1.10 396.50 * 0.012 0.21 0.15 1.62 1.62 1.10 1.10 0.27 0.26 1.10 396.50 * 0.012 0.21 0.15 1.62 1.62 1.10 1.10 0.27 0.27 1 .10 396.50 * 0.012 0.22 0.16 1.62 1.62 1.10 1.10 0.28 0.28 1 .10 396.50 * 0.012 0.22 0.16 1.62 1.62 1.10 1.10 0.29 0 .29 1.10 396.50 * 0.012 0.23 0.16 1.62 1.62 1.10 1.10 0.29 ` ; --, __4 � BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS Tailwater Elevation:396.5 feet Discharge Range:0.09 to 1.09 Step of 0.05 [cfs] Overflow Elevation:398.2 feet Weir:NONE Channel Width:3 . feet 1`v e.nch O�a.:� 7 1lav( !- CULV NO. 1: 15 LF - 8"CP Q 2.00% OUTLET: 395.20 INLET: 395.50 INTYP: 5 4�CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.09 1.01 396.51 * 0.012 0. 14 0.11 1.30 1.30 1.01 1.01 0.18 0.14 1_Ol 396.51 * 0.012 0.18 0.13 1.30 1.30 1.00 1.01 0.23 0.19 1 .01 396.51 * 0.012 0.21 0.15 1.30 1.30 1.00 1.01 0.27 0 .24 1.02 396 .52 * 0.012 0.23 0.17 1.30 1.30 1.01 1.02 0.31 0 .29 1.02 396.52 * 0.012 0.25 0.18 1.30 1.30 1.01 1.02 0.34 0.34 1.03 396.53 * 0.012 0.28 0.20 1.30 1.30 1.01 1.03 0.38 0.39 1.04 396.54 * 0.012 0.30 0.21 1.30 1.30 1.01 1.04 0.41 0.44 1.05 396.55 * 0.012 0.31 0.23 1.30 1.30 1.02 1.05 0.44 0.49 1.07 396.57 * 0.012 0.33 0.24 1.30 1.30 1.02 1.07 0.47 0.54 1.08 396.58 * 0.012 0.35 0.25 1.30 1.30 1.03 1.08 0.50 0 .59 1.10 396.60 * 0.012 0.37 0.26 1.30 1.30 1.03 1.10 0.53 0 .64 1.11 396 .61 * 0.012 0.38 0.28 1.30 1.30 1.04 1.11 0.56 0.69 1 .13 396.63 * 0.012 0.40 0.29 1.30 1.30 1.04 1.13 0.59 0.74 1.15 396.65 * 0.012 0.41 0.3a 1.30 1.30 1.05 1.15 0.61 a.79 1.17 396.67 * 0.012 0.43 0.31 1.30 1.30 1.05 1.17 0.64 0.84 1.20 396.70 * 0.012 0.44 0.32 1.30 1.30 1.06 1.20 0.67 0.89 1.22 396 .72 * 0.012 0.45 0.33 1.30 1.30 1.07 1.22 0.70 0.94 1.25 396.75 * 0.012 0.46 0.34 1.30 1.30 1.08 1.25 0.73 0.99 1.27 396.77 * 0.012 0.48 0.35 1.30 1.34 1.09 1.27 0.76 1.04 1.30 396.80 * 0.012 0.49 0.36 1.30 1.30 1.09 1.30 0.79 1 .09 1 .33 396.83 * 0 .012 0.50 0.37 1.30 1.3� 1.10 1.33 0. 82 6.0 SPECIAL REPORTS AND STUDIES A geotechnical engineering report has been prepared for this site by The Riley Group dated August 22, 2012. The report is enclosed. 15432.001.doc The Rilev Groirp, Inc. GEOTECHNICAL ENGINEERING REPORT PREPARED BY: THE RILEY GROUP,INC. 17522 BOTHELL WAY NORTHEAST BOTHELL,WASHINGTON 98011 PREPARED FOR: I KROGER,INC. 3663 1ST AVENUE SOUTH SEATTLE,WASHINGTON 98134 PROJECT NO. 2012-345 GEOTECHNICAL ENGINEERING REPORT QFC 871 FUEL STATION 4615 NORTHEAST 4TH STREET RENTON,WASHINGTON 98059 AucusT 22,2012 SERVING THE PACIFIC NOR7'HWEST Tf�esYer�i Washingfon,Corponrle OJJIce Eas►ern R'ashing�on and Oregon OJy'ice /7521 Bothell Way Northeart 1838 Soulh Washiitglo�e S[r•eet Bodre!!, Washinglon 98011 Kenneirrck, Washingfo�t 99337 Phone 425.4I5.0551�Fax 4Z5.41 S.OJII Phoi�e S09.S86.4840�Fax 549.586.4863 �t9Yw.�'ilel'-f�rouD.conf �_ � Tlie Riley Grorrp,lnc. August 22,2012 Mr. Brian Peterson I�•oger, Inc. 3663 lst Avenue South Seattle, Washington 98134 Su6ject: Gcotechnical Engineering Report QFC 871 Fuel Station 4615 Northeast 4th Sh•eet Renton,Washington 98059 Px•oject No.2012-345 Dear Mr. Peterson: As requested, The Riley Group, Ina (RGI) has performed a Geotechnical Engineerin� Report (GER) for the QFC 871 Fuel Station located at 4615 Northeast 4fli Street in Renton, Washington. RGI understands that Kroger, Inc. is �l�ruiing to construct a fuel station at the site. Our seivices were outlined in our proposal dated December 21, 2011 and authorized on July 27, 2012. This GER presents our geoteclutical findings and recommendations for the proposed project. These recommendations should be incorporated into project design and construction. RGI also recommends that a representative of our frm be present on site during poi�tions of the project construction to confiin� that the soil and groundwater conditions are consistent with those that form the basis for the engineering ' recommendations in this GER. If you Ilave any questions or require additional information, please call us at (425) 415- 0551. - ,.t Respectfully submitted, �U�1 C7/ �,, �'HE�ZILGY GROUP,�NC. �� 4 W��'9 +. a.� px'� �: y W' "� ' `. � 35013 � � '�* �� . �--� �, � .�� r; ~ � ZZ 20 ! 12 Eric L. Woods LG Ricl R. Wan PhD PC / , �Y �, , Project Geologist Principal Engineer EW/RW/sp S6N17NG'1'ilE PACICICNORTfi�\'FST IVester�i IVasbinglon,Carporn[e OJJ'Ice Enstern Il'ns111ngral a�td Oregol�Ojjce 17522 Bofhel!Jf'ny A'orlheasl,Str11e A 1838 Sar1l�)l�ashrnglon Shee! Tio(hell, i!'ashinglon 980)T Kenneu�ick, IPashinglou 99337 Plioire�25.415.055!�Fa.r 425.4/5.0311 PJrare 509.586.4840�Fa�509.586.4863 i ririr.rile�•-grorrp.corn Geotechuical F.ngineerixg Report Pnge ii Augrrst 22,2012 ', QFC 871 Fue!Sta(roit,Renton, Washingtos: RGI Project No. 101Z-345 '' TABLE OF CONTENTS ' , 1.0 PROJECT D�SCRIPTION.............................................................................................................. 1 ! 2.0 SCOPE OF V6'ORK........................................................................................................................... 1 3.0 SITE CONDITTONS..........................................................................................................................2 3.1 SuitF'ACF...............................................................................................................................................2 � 3.2 S�tLs.....................................................................................................................................................2 ' 3.3 GROUNDWATER.......................................•••......................,...................................._....................-••........2 3_4 SEis�r[cCoNsi�E�Trorts....................................................................................................................Z 4.0 DISCUSSION AND RECOMMENDATIONS................................................................................3 4.1 GENETtAL...............................................................................................................................................3 4.2 SITE PREPARATION AA'D GRADING........................................................................................................4 4.3 S7'RUCZ'1JRAL FILL.................................................................................................................................4 4.4 EXCAVATIONS AND SHOR[NG................................................................................................................S 4.5 UNDERCROUND STORAGE TANKS(USTS�.............................................................................................5 4.6 Fou�voAT�oNs.......................................................................................................................................6 4.7 KtOSK SLAA-0N-GRADF............................................................................................ ..................,...6 ...... 4.8 DRAINAG�.............................................................................................................................................6 4.9 t3T�Lrrr�s...............................................................................................................................................7 4.10 PAVEMEN'CS...........................................................................................................................................7 5.0 ADDITIONAL S�RVICES............................................................................................................... 8 6.0 LIMITATiO1V5..................................................................................................................................8 FIGURES AND APPENDICES Figure1................................................................................................................... Srte Vicinity Map Figure 2............................................................................................. Geotech�zical Exploration Plan Appe�tdix A........................................................................Field Exploration and Laboratory T�sting THE RILEY GROUP,INC. Geotechrrical Engineeri�rg Repor•t Page 1 Acry,yrsl Z2, ?01? QFC 871 Ftre!Station,Renton, 6t-asltirrgtori RGI Projec!No. 2072-341 LO PROJECT DESCRTPTIOl\T The Riley Group, Inc. (RGI} has perfor�ned a Geotechnical Engineering Report {GER) for the praposed QFC 871 Fuel Station located at 4615 Northeast 4th Street in Renton, Washington. The approximate location of the site is shown on Figure l. The site is currently vacant. The proposed project consists af a ftieling facility including two underground storage tanks (iJST). Our understanding of the project is based on the Detailed Site Plan {DD2) prepared by Barghausen Consulting Engineers, Inc. clated Jut�e 25, 2012. At the time of preparing this GER, detailed desig�n plans were not available far olir review. Based on our experience with similar projects, RGI expects that the proposed kiosk will be a one-stoiy, Iight-weight structure supported an perimeter walls and spread-footing foundation. Steel columns at each puinp island will support the pump island canopy. The maximum load for the canopy is expected to be 50 kips per column. RGI expects that excavations up to 20 feet in depth will be needed for the UST instatlatian. The recommendatious in the following sections of this GER are based upon our undex-standing of the above design features. If actual features vary or changes are made, RGI shouid review them iu order to modify our recomn�endations as reyuired. In addition, RGi requests to review final design drawings and specifications to verify that our project understanding is correct and that our recommenda#ions have been properly interpreted and incorparated into project design and construction. 2.O SCOPE OF WORK On August 9, 2012, RGI driiled two test harings to a �naximum depth of 26 feet below ground surface (bgs}. The borings were driiled with a rubber-track, hallow stem auger drill rig within the proposed fuelir�g facility and UST area. The approximate boring locations are shown on Figure 2. Using the infarmation obtained fi•om our subsurface exploration, RGI developed geatechnical recommendations for project design and construction for the fallowing: ➢ Soil and graundwater conditions ➢ Underground storage tanks ➢ Seismic ct�nsiderations ➢ Foundations ➢ Site preparation and grading ➢ Slab-on-grade ➢ Excava�ions ➢ Utilities and pavements Field screening of the soils was completed as part of the explorations on site. 'The result of the field screening and testing of the groundwater is provided under separate cover. THE RILEY GROUP,INC. Geotechnicaf Eugineering Report Page 2 Augzesl 22,2011 QFC 871 Ferel Stution,Reirton, Washiirgton RGI Project No. 2011-345 3.0 SITE C�NDITIONS 3.1 SURFACE The site is a rectangular-shaped praperty located at the southwest corner of Northeast 4th Street and Duvall Avenue. The site is bound to the north by Northeast 4th Street, to the east by Duvall Avenue, to the south and west by commercial properties. The site is currently vacant. Tlie site is reiatively flat with overall elevation difference less than 5 feet. 3.2 SOILS The soil encountered during the field exploration was consistent in the tvvo locations explored. The site is underlain by over 25 feet of very dense glacial till whicl� consists of silty sand with gravel. Our review of the Geologic Map of Surftcial Deposits i�i the Seattle 30' by 60' Quadrangle, Washi�zgton (James C. Yount, etc. 1993) indicates that the native soil in the area was mapped as Vashon till (Map unit Qvt). Glacial till is described as a light to dark gray, nonsorted, nonstratified mixture of clay, silt, sand, and gravel to boulder size. The native soits encountered at the site are generally consistent with the above description. More detailed deseriptions of the subsurface conditions encountered are presented on the boring logs in Appendix A. Grain-size analyses were performed on selected samples and the results are located in Appendix A. During the geatechnical investigation, RGI project geoiogist field screened the soil samples using a photoionization detector (PID}. Field screening with a PID was accomplished by placing a small amount of soil in a plastic bag and sealing the hag, allowing any vapois to collect. The metal tip of the PID was used to pierce the bag and a reading was taken after the values had stabilized. No visual indicatians of contamination or readings with the PID were observed. 3.3 GROUNDWATER A groundwater table was not encountered during the field exploration. Light groundwater seepage was encountered at Boring B-1 at a depth of 6 feet. The seepage appears to be indicative of seasanal groundwater collecting within clean sand interbeds. Flttctuations in groundwater level should be expected on a seasonal and annual basis. The level will be highest during the extended periods of heavy seepage in the wet winter months. Groundwater seepage may be encountered in excavations area if the consfizction occurs in die wet season. It will not likely affect the construction activities. 3.4 sEISMIC CONSIDERATIONS Based on the 2009 International Buitding Code {IBC), RGI recommends the following seismic parameters for design: THE RiLEY GROUP,INC. Geotechnicu!Errgi�ieering Report Page 3 Augtisf Z2, 2U1? QFC 87J Fuel Statiorr,Reirton, N�ashr11g1on RGI Project�o. 2(712-345 Table 1 2009 IBC Parameter Value Site Soil Site Latitude � � 47.488203 Site Longit�de J�---y�---v �N V��».�~--�--^-T i22.156704----------- ------._._�__----- — --------- ----_._.----._.._.._....___.____._._.__-----._.._. Short Period Spectral Response Acceleration, (percent g} ; 139 – ---------.______.___--------------- � ---------�-- -- - 1-Second Period Spectral Response Acceleration, (percent g) 47.3 Seismic Coefficient, 1.000 --____._�_�_----- ------------ ------------------___.__.________..._____._..-----___._..--.____..__.__ Seismic Coefficient, , 1.327 l.IVote:in genera!accordance with the 2609 IBC,Table 1613.5.2.lBC Site Ciass is based on the average characterisfics of the uppei- l00 feet of the subsurface profile. 2_Note:The 2609 ISC requires a site soil pmfile deiennination eactending to a depdi of 100 feet for seismic site ctassificatiou.The cuaeni scope of our services does not include the required 160-foot soil profiEe determination.Borings extended to a ma�cimum depth of 26 feet, and this seis�nic site class definition cunsiders that similar soi!conUnues below the maximutn depth of the subsurface exploration. Additional exploration to deeper depths n�ould be required to confinn the condirions below the current depth of eacploration. Liquefactian is a pl�enamex�on where there is a reduction or complete loss of soil strength due to an increase in water pressure induced by vibrations from a seismic event. Liquefaction mainly affects geologically recent deposits of fine-grained sands that are below the groundwatec table. Soils of this nature derive their strength from intergranular fi-iction. The generated water pressure or pore pressure essentially separates the sail grains ' and eliminates this intergranular friction, thus reducing or etiminating the soil's strength. RGI reviewed the soi{ conditions encountered during field explo�ation and assessed the poten�ial for liquefaction of the site's soil during an earthquake. The native soil is very dense glacial and is generally considered �lot subject to soil liquefaction during an earthquake. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 GENERAL Based on our explorations, tl�e site is suitable for the proposed project fi•om a geotechnical standpoint. The native soil is suitable for supporting of the proposed foundations and tanks. The canopy for the praposed fueling facility can be supported on column footing foundatians bearing on stiff native soil. The propased kiosk can be supparted on spread faoting foundation bearing on native soil. Pavernent can be similarly supported on native soil. Detailed i•ecommendations regarding the above issues and other geotechnical design considerations are provided in the following sections. These recommendations should be incarporated ii�ta the fnal design drawings and construction specifications. THE RILEY GROUP,INC. Geotechirical F.�tgi�reef•ing Re�ort Page 4 Au�C�st 22,2011 QFC 8%1 I�uel Stutiat,Rerttott, l�ashington RGI Project No. 2(J12-345 4.2 SITE PREPARATION AND GRADL'�iG The site shauld be prepared far canstruction by removi�ig the asphalt surfaciug. Utilities to be abandoned should be removed and replaced with structural fill. Proofrolling and subgrade verification should be cansidered an essentiai step in site preparation. After stripping and prior to placement of structu�-al fill, RGF recommends proafrolling subgrades of the canopy area, pavement area, and areas to receive structural fill. These areas should he compacted to a firm and unyielding condition in order to achieve a minimum compaction level of 95 percent of the modified proctor maximum dry density as detennined by the American Society of Testing and Materials D1557-09 Standard Test Methods for Laboratory Compactian Characteristics of Soil Using Modified Effort(ASTM D 1557). Proofrolling and adequate subgrade compaction car� Qn1y be achieved when the soils are within appraximately t 2 percent moisture content of the optimum moisture content. Soils that appear firm after stripping and grubbing may be praofrolled with a heavy compactor, loaded double-axle dump truck, or other heavy equipnnent under the observation of an RGI representative. This observer will assess the subgrade conditions priar to filling, The need for or ad�isability of proofralling due to soil inoisture conditions should be determined at the time of consti-�ction. In wet areas it may be necessary to hand probe the exposed subg�•ades in lieu of proofrolling with meclianical eyuipment. Subgrade soils that become disturbed due to elevated moisture conditions should be overexcavated to reveal firm, non-yielding, nan-flrganic soils and backf'illed with compacted structural fill. In order to maximize utilization of site so�ls as structural fili, RGI recommends that the earthwork portion of this project be completed during extended periods of warm and dzy weather, if passible. If earthwork is completed during the wet season {typically Novernber through May) it will be necessary to take extra precautionary measures to protect subgrade soils. Wet season earthwork will require additional mitigative measures beyond that would be expected during the drier summer and fall months. 4.3 STRUCTURAL FILL The nati�e soil is moisture sensitive and may not be suitahle to be used as structural fill if the conshuction occurs in the wet season. If the site soils become wet or the construction takes place in wet weather, RGI recommends irrtport material that meets the following grading requirements for site grading and backfill. Tahfe 2 Structural Fill Gradafion U.S.Sieve Size ' Percent;Passing 3 inches 100 No.4 sieve 75 percent No. 200 sieve j 5 percent * "Hased on minus 3/4 inch fraction. THE RILEY GROUP, INC. Geotecl�nica!Errgrrree►•ilrg Repoi•t Page 5 Rirgerst 22, 2012 I QFC 871 Fuel Stutro�r,Rerrlon, �3'ashi�rgton RGI Project Rro. 1011-345 '� Prior to use, an RGI representative should observe and test alI materials imported to the site for use as structural fill. Structural fill materials shouid be placed in uniform loose layers not exceeding 10 inches and compacted as specified in Table 3. The soil's maximum density and optimum moisture should be detennined by ASTM D1557. Table 3 Structural Fitl Campaction ASTM D1557 1�'Iinimum MQ�stare Content Lacation Material�ype Compaction Percentage Range Foundations Approved impoi�ted fill soils: i 95 +2 -2 __ _ _ __ _ _ _ __ _ Slab-on-grade Approved iniported fill soils: 95 +2 -2 General Fill {non- : Approved imported fili soils: ! 90 +3 -2 stnictural areas) Pavement—Subgrade Approved imparted fill soils: ': 95 -+-2 -2 and Base Course Flacement and compaction of structural f 11 sl�ould be obsezved hy RGI. A representative number af in-place density tests should be performed as the fill is being placed to conftrm that the recommended level of compaction is achieved. 4.4 EXCAVATIONS AND SHORING Site excavations for ilSTs, pump island dispei�sers, and utility and piping trenches must be compieted in accordance with the applicable Occupational Safety and Health Administration (OSHA) and American Petroleum Institute {APn or other requirements. Based on QSHA regulatians,the native soii classifies as a Group A soil. In all cases, however, appropriate incIinations will depend on the actual soil and g�-oundwater conditians encountered during earthwork. Ultimately, the site contractor must be responsible for maintaining safe excavation slopes that comply with applicable OSHA or Washington Industrial Safety and Health Act{WISHA) guidelines. Accordirigly, for excavations more than 4 feet but less than 20 feet in depth, the temporary side slopes should be laid back with a n�inimum slope incl�nation of 3/4I�:l V (Horizontal: Vertical). Following excavation, all exposed slopes must be covered witb reinforced plastic sheeting that is securely anchored to the slope face. This sheeting will contain loose soil canditions �hat may develop on the slope face and ravel off, �herefoi�e, preventing erosion of the slope face during periods of precipitatian. � '�___ 4.5 UNDERGROUI�'D STORAGE TANKS {USTS� RGI understands that two USTs will be installed to the south of the ca.nopy and near the � existing restaurant dumpster area. The instalIation of the USTs will requi�•e an excavation of up to 20 feet bgs. The USTs can be installed in a single excavation. The depth to the top , of the USTs is typically 3 feet below finished grade with at ieast 2 feet of appropriate backfill material. The backfill can he either pea gravel or other material per API specifications for setting the tanks. ' THE RILEY GROUP,INC. Geotechraical Es►grireering Report Page 6 A�rgrrst 21, 2Q1? QFC 871 F►�el Stution,Re�rton, id'ashi�rglot� RGI Project No.2012-345 Seepage should be expected in the excavation, however, if the excavation is completed in the drier summe�• ;nonths, this seepage should be controllable with sumps set in the excavation. The installation will require tank hold down slabs or anchors to acco�nmodate possible buoyant fQrces. The UST systein installation and design must be in accordanee with APi regulations. 4.6 Ti OUNDATIONS Following the site grading and UST installatian, the proposed canopy can be supported on column foundatians bearing on dense native soil. The proposed kiosk can be supported an continuous footing bearing on native soil. RGI recommends designing foundations for a net allowable bearing capacity of 2,SQ0 pounds per square foot {ps�. For short-term loads, such as wind and seismic, a 113 increase in this allowable capaciry can be used. For designir�g foundations to resist laterai loads, a base friction coefficient of 0.30 can be used. Passive earth pressures acting on the side of the footing can also be considered for resisting lateral laads. RGI recommends calculating this lateral resistance using an equivalent fluid weight af 250 pounds per cubic foot (pc�}. This vaIue assumes the foundation will be coi�smzcted neat against competent sfiructu�•al fiil as described in Section 4.2. The recommended friction and passive resistance values include a safety factor of 1.5. Wit11 fou��dations designed in accordance with the recammendations in this section, �naximum total and differential post-constn�ction settlements of 1 inch and 1/2 inch in 50 feet, respectively, should be expected. 4.7 I{IOSK SLAB-ON-GRADE RGI recommends that slab-on-grade be supported on firm native soil subgrade. Immediately below the floor slab, RGI recommends placing a 4-inch-thick capillary break layer of clean, free-draining pea gravel, washed rock, o�� crushed rock that has less than 5 percent passing the U.S. No. 200 sieve. This material will reduce the potential for upward capiliary move�nent of water through the underlying soil and subsequent wetting of the floor slab. Where maisture by vapor transmission is undesirable, an S- to 10-milli�neter- thick plastic membrane should be placed on a 4-inch-thick layer of capillary break. 4.8 DRAINAGE ' Final exterior grades should promote free and positive drainage away from building. Water nnust not pond or collect adjacent to the kiosk or within the immediate canopy area. RGI recomFnends providing a minimum drainage gradient of 3 percent for a minimum distance of 10 feet from the canopy perimeter, except in paved lacations. Tn paved locations, a minimum gradient of 1 percent should be provided unless provisions are included for collection and disposal of surface water adjacent to the structure. RGI understands that an in�ltration system is heing considered for the on-site disposal of storm water run-off in tl�e parking area. The native soil is noi suitable for infiltration. In our opinion,an on-site infiltration system below the ground surface is not feasible. THE RILEY GROUP, INC. Ceotecltnicn!Eslgir�eerirrg Report Page 7 Au��st 22,20l2 QFC 871 Fue!Statror�,Renton, [3�ashinglor� RGI Pr�jecl Na.101Z-345 4,9 U'r�iTiEs Utility pipes should be bedded and backflled ii� aecardance with American Public Works Association (APWA) specifcations. For site utilities located within the City of Renton right-of-ways, bedding and backfill should be completed in accordance with City af Renton specifications. The trench backfill should be pfaced and compacted as structural fill, as described in Section 4.2. Where utilities occur below unimproved areas, tl�e degree of compaction can be reduced to a minimum af 90 percent of the soil's maacimum density as determined by the referenced ASTM standard. As noted, excavated native soil is maisture sensitive and may not be suitable for being used as backfill. Imported structural f 11 should be used for all hacicfills if the consh�zction occurs in wet season. The backfill material should satisfy the sn-uctural fill requirements listed in Section 4.3. Product and vent piping trenclies should be sloped, bedded, and backfilled in accordance with the API specifications. 4.10 PAVEMENTS Pavement section may match the existing paveinent section on the site. For new pavement, the subgrade should be prepared as described in Section 42 of this GER and as discussed , below. Regardless of the relative compaction achieved, the subgrade must be firni and reiatively unyieIding before paving. 'This conditian should be verified by proofrolling with construction equ�pment or hand probe by an RGI representative. - With the pavement subgrade prepared as desci-ibed above, RGI recommends that the area be paved with flexible pavement surface. The following pavement sections are recommended: ➢ For heavy truck traffic areas: 4 inches of asphalt concrete (AC) over 8 inches of ' crushed rock base (CRB) ' - ➢ For general parking areas: 3 inches of AC over 6 ittches of CRB The asphalt-paving materials «sed should conform to the Washington State Department of ', Transportation {WSDOT) specifications for Hot-Mix Asphalt 1/2-inch Class and CRB I surfacing. Long-term pavement perforn�ance will depend on surface drainage. A poorly-drained pavement sectian will be subject to premature failure as a result of surface water infiltrating inta the subgrade soils and reducing their supporting capability. For optimum pavement perfonnance, surface drainage gradients of no less than 2 percent are recommended. Also, some degree of longitudinal and transverse cracicing of the pavement surface should be expected over time. Regular maintenance should be planned to seal cracks when they occur. THE RiLEY GROUP, INC. Geolechriicrtl F.irgiireerirrg Report Page 8 Augrrst 11,Z01? QFC 871 Ftrel Stution,Rer�ton, f3°as/rr�rgloit RGI Prqject No. 101 Z-345 5.0 ADDITI�NAL SERVICES RGI is available to provide further geotechnical consuitation as the project design develaps. RGI should review #he final design and specifications i�� order to verify that earthwork and foundation recommendations have been properly interpreted and incorporated into project design and construction. RGI is also available to provide geotechnical engineering and monitoring services during construction. The integrity of the earthwork and construction depends on proper site preparation and procedures. In addition, engineering decisions may have ta be made in the fieid in the event that variations in subsurface conditions become apparent. Construction monitoring setvices are not part of this scope of work. If these services are desired, please let us know and RGI will prepare a cost praposal. 6.0 LIMITATIONS This GER is the property of RGI, Kroger, Inc., and their designated agents and was prepa�•ed in accordance with generally accepted geotechnical engineering practices. This ' GER is intended for specific application to the QFC 871 Fuel Station in Renton, Washington. This GER was prepared for the exclusive use of Kroger, Inc. and its authorized representatives. It should be made available to prospective cant�•actors for information or factual data only and not as a warranty of graund conditions. No othet• v��arranty, expressed or implied, is made. The scope of services for this project does not inch�de either specifically or by implication any biological (for example, mold, fungi, bacteria} assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. Fietd screening of the soils and sampling of the groundwater was completed as part of the explorations on site. The resutt of the field screening and testing of the groundwater is provided under separate cover. The analyses and recommendations presented i�i this GER are based upon data obtained from the test borings driiled on site. Variations in soil conditions can occur, the nature and extent of which may not become evident until construction. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outtined in this GER are planned, the conciusions and recotnmendations contained in this GER shall nat be considered valid unless RGI is requested to reevaluate the recommendations in this GER prior to proceeding with construction. It is the ciient's responsibility to see that all parties to the project, including the designers, contractors, subcontractors, are made aware of this GER in its entii-ety. The use of information contained in this GER foi� bidding purposes should be done at the cantractor's option and rislc. THE RILEY GROUP, INC. : F ��- ��:,< _ � ; .;. � . •-t�_��_.<;��, _ ■ � e< 1 • ��p �z °��t r ,'' �k .i `.,;�N � � !�E • i 1 ■ • ■� 1 � � � y Z ry ,. . .;v. . - - - ! ! ■ y ■ ■ ' • 1--' ■ � � f �7 � .' F 1.i. T~ _.J. +' I� � ' �� • � �:� .►�..:� �-•... ...,. S ■ � • � �� i L_ , • . �) . t ,--',� -` ' � ` `.�. t ■ w � �� '}:•_� �i , � ....� - - � .:� .� � '>:.� ' -,q '� ��'`' � . .. �ISrR �i-�, r5•�� ;��{hY�ye �'•�-�' / . . � e5.�.- . , `. F .:yY� ..z. . . , • � y {1� 1 �Q� P11t /' -. h~ ...�.` r`` ' rr• • J �, .4 r'k•r �� ' r l ti' � S. " l �� r x'+ Q ty=` • `..� �DI� �� 1 . V� �5 .t�;:,- K`:i.'�i I �'� �"�� '{ i 5 � � ...�_ r r�� .?;.-:" ��' �,. i:J? � � ' ■ �� •'�•- � '�*! �• �•,. 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QFC 871 Fuel Station Figw•e 1 RG[Projcct Numtxr Date Drawn: 17522 Buthcll Way Northcast,Suitc A Site Vicinity Map Bothell,Washington 9801 I 2012-345 08/2012 Phone:425.4t5.0551 ♦Fax:425.415.0311 Address:4615 Northeast 4th Street,Renton,Washington 98059 N.E. 4TH STREET ' — — �� . �� .� �. EX. TRAFFlC 51GWA1 . . . .. - ... . . POLE TO BE RELOCATEO .,� .�. � . •.... . . . � � �.=�!��:�.� �.,•,��,+-..� ,.� ' `� PLAZA AREA '�►.: EX. PROPERfY LIWE PROPDSED PROPERTY UNE °D 1 N ' �� / � , oA-� ' �ti ' �� B� / � , z � � '� � � � a i 'Q � � � /A,� B-2 J /�� J �:J 43, �F� ' � a !'� � � � a � � 1 . � �s. � � � � � TRASH ETJCLOSURE � � ��, � � �� — � � Approximate Scale: I"=30' � � B-1 to B-2 Test Borings up to 25'bgs Drawn from Barghausen Consulting�ngineers,Inc.,DD-2 Detailed Site Plan,06/25/12 0 I S 30 60 N QFC 871 Fuel Station Figure 2 ' The Riley Group, Inc. RGI Projcct Numbcr Date Drawn: 17522 Bothcll Way Northcast,Suitc A Geotechnical Exploration Plan Bothcll,Washington 9801 I 2012-345 08/2012 Phone:425.415.0551 ♦Fax:425.415.0311 Address:4615 Northeast 4th Street,Renton, Washington 98459 Geotechrlical F.�rgi�ieeri�ig Repori Ate��st 11, 2012 QFC 871 Fe�el Stution,Renton, Washi�rglor� RGI Project No.201 Z-345 APPENDIX A FIELD EXPLORATI�N AND LABORATURY TE5TING QFC 871 Fuel Station 4615 Northeast 4th Street Renton, Washington 98059 On August 9, 2012, RGI perfonned our field exploration using a nibber-track drill rig. RGI explored subsurface soil conditions at the site by advancing two test borings to a maximum depth of 26 feet below existing grade. The boring locations are shown on Figure 2. The boring locations were approximately detertnined by interpolating from existing property features. A geologist from ou�• office conducted the field e�ploration and classified the soil conditions encountered, �naintained a log of each test boring, ohtained representative soil samples, and obse�ved pertinent site features. All soil samples were vis�iaily classified in accordance with the Unified Soil Classification System (USCS) described on the sheet behind the boring logs. Representative soil samples obtained from the borings were placed in closed containers and takei3 to our laboratory for further examination and testing. The nnoisture content of selected samples was measured and is reported on the boring logs. Grain-size analyses were performed on selected samples. THE RILEY GROUP, INC. I Project Name: QFC 871 Fuel Station Boring No.: B-1 Project Number: 2012-345 Sheet 1 of 1 Client: Kroger, Inc. Date{sj Drilled: 8/8J12 Logged By: EW Surface Conditlons: GrasS Driliing Method(s): HSA briil Bit Sizeffype: 6"Diameter Total Depth of Bwehole: 25.25 feet bgs Drill Rig Type: Rubber Track Drill Rig Drilling Contractor: BoreteC f1PProximate �a Surface ElevaGon: Groundwater Level Not EnCountered ATD Sampiing Method(s): SPT Hammer Data: 740 Ib,301n d�op,rope and and Date Measured: Cathead Borehde BadcfilC Bentonite Chips Location: 4615 Northeast 4th Street,Renton,WA 98059 m U C N .N m C N �"- � �7 � E O o O � m N S� N N V � . � � > t O. Q N !/� a 7 w o cf0n cn in � � � C�7 MATERIAL DESCRIPTION g° � SM Gray silty SAND with some gravel,very dense,moisl(Glacial Till) sas• s.s 5 Becomes moist to we4 28•5%fines 5e 1I4"sand interbeds with light groundwater seepage at 6' s.s to so�s• �s.o ts �• No recovery � �" 5.6 II 25 `�" 6.4 30 The Rdey Group,inc. � 17522 Bothell Way NE,BotheA,WA 98011 1838 South Washington Slreet,Kennewidc,WA 99337 Project Name: QFC 871 Fuel Station BOf Itlg NO.: B-2 Project Number: 2012-345 Sheet 1 of 1 Ciient: Kroger, Inc. Date(s)Driiled: 8/8112 Logged By: EW Surface Conditlons: GraSs Drilling Method(s): HSA Drill Bil SizelType: 6"Diameter Total Depth oi Borehole: 20.5 feet bgs Drill Rig Type: Rubber Track Drill Rig Drilling Contractor: Boretec f1PProximate n/a Surface Elevation: Groundwater Level Not Encountered ATD Sampling Method(s): SPT Hammer Data: 140 Ib,30 in drop,rope and and Date Measured: Cathead Borehole Backfiu: Bentonite Chips Locatfon: 4615 Northeast 4th Street,Renton,WA 98059 U C N ' .� N C N h � O1 Z. � � � I� O v � N C� N � V � '�. > � a E E E 3 °� U m N , w o t`n° t`n° in° a � � c7 MATERIAL DESCRIPTION � � SM Gray silty gravelly SAND,very dense,mast(Glacial Till) I 13.5%fines �, 90 1a.1 5 �� s�� Gray silly SAND with some gravel,very dense,moist(Gfacial Till) 8•4 10 SOl3• 8.4 15 50f5' 8.4 20 ��, 8.2 25 30 The Ritey Group,Inc. 17522 Bothell Way NE,BotheA,WA 98011 1838 Soulh Washinglon SVeet,Kennewidc,WA 99337 P�o�e�t Name: QFc a7� F�ei station Key to Log of Boring Project Number: 2012-345 Sheet 1 of 1 Client: Kroger, Inc. � U G � �(N m C N � � 01 � 7. J o O .'�.� N y c ',C-' m Cn C� m > � O. Q f�/ Cn d N N W p � � � -a° � � � MATERIAL bESCRIPTION g 1 2 3 4 5 6 7 8 9 COLUMN DESCRIPTIONS 1 Elevation(feet):Elevation(MSL,feet). 06 Recovery(�o):Core Recovery Percentage is determined based on 2 Depth(feet):Depth in feet below the ground surface. a ratio of the length of core sample recovered compared to the 3 Sample Type:Type of soil sampie collected at the depth interval cored interval length. shown. B7 USCS Symbol:USCS symbol of the subsurface material. 84 Sample ID:Sample identification number. 8 Graphic Log:Graphic depiction of the subsurface material 5 Sampling Resistance,blowslft:Number of biows to advance driven encountered. sampler one foot(or distance shown)beyond seating interval 09 MATERIAL DESCRIPTION:Deswiption of material encountered. using the hammer identified on the boring log. May include consistency,moisture,color,and ofher descriptive text. � Moisture(°k):Moisture,expressed as a water content. FIELD AND LABORATORY TEST ABBREVIATIONS CHEM:Chemical tests to assess corcosivity Pi:Plasticity Index,percent COMP:Compaction test SA:Sieve analysis(percent passing No.200 Sieve) CONS:One-dimensional cAnsolidation test UC:Unconfined compressive strength test,Qu,in ksf LL:Liquid Limit,percent WA:Wash sieve(percent passing No.200 Sieve) MATERIAL GRAPHIC SYMBOLS �Silty SAND(SM) TYPICAL SAMPLER GRAPHIC SYMBOLS OTHER GRAPHIC SYMBOLS � Shelby Tube(Thin-walled, �CME Sampler � Pitcher Sample � Water Ieve1(at time of drining,ATD) fixed head) �Auger sampler �Continuous Core Sampler �2-mch-OD unlined split —= water level(aRer waiting) � spoon(SP� Minor change in material properties withi�a � Bulk Sample �Grab Sample �Shelby Tube(Thin-walled, � siratum fixed head) - Inferred/gradationai contact between strata m3-inch-OD Califomia w! 2.5-inch-0D Modified -?- Queried cbntact between strata bress rings California w!brass liners GENERAL NOTES 1:Soil classifications are based on the Unified Soil Gassification Syrstem.Descriptions and stratum lines are interpretive,and actual lithologic changes may be gradual.Field descriptions may have been modified to reflect resuits of lab tests. 2:Descrip8ons on these logs apply only at the speafic bwing locations and at the time the borings were advanced.They are not warranted to be representative of subsuriace wndit(ons at other locations or times. The Riley Group,Inc. 17522 BoU�ell Way NE,Bo1heU,WA 98011 1838 South Washington SVeet,ICennewick,WA 99337 THE RILEY GROUP,INC. PHONE: (425)41r0551 17522 Bathell Way NE FAX: (425)415-0311 Bdhell,WA 98011 GRAIN SIZE ANALYSIS _ ASTM D 421, D 2217, D 1140, C 117, D 422, C 136 PROJECT TITLE QFC Fuel Station Renton SAM PLE I DITYPE B-1 PROJECT NO. 2012-345 SAM PLE DEPTH s TECHIDATE E�w 08l9h2 WATER CONTENT(Delivered M asture) Total Wei e Used For S1 eCor ed For H ic Moisture Wt Wet Soil & Tare(gm) (w1) 611.50 Wei�t OF Sarriple(gm) 574.40 Wt Dry Sal &Tare(gm) (w2) 574.40 Tae Weight (gm) 14.20 Weight of Tare(gm) (w3) 14.20 (W6� Total D Wei ht m 560.20 Weight of Water(gm) (w4=w1-v�2) 37.10 SI EVE ANALYSIS Wei�t of Dry Soil (gm) (w5=w2-w3) 56Q.20 Cumulative M d sture Content % w4/w5'100 6.62 Wt Ret t-Tare �%Retai ned� %PASS +Tare {(wtreuwsp�ook 100-°oret %COBBLES 0.00 12.0" 14.20 0.00 0.00 100.00 Cobbles %C GRAVEL 6.71 3.0" 14.20 0.00 0.00 100.OQ Co2rsegravel ' % F GRAVEL 17.30 2.5" ooasegra�rel %C SAND 7.50 2.0" o0ar9egravel % M SAN D 12.01 1.5' 14.20 0.00 0.00 100.00 ooarse graveJ % F SAN D 27.95 9.0" ooar��avel % FINES 28.53 0.75' S1.80 37.60 6.71 93.29 finegravel %TOTAL 700.00 0.50" finegravel ' 0.375" 100.10 85.90 15.33 84.67 finegravel D10(mm) nla #4 148.70 134.50 24.01 75.99 ooase sand , D30(rtxn) Na #10 190.70 176.50 31.51 68.49 medium sand j D60(mm) nla #20 me�iium sand � Cu n/a #40 258.00 243.80 43.52 56.48 fi ne sand Cc n/a #60 fi ne sand ' #100 357.40 343.20 61.26 38.74 finesand #200 414.60 400.40 71.47 28.53 fines PAN 574.40 560.20 100.00 0.00 silUday 100 i % 90 80 P 70 p► 60 S 50 ----- S 40 � 30 N 20 G 10 0 1000 1 d0 10 1 0.1 0.01 0.001 Grain size in millimeters DE9CRI PTI ON S�Ity SAND with sorriegravel U3CS SM The Ri/ey G�oup, /nc. THE RILEY GROUP,INC. PHONE: (425)415-0551 17522 Bdhell Way fdE FAX: (425)415-0311 Bothell,WA 98011 GRAIN SIZE ANALYSIS ASTM D 421, D 2217, D 1140, C 117, D 422, C 13G PROJECT TITLE QFC Fuel Station Re►tton SAMPLE ID/TYPE B-2 PROJECT fd0. 2012-345 SAM PLE DEPTH 2.5 TECHIDATE ELW 08/9/12 WATER CONTENT(Delivered M d�urel Tot ' t e U For H r 'c a e Wt Wet Soil &Tare(gm) (w1) 431.40 Weight OF Sarrple(gm) 399.10 Wt Dry Soil 8�Tare(gm) (w2) 399.10 Tare Weight (gm) 14.10 Weight of Tare(gm) (w/3) 14.10 (W6) Total D Wei ht 385.00 Weight of Water(gm) (w4--w1-w2) 32.30 SI EVE ANALYSIS Weight of Dry Soil (gm) (w5=w2-w3} 385.00 Cum�ative MastureConte�t % w4/w5'100 8.39 Wt Ret ,�Wt_Tare� _(%Retainedl ° PA +Tare 100-%r� % COBBLES 0.00 12.0" 14.10 0.00 0.00 100.00 CObbles % C GRAVEL 3.66 3.0" 14.10 0.00 0.00 100.00 coarsegra�el %F GRAVEL 27.30 2.5" ooarsegavel %C SAN D 13.97 2.0" ooarse ga�el % M SAND 22.91 1.5" 14.10 0.00 0.00 100.00 coa'segravel % F SAND 18.70 1.0" Coar9egavel % FINES 13.45 0.75' 2820 14.10 3.66 96.34 fine�avel %TOTAL 100.00 0.50" fl ne gravel 0.375" 71.90 57.60 15.01 84.99 fi ne gravei D10(rrxn) n/a #4 133.30 119.20 30.96 69.04 coarse sand D30(mn) nJa #10 187.10 173.00 44.94 55.06 medium sand D60(mm) n/a #20 medium sand Cu n/a #40 275.30 261.20 67.84 32.16 fi ne sand Cc n/a #/60 fi ne sand #100 329.70 315.60 81.97 18.03 fi ne sand #200 347.30 333.20 86.55 13.45 fi nes PAN 399.10 385.00 100.00 Q.00 sit/da�r 100 % 90 80 P 70 A gp S 50 . --- -_ .._ S 40 I 30 N 20 G 10 0 1000 100 10 1 0.1 0.01 0.001 Grain size in millimeters DE9CRIPTION Silty graveJly SAND USCS SM The Ri/ey G�oup, /nc. 7.0 OTHER PERMITS Other permits for this project indude: • Building Permit • Right-of-Way Use Permit � 15432.001.doc ; 8.0 CSWPPP ANALYSIS AND DESIGN ,-- This project will utilize appropriate erosion and sediment control measures in order to protect the site and adjacent prope�ties. 1. Clearing Limits — The clearing limits are shown on the Demolition and TESC Plan, part of ' the site development drawings. 2. Cover Measures—Cover measures are added in the TESC notes on the engineering plans. I', 3. Perimeter Protection—Perimeter protection is shown on the engineering plans (silt fencing). 4. Traffic Area Stabilization —A stabilized construction entrance is shown on the engineering �, plans. 5. Sediment Retention—Catch basin filters will be used for sediment retention. ' 6. SurFace Water Collection —Onsite surface water will be routed through an onsite BMP prior to being discharged from the site. 7. Dewatering Control — Dewatering may be necessary during onsite excavation. Only clean water may leave the site. Dewatering may be acc�mplished through the use of sump pumps. 8. Dust Control— Dust control by sprinklering will be utilized if needed. 9. Flow Control — Permanent flow control will be through the proposed water quality and detention vault. Because this site is less than 1 acre, a General Permit from the Department of Ecology is not required. 15432.001.doc 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT See the following pages for the bond quantities. 15432.001.doc Site Improvement Bond Quantity Worksheet S,5 Webdate: 02/22/201< � 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 'rl'Y Relay 711 Project Name: QFC Renton Highlands �ate: 6/28/2013 Location: 4th and Duvall Project No.: 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 x no If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 Unit prices updated: 02/12/02 Version: 11/26/2008 15432 qfc renton li-wks-sbq.xls Report Date: 6/28/2013 Site Improvement Bond Quantity Worksheet S15 Webdate: 02/22/201: Unit #of Reference# Price Unit Quantity Applications Cost EROSION/SEDIMENT CONTROL Number Backfill &compactio�-embankment ESC-1 $ 5.62 CY 100 1 562 Check dams, 4"minus rock ESC-2 SWDM 5.4.6.3 $ 67.51 Each Crushed surfacing 1 1/4" minus ESC-3 WSDOT 9-03.9(3) $ 85.45 CY Ditchin ESC-4 $ 8.08 CY Excavation-bulk ESC-5 $ 1.50 CY 4600 1 6900 Fence, silt ESC-6 SWDM 5.4.3.1 $ 1.38 LF 100 1 138 Fence, Temporary(NGPE) ESC-7 $ 1.38 LF Hydroseeding ESC-8 SWDM 5.4.2.4 $ 0.59 SY Jute Mesh ESC-9 SWDM 5.4.2.2 $ 1.45 SY Mulch, b hand,straw, 3"deep ESC-10 SWDM 5.4.2.1 $ 2.01 SY Mulch, b machine, straw, 2"deep ESC-11 SWDM 5.4.2.1 $ 0.53 SY Piping,tempora , CPP, 6" ESC-12 $ 10.70 LF Piping,temporary, CPP, 8" ESC-13 $ 16.10 LF Piping, temporary, CPP, 12" ESC-14 $ 20.70 LF ' Plastic covering, 6mm thick, sandbagged ESC-15 SWDM 5.4.2.3 $ 2.30 SY Rip Rap, machine placed; slopes ESC-16 WSDOT 9-13.1(2) $ 39.08 CY ', Rock Construction Entrance, 50'x15'x1' ESC-17 SWDM 5.4.4.1 $ 1,464.34 Each 1 1 1464 ' Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 $ 2,928.68 Each Sediment pond riser assembly ESC-19 SWDM 5.4.5.2 $ 1,949.38 Each Sediment trap, 5' hi h 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 Soddin , 1"dee , 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 ESC-26 SWDM 5.4.7 $ 97.75 HR I WRITE-IN-ITEMS **** (see paqe 9) Each ESC SUBTOTAL: $ 9,064.34 30%CONTINGENCY 8�MOBILIZATION: $ 2,719.30 ESC TOTAL: $ 11,783.64 COLUMN: A Page 2 of 9 Unit prices updated: 02/12/02 Version: 11/26/2008 15432 qfc renton li-wks-sbq.xls Report Date: 6/28/2013 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 Com lete Cost GENERALITEMS No. Backfill&Com action-embankment GI-1 $ 5.62 CY Backfill&Com action-trench GI-2 $ 8.53 CY 100 853.00 Clear/Remove Brush,b hand GI-3 $ 0.36 SY Clearin /Grubbin /Tree Removal GI-4 $ 8,876.16 Acre 0.6 5,325.70 Excavation-bulk GI-5 $ 1.50 CY 4600 6,900.00 Excavation-Trench GI-6 $ 4.06 CY 100 406.00 Fencin ,cedar,6'hi h GI-7 $ 18.55 LF Fencin ,chain link,vin I coated, 6'hi GI-8 $ 13.44 LF 48 645.12 Fencin ,chain link, ate,vin I coated, GI-9 $ 1,271.81 Each 1 1,271.81 Fencin ,s lit rail,3'hi h GI-10 $ 12.12 LF Fill&com act-common barrow GI-11 $ 22.57 CY Fill&compact- ravel base GI-12 $ 25.48 CY 280 7,134.40 Fill&com act-screened to soil GI-13 $ 37.85 CY 100 3,785.00 Gabion, 12"dee ,stone filled mesh GI-14 $ 54.31 SY Gabion, 18"dee ,stone filled mesh GI-15 $ 74.85 SY Gabion,36"dee ,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 140 133.00 Monuments,3'lon GI-19 $ 135.13 Each Sensitive Areas Si n GI-20 $ 2.88 Each Soddin , 1"dee ,slo ed round GI-21 $ 7.46 SY Surve in ,line& rade GI-22 $ 788.26 Da Surve in ,lot location/lines GI-23 $ 1,556.64 Acre 1 1,556.64 Traffic control crew 2 fla ers GI-24 $ 85.18 HR Trail,4"chi ed wood GI-25 $ 7.59 SY Trail,4"crushed cinder GI-26 $ 8.33 SY Trail,4"to course GI-27 $ 8.19 SY Wall,retainin ,concrete GI-28 $ 44.16 SF 250 11,040.00 Wall,rockery GI-29 $ 9.49 SF Page 3 of 9 SUBTOTAL 39,050.67 Unit prices updated: 02/12/02 "KCC 27A authorizes only one bond reduction. Version: 11/26/08 15432 qfc renton li-wks-sbq.xls Report Date:6/28/2013 Site Improvement Bond Quantity Worksheet Webdale 12/02/ZOOfJ Existing Future Public Private Bond Reduction" Right-of-way Right of Way Improvements 8 Draina e 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 RemovaUDis osal/Re air RI-4 $ 67.50 SY 280 18,900.00 Barricade,t e I RI-5 $ 30.03 LF Barricade,t e III Permanent RI-6 $ 45.05 LF Curb&Gutter,rolled RI-7 $ 17.00 LF Curb&Gutter,vertical RI-8 $ 12.50 LF 295 3,687.50 Curb and Gutter,demolition and dis os I RI-9 $ 18.00 LF Curb,extruded as halt RI-10 $ 5.50 LF Curb,extruded concrete RI-11 $ 7.00 LF Sawcut,as halt,3"de th RI-12 $ 1.85 LF 500 925.00 Sawcut,concrete, er 1"de th RI-13 $ 1.69 LF 600 1,014.00 Sealant,as halt RI-14 $ 1.25 LF Shoulder,AC, see AC road unit rice RI-15 $ - SY Shoulder, ravel,4"thick RI-16 $ 15.00 SY Sidewalk,4"thick RI-17 $ 35.00 SY 240 8,400.00 Sidewalk,4"thick,demolition and dis o RI-18 $ 29.50 SY Sidewalk,5"thick RI-19 $ 38.50 SY Sidewalk,5"thick,demolition and dis o RI-20 $ 37.50 SY Si n,handica RI-21 $ 85.28 Each 1 85.28 Stri in , er stall RI-22 $ 5.82 Each 1 5.82 Stripin ,thermo lastic, for crosswalk RI-23 $ 2.38 SF 70 166.60 Striping,4"reflectorized line RI-24 $ 0.25 LF 860 215.00 Page 4 of 9 SUBTOTAL 24,908.10 8,491.10 Unit prices updated: 02/12/02 "KCC 27A authorizes only one bond reduction. Version: 11/26/08 15432 qfc renton li-wks-sbq.xls Report Date:6/28/2013 Site Improvement Bond Quantity Worksheet Webdate: 12/02/2008 Existing Future Public Private Bond Reduction* Right-of-way Right of Way Improvements &Draina e Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost ROAD SURFACING (4"Rock=2.5 base&1.5"top course) For'93 KCRS(6.5"Rock=5"base&1.5"top course) For KCRS'93, additional 2.5"base ad RS-1 $ 3.60 SY AC Overla , 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 905 21,086.50 AC Road,3",4"rock,Qt .over 2500 S RS-7 $ 21.00 SY AC Road,5",First 2500 SY RS-8 $ 27.60 SY AC Road,5",Qt .Over 2500 SY RS-9 $ 25.00 SY AC Road,6", First 2500 SY RS-1 $ 33.10 SY 280 9,268.00 AC Road,6",Qt .Over 2500 SY RS-1 $ 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 S S-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 9,268.00 21,086.50 Unit prices updated: 02/12/02 "KCC 27�4 authorizes only one bond reduction. Version: 11/26/08 15432 qfc renton li-wks-sbq.xls Report Date: 6/28/2013 Site Improvement Bond Quantity Worksheet Webdate 12/02/2008 Existing Future Public Private Bond Reductlon" Right-of-way Right of Way Improvements 8 Draina e Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete 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 Bollards-fixed D-2 $ 240.74 Each 4 962.96 , Bollards-removable D-3 $ 452.34 Each �I " CBs include frame and lid ' CB T e I D-4 $ 1,257.64 Each 2 2,515.28 ' CB T pe IL D-5 $ 1,433.59 Each 2 2,867.18 j CB T e II,48"diameter D-6 $ 2,033.57 Each 2 4,067.14 I for additional de th over 4' D-7 $ 436.52 FT 15 6,547.80 '� CB T e II,54"diameter D-8 $ 2,192.54 Each for additional de th over 4' D-9 $ 486.53 FT CB T e II,60"diameter D-10 $ 2,351.52 Each for additional de th over 4' D-11 $ 536.54 FT CB T e II,72"diameter D-12 $ 3,212.64 Each for additional depth over 4' D-13 $ 692.21 FT Throu h-curb Inlet Framework Add D-14 $ 366.09 Each Cleanout, PVC,4" D-15 $ 130.55 Each Cleanout,PVC,6" D-16 $ 174.90 Each 6 1,049.40 Cleanout,PVC,8" D-17 $ 224.19 Each Culvert, PVC,4" D-18 $ 8.64 LF Culvert,PVC,6" D-19 $ 12.60 LF 220 2,772.00 Culvert,PVC, 8" D-20 $ 13.33 LF Culvert,PVC, 12" D-21 $ 21.77 LF 85 1,850.45 Culvert,CMP,8" D-22 $ 17.25 LF Culvert,CMP, 12" D-23 $ 26.45 LF Culvert,CMP, 15" D-24 $ 32.73 LF Culvert,CMP, 18" D-25 $ 37J4 LF Culvert,CMP,24" D-26 $ 53.33 LF Culvert,CMP,30" D-27 $ 71.45 LF Culvert,CMP,36" D-28 $ 112.11 LF Culvert,CMP,48" D-29 $ 140.83 LF Culvert,CMP,60" D-30 $ 235.45 LF Culvert,CMP,72" D-31 $ 302.58 LF Page 6 of 9 SUBTOTAL 22,632.21 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 11/26/OS 15432 qfc renton li-wks-sbq.xls Report Date:6/28/2013 Site Improvement Bond Quantity Worksheet Webdate: 12/02/2008 Existing Future Public Private Bond Reduction* Right-of-way Right of Way Improvements DRAINAGE CONTINUED 8 Drainage Facillties Quant. No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete 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 $ 104.18 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 $ 1070 LF Culvert,CPP,8" D-42 $ 16.10 LF Culvert,CPP, 12" D-43 $ 20.70 LF Culvert,CPP, 15" D-44 $ 23.00 LF Culvert,CPP, 18" D-45 $ 27.60 LF Culvert,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 Dis ersal Trench 1,436 base+ D-50 $ 25.99 LF French Drain 3'de th D-51 $ 22.60 LF Geotextile,laid in trench, ol ro lene D-52 $ 2.40 SY Infiltration ond testin D-53 $ 74.75 HR Mid-tank Access Riser,48"dia, 6'dee D-54 $ 1,605.40 Each Pond Overflow S illwa D-55 $ 14.01 SY Restrictor/Oil Se arator, 12" D-56 $ 1,045.19 Each 1 1045.19 Restrictor/Oil Separator, 15" D-57 $ 1,095.56 Each Restrictor/Oil Se arator, 18" D-58 $ 1,146.16 Each Ri ra , laced D-59 $ 39.08 CY 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 1045.19 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 11/26/08 15432 qfc renton li-wks-sbq.xls Report Date:6/28/2013 Site Improvement Bond Quantity Worksheet Webdale 12I021'1008 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 Com lete Cost PARKING LOT SURFACING No. 2"AC,2"to course rock&4"borrow PL-1 $ 21.00 SY 2"AC, 1.5" to course&2.5"base cou PL-2 $ 28.00 SY 4"select borrow PL-3 $ 4.55 SY 280 1274 1.5"to course rock&2.5"base course PL-4 $ 11.41 SY UTILITY POLES &STREET LIGHTING Utilit ole relocation costs must be accom anied b ranchise Utilit 's Cost Statement Utilit Pole s Relocation UP-1 Lum Sum Street Li ht Poles w/Luminaires UP-2 $90,000.00 Each 1 90000 WRITE-IN-ITEMS Such as detention/water ualit vaults. No. Detention/Wet vault WI-1 $50,000.00 Each 1 50,000.00 Filter Manhole WI-2 $20,000.00 Each 1 20,000.00 Trench Drain WI-3 $ 35.00 LF 29 1,015.00 WI-4 LF WI-5 FT WI-6 WI-7 WI-8 WI-9 wi-io SUBTOTAL 90,000.00 72,289.00 SUBTOTAL(SUM ALL PAGES): 124,176.10 164,594.67 30%CONTINGENCY 8�MOBILIZATION: 37,252.83 49,378.40 GRANDTOTAL: 161,428.93 213,973.07 COLUMN: B C D E Page 8 of 9 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 11/26/08 15432 qfc renton li-wks-sbq.xls Report Date:6/28/2013 10.0 OPERATION AND MAINTENANCE MANUAL The Operation and Maintenance Manual is included in this section. 15432.001.doC OPERATIONS AND MAINTENANCE MANUAL QFC Fueling Station #871 4615 N.E. 4th Street Renton, Washington Prepared for: The Kroger Co. 3800 S.E. 22nd Avenue Portland, OR 97202 September 19, 2012 Our Job No. 15432 �GHA�SF m -` Z GVIL ENGWEERING, LAND PLANNING,SURVEYING 'I82'I5 72ND AVENUE SOUTH KENT,WA 98032 (425)251-6222 (425)251-8782 FAx Z � ? BRANCH OFFICES ♦ OLYMPIA,WA ♦ TACOMA,WA ♦ CONCORD,CA ♦ TEMECULA,CA "a 4• www.barghausen.com _.. <�.�Mc EnG�N�� TABLE OF CONTENTS 1.0 INTRODUCTION/GENERAL INFORMATION EXHIBIT A MAINTENANCE GUIDELINES 15432.002.doc 1.0 INTR�DUCTf01�tlGENERAL INFORMATION Catch basins are Iocated on the QFC Fueling Facili#y site that oollect runoff from the project site and route that runoff through conveyance piping to the sautheast comer of the site where runoff enters a wetldetention vau[t which provides water quality treatment as well as flow control for the new fand covers on the project site. Level 2 Flow Control is the required means of providing Flow Control for this project. Additional water quality treatment will be provided in a Stormfilter manhole with CSF media cartridges to meet the City of Renton's Enhanced Basic Water Quality. The release mechanism frorrt the wet/detention vault is a control structure focated on the west side of the vault,which has a riser pipe inside of it that releases runoff at a slow rate and teRds to back up water in the vauEt during peak storm events. The release to the downstream drainage course is also through the Stormfilter manhole, then a pump system and force main to Duvall Avenue NE. All facilities on the project site should be maintained fln a regu[ar basis of at least twice a year at en interval of every six man#hs. Should vegeta#ion become sparse ar shoufd it die out, then if should be replaced around the site to match what the design canditions of the site were when the site was initially constructed. The following pages of this report delineate the requirements far flow contral, conveyance, and water quality facilities maintenance. Please refer to these dacuments when performing your maintenanee on the project site. 11 ,' I ; i _ , 15432.002.doc I Exh i bit A Maintenance Guidelines '� APPE�IDIX A vtANTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FAC[L[TIES NO. 3- DETENTION TANKS AND VAULTS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash and 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 trash it would take to fill up one standard size office garbage can). in general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might nortnally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollufion as oil,gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surtace oil film. Grasslgroundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a height. height no greater than 6 inches. Tank or Vault Trash and debris Any trash and debris accumulated in vauit or tank No trash or debris in vault. Storage Area (includes floatables and non-floatables). Sediment Accumulated sediment depth exceeds 10%of the All sediment removed from storage accumulation diameter of the storage area for%z length of area. storage vault or any point depth exceeds 15%of diameter. Example:72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than Y�length of tank. Tank Structure Plugged air vent Any blockage of the vent. Tank or vauit freely vents. Tank bent out of Any part of tank/pipe is bent out of shape more Tank repaired or replaced to design. shape than 10%of its design shape. Gaps between A gap wider than Yz-inch at the joint of any tank No water or soil entering tank sections,damaged sections or any evidence of soil particles entering through joints or walis. joints or cracks or the tank at a joint or through a wall. tears in wall Vault Structure Damage to wall, Cracks wider than Y�-inch,any evidence of soil Vault is sealed and structurally frame,bottom, and/or entering the structure through cracks or qualified sound. top slab inspection personnel determines that the vauit is not structurally sound. InIeVOutlet Pipes Sediment Sediment filling 20%or more of the pipe. Inlet/outlet pipes Gear of sediment. accumula6on Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes. pipes(includes floatables and non-floatables). Damaged Cracks wider than Yz-inch at the joint of the No cracks more than'/<-inch wide at inleUoutlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inleUoutlet pipes. ' ?009�urface Water Design I�fanual—:lppendix A 1i9/2009 A-5 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FAC[L[TIES NO. 3- DETENTION TANKS AND VAULTS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Access Manhole Coverllid not in place Coverllid is missing or only partially in place. Manhole access covered. Any open manhole requires immediate maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools.Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficulf to One maintenance person cannot remove CoverAid can be removed and remove coverllid after applying 80 Ibs of lift. reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs,misalignment,rust,or cracks. Ladder meefs design standards. Allows maintenance person safe access. Large access Damaged or difficult Large access doors or plates cannot be Replace or repair access door so it doors/plate to open opened/removed using normal equipment. can opened as designed. Gaps,doesn't cover Large access doors not flat and/or access Doors close flat and covers access completely opening not completely covered. opening completely. Lifting Rings missing, Lifting rings not capabie of lifting weight of door Lifting rings sufficient to lift or rusted or plate. remove door or plate. V9;'2009 2009 Surface Water Design V[amial—Appendix A A-6 APPENDIX r� MA[NTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITI�S NO. 4- CONTROL STRUCTUREIFLOW RESTRICTOR Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Structure Trash and debris Trash or debris of more than YZ cubic foot which No Trash or debris blocking or is located immediately in front of the structure potentially blocking entrance to opening or is blocking capacity of the structure by structure. more than 10%. Trash or debris in the structure that exceeds'!, No trash or debris in the structure. the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of insects or rodents. Sediment Sediment exceeds 60%of the depth from the Sump of structure contains no bottom of the structure to the invert of the lowest sediment. pipe into or out of the structure or the bottom of the FROP-T sec6on or is within 6 inches of the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section. Damage to frame Corner of frame extends more than'/.inch past Frame is even with curb. andlor top slab curb face into the street(If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks. cracks wider than Y.inch. Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab. separation of more than'/<inch of the frame from the top slab. Cracks in walls or Cracks wider than%2 inch and longer than 3 feet, Structure is sealed and structurally bottom any evidence of soil particles entering structure sound. through cracks,or maintenance person judges that structure is unsound. Cracks wider than Y:inch and Ionger than 1 foot No cracks more than'/,inch wide at at the joint of any inleUoutlet pipe or any evidence the joint of inlet/outlet pipe. of soil partiGes entering structure through cracks. Settlement/ Structure has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cracks wider than%-inch at the joint of the No cracks more than Y.-inch wide at inleUoutlet pipes or any evidence of soil entering the joint of inletJoutlet pipes. the structure at the joint of the inleVoutlet pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of poliution as oil,gasoline,concrete slurries or paint. according to applicabie regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Ladder rungs missing Ladder is unsafe due to missing rungs, Ladder meets design standards and or unsafe misalignment,rust,cracks,or sharp edges. allows maintenance person safe access. FROP-T Section Damage T section is not securely attached to structure T section securely attached to wail 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 or Connections to outlet pipe are water show signs of deteriorated grout. tight;structure repaired or replaced and works as designed. Any holes—other than designed holes—in the Structure has no holes other than structure. designed holes. Cleanout Gate Damaged or missing Cleanout gate is missing. Replace cleanout gate. 2009 Surface Water Design Manual–Appendix A li9i?009 A-7 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 4- CONTROL STRUCTURElFL�W RESTRICTOR Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Cleanout gate is not watertight. 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. Chain/rod leading to gate is missing or damaged. Chain is in place and works as designed. 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 of 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. Deformed or damaged Lip of overflow pipe is bent or deformed. OverFlow pipe does not allow lip overflow at an elevation lower than design InIeUOutlet Pipe Sediment Sediment filling 20%or more of the pipe. inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes(includes floatables and non-floatables). Damaged Cracks wider than Y:-inch at the joint of the No cracks more than'/.-inch wide at inleUoutlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inleUoutlet pipes. Metal Grates Unsafe grate opening Grate with opening wider than'/e inch. Grate opening meets design (If Applicable) standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. footnofe to guidelines for disposal Damaged or missing Grate missing or broken member(s)of the grate. Grate is in place and meets design standards. Manhole CovedLid CoverAid not in place Cover/lid is missing or only partially in place. Cover/lid protects opening to Any open structure requires urgent structure. maintenance. locking mechanism Mechanism cannot be opened by one Mechanism opens with proper toois. Not Working maintenance person with proper tools.Bolts cannot be seated. Self-locking covedlid does not wark. Cover/iid difficult to One maintenance person cannot remove Cover/lid can be removed and Remove cover/lid after applying 80 Ibs.of lift. reinstalled by one maintenance person. U9/2009 2009 Surface Water Design Manual—Appendix A A-8 APPEND[X A ;�IAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILIT[ES NO. 5 -CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Resuits Expected When Component Maintenance is Performed Structure Sediment Sediment exceeds 60%of the depth from the Sump of catch basin contains no bottom of the catch basin to the invert of the sediment. lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Trash and debris Trash or debris of more than Y:cubic foot which No Trash or debris blocking or is located immediately in front of the catch basin potentially blocking entrance to opening or is blocking capacity of the catch basin catch basin. by more than 10%. Trash or debris in the catch basin that exceeds No trash or debris in the catch basin. '/,the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Dead animals or vegetation that could generate No dead anirnals or vegetation odors that could cause complaints or dangerous present within 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. Damage to frame Corner of frame extends more than'/.inch past Frame is even with curb. and/or top slab curb face into the street(If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks. cracks wider than Y.inch. Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab. separation of more than'/.inch of the frame from the top slab. Cracks in walls or Cracks wider than Y:inch and longer than 3 feet, Catch basin is sealed and bottom any evidence of soil particles entering catch structurally sound. basin through cracks,or maintenance person judges that catch basin 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 evidence the joint of inleVoutlet pipe. of soil particles entering catch basin through cracks. SettlemenU Catch basin has setUed more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cracks wider than YZ-inch at the joint of the No cracks more than Y.-inch wide at inleUoutlet pipes or any evidence of soil entering the joint of inleUoutlet pipes. the catch basin at the joint of the inleUoutlet pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. InletlOutlet Pipe Sediment Sediment filling 20%or more of the pipe. InleUoutlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes(includes Floatabies and non-floatables). Damaged Cracks wider than%rinch at the joint of the No cracks more than Y.-inch wide at inleUoutlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inleUoutlet pipes. 2009 Surface Water Design Manual—Appendix A 1/9/2009 A-9 APPENDIX A NtAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILIT[ES NO. 5-CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Metal Grates Unsafe grate opening Grate with opening wider than'/e inch. Grate opening meets design (Catch Basins) standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s)of the grate. Grate is in place and meets design Any open structure requires urgent standards. maintenance. Manhole CoverlLid Cover/lid not in place CoveNlid is missing or only partially in place. Cover/lid protects opening to Any open structure requires urgent structure. maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools.Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and Remove cover/lid after applying 80 Ibs.of lift. reinstalled by one maintenance person. - { —'s , ( i ' i i l/9/2009 2009 Surface Water Design Manual—Appendix A A-l0 APPENDIX A MAINTLNANCG REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND��Q FACILITIES NO. 6-CONVEYANCE PIPE�AND DITCHES Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Pipes Sedirnent 8 debris Accumulated sediment or debris that exceeds Water flows freely through pipes. accumulation 20%of the diameter of the pipe. Vegetation/roots Vegetation/roots that reduce free movement of Water flows freely through pipes. water through pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective Protective coating is damaged;rust or corrosion Pipe repaired or replaced. coating or corrosion is weakening the structural integrity of any part of pipe. Damaged Any dent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 20%or is determined to have weakened structural integrity of the pipe. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20%of the Ditch cleaned/flushed of all sediment accumulation design depth. and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to appiicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. VegetaUon Vegetation that reduces free movement of water Water flows freely through ditches. through ditches. Erosion damage to Any erosion observed on a ditch slope. Slopes are not eroding. slopes Rock lining out of One layer or less of rock exists above native soil Replace rocks to design standards. place or missing(If area 5 square feet or more,any exposed native Applicable) soil. , -, � , 2009 Surface Water Desion Manual—Appendix A 1/9/2009 A-ll APPENDIX A �IAINTENANC�REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 9- FENCING Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Erosion or holes Erosion or holes more than 4 inches high and 12- No access under the fence. under fence 18 inches wide permitting access through an opening under a fence. Wood Posts, Boards Missing or damaged Missing or broken boards,post out of plumb by No gaps on fence due to missing or and Cross Members parts more than 6 inches or cross members broken broken boards,post plumb to within 1 Yz inches,crass members sound. Weakened by rotting Any part showing structural deterioration due to All parts of fence are structurally or insects rotting or insect damage sound. Damaged or failed Concrete or metal attachments deteriorated or Post foundation capable of post foundation unable to support posts. supporting posts even in strong wind. Metal Posts, Rails Damaged parts Post out of piumb more than 6 inches. Post plumb to within 1Y:inches. and Fabric Top rails bent more than 6 inches. Top raif free of bends greater than 1 inch. Any part of fence(including post,top rails,and Fence is aligned and meets design fabric)more than 1 foot out of design alignment. standards. Missing or loose tension wire. Tension wire in place and hoiding fabric. Deteriorated paint or Part or parts that have a rusting or scaling Structurally adequate posts or parts protective coating condition that has affected structural adequacy. with a uniform protective coating. Openings in fabric Openings in fabric are such that an 8-inch Fabric mesh openings within 50%of diameter ball could fit through. grid size. 1/9/2009 2009 Surface Water Design Manua(—Appendix A A-14 APPE�IDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACIL[TIES NO. 10- GATES/BOLLARDSlACCESS BARRIERS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Chain Link Fencing Damaged or missing Missing gate. Gates in place. Gate members Broken or missing hinges such that gate cannot Hinges intact and lubed.Gate is be easily opened and closed by a maintenance working freely. person. Gate is out of plumb more than 6 inches and Gate is aligned and vertical. more than 1 foot out of design alignment. Missing stretcher bar,stretcher bands,and ties. Stretcher bar,bands,and ties in place. Locking mechanism Locking device missing,no-functioning or does Locking mechanism prevents does not lock gate not link to all paRs. opening of gate. Openings in fabric Openings in fabric are such that an 8-inch Fabric mesh openings within 50%of diameter ball could fit through. grid size. Bar Gate Damaged or missing Cross bar does not swing open or closed,is Cross bar swings fuily open and cross bar missing or is bent to where it does not prevent closed and prevents vehicle access. vehicle access. Locking mechanism Locking device missing,no-functioning or does Locking mechanism prevents does not lock gate not link to all parts. opening of gate. Support post Support post does not hold cross bar up. Cross bar held up preventing vehiGe damaged access into facility. Bollards Damaged or missing Bollard broken,missing,does not fit into support No access for motorized vehicles to hole or hinge broken or missing. get into facility. Does not lock Locking assembly or lock missing or cannot be No access for motorized vehicles to attached to lock bollard in place. get into facility. Boulders Dislodged Bouiders not located to prevent rnotorized vehicle No access For motorized vehicles to access. get into facility. , � Circumvented Motorized vehicles going around or between No access for motorized vehicles to boulders. get into facility. i S � z ( '_ � _� �� 2009 Surface Water Design Manual—Appendix A l/9/2009 A-IS APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 11 - GROUNDS (LANDSCAPING) Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash or litter 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 trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to Counry personnel or the removed according to applicable public. regulations. No danger of noxious vegetaUon where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or poliution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to appiicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed fo a height. height no greater than 6 inches. Trees and Shrubs Hazard Any tree or limb of a tree identified as having a No hazard trees in facility. potential to fall and cause property damage or threaten human life. A hazard tree identified by a qualified arborist must be removed as soon as possible. Damaged 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 No blown down vegetation or knocked over. knocked over vegetation. Trees or shrubs free of injury. Trees or shrubs which are not adequately Tree or shrub in place and supported or are leaning over,causing exposure adequately supported:dead or of the roots. diseased trees removed. l/9/2009 2009 Surface Water Design Manual—Appendix A A-16 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 12-ACCESS ROADS Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 Roadway drivable by maintenance square feet(i.e.,trash and debris would fill up vehicles. one standards size garbage can). Debris which could damage vehicle tires or Roadway drivable by maintenance prohibit use of road. vehicles. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate_ No contaminants present other than a surface oil film. Blocked roadway Any obstrucbon which reduces clearance above Roadway ovefiead clear to 14 feet road surface to less than 14 feet. high. Any obstruction restricting the access to a 10-to At least 12-foot of width on access 12 foot width for a distance of more than 12 feet road. or any point restricting access to less than a 10 foot width. Road Surface Erosion,settlement, Any surface defect which hinders or prevents Road drivable by maintenance potholes,soft spots, maintenance access. vehicles. ruts Vegetation on road Trees or other vegetation prevent access to Maintenance vehicles can access surface facility by maintenance vehicles. facility. Shoulders and Erosion 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. Modular Grid Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of Pavement pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damaged or missing Access surface compacted because of broken on Access road surface restored so missing modular block. road infiltrates. 2009 Surface Water Design Mamial—Appendix A (/9/2009 A-17 APPENDIX A MAI�ITENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 17-WENAULT Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash and debris Trash and debris accumulated on facility site. Trash and debris rernoved from facility site. Treatment Area Trash and debris Any trash and debris accumulated in vault No trash or debris in vault. (includes floatables and non-floatables). Sediment Sediment accumulation in vault bottom exceeds No sediment in vault. accumulation the depth of the sediment zone plus 6 inches. Contaminants and Any evidence of contaminants or poilution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source cantrol BMPs implemented'rf appropriate. No contaminants present other than a surface oil film. Vault Structure Damage to wall, Cracks wider than%:-inch,any evidence of soil Vault is sealed and structurally frame,bottom,and/or entering the structure through cracks,vault does sound. top slab not retain water or qualified inspection personnel determines that the vault is not structurally sound. Baffles damaged Baffles corroding,cracking,warping andlor Repair or replace baffles or wails to showing signs of failure or baffle cannot be specificafions. removed. Ventilation Ventilation area blocked or plugged. No reduction of ventilation area exists. Inlet/Outlet Pipe Sediment Sediment filling 20%or more of the pipe. InleUoutlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes. pipes(includes floatables and non-Floatables). Damaged Cracks wider than Y�-inch at the joint of the No cracks more than Y.-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inleUoutlet pipes. Gravity Drain Inoperable valve Valve will not open and close. Valve opens and closes normally. Valve won't seal Valve does not seal completely. Valve completely seals closed. Access Manhole Access coverllid Access cover/lid cannot be easily opened by one Access cover/lid can be opened by damaged or difficult to person. Corrosion/deformation of coverllid. one person. open Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Coverllid difficult to One maintenance person cannot remove Cover/lid can be removed and remove covedlid after applying 80 Ibs of fift. reinstailed by one maintenance person. Access doorslplate Large access doors not flat andlor access Doors close flat and covers access has gaps,doesn't opening not completely covered. opening completely. cover completely Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or rusted or plate. remove door or plate. Ladder rungs unsafe Missing rungs,misalignment,rust,or cracks. Ladder meets design standards. Allows maintenance person safe access. 2009 Surface Water Design Manual—Appendix A I/9/2009 A-23 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FAC[LITIES NO. 21 -STORMFILTER (CARTRIDGE TYPE) Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash and debris Any trash or debris which impairs the function of Trash and debris removed from the facility. facility. Contaminants and Any evidence of contaminants or poliution such Materials removed and disposed of pollution as oils,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surtace oil film. Life cycle System has not been inspected for three years. Facility is re-inspected and any needed maintenance pertormed. Vault Treatment Sediment on vault Greater than 2 inches of sediment. Vault is free of sediment. Area floor Sediment on top of Greater than Y:inch of sediment. Vault is free of sediment. cartridges Multiple scum lines Thick or multiple scum lines above top of Cause of plugging corrected, above top of cartridges. Probably due to plugged canisters or canisters replaced if necessary. cartridges underdrain manifold. Vault Structure Damage to wall, Cracks wider than Y:-inch and any evidence of Vault replaced or repaired to design Frame,Bottom,andJor soil particles entering the structure through the specifications. Top Slab cracks,or qualified inspection personnel determines the vault is not structurally sound. Baffles damaged Baffles corroding,cracking warping,and/or Repair or replace baffles to showing signs of failure as determined by specification. maintenance�nspection person. Filter Media Standing water in 9 inches or greater of static water in the vault for No standing water in vault 24 hours vault more than 24 hours following a rain event and/or after a rain event. overflow occurs frequendy. Probably due to plugged fiiter media,underdrain or outlet pipe. Short circuiting Flows do not properiy enter filter cartridges. Flows go through filter media. Underdrains and SedimenUdebris Underdrains or clean-outs partially plugged or Underdrains and clean-outs free of Clean-Outs filled with sediment and/or debris. sediment and debris. InleU�utlet Pipe Sediment Sediment filling 20%or more of the pipe. InleUoutlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes(includes floatables and non-floatables). Damaged Cracks wider than Yrinch at the joint of the No cracks more than Y.-inch wide at inletloutlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe. at the joints of the inleUoutlet pipes. Access Manhole Cover/lid not in place Covedlid is missing or only partialiy in place. Manhole access covered. Any open manhole requires immediate maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools.Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and remove covedlid after applying 80 Ibs of lift, reinstailed by one maintenance person. Ladder rungs unsafe Missing rungs,misalignment,rust,or cracks. ladder meets design standards. Allows maintenance person safe access. Large access Damaged or di�cult Large access doors or plates cannot be Replace or repair access door so it doors/plate to open opened/removed using norma�equipment. can opened as designed. l/9/2009 2009 Surface Water Desi�n Manual—Appendix A r1-30 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILIT[ES NO. 21 -STORMFILTER{CARTRIDGE TYPE) Maintenance Defect or Problem Condition When Maintenance is Needed Resuits Expected When Component Maintenance is Performed Gaps,doesn't cover �arge access doors not flat andlor access Doors close flat and cover access completely opening not completely covered. opening completely. Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or rusted or plate. remove door or plate. f � II � ��.�-� i� I �i__.� �� k ,� � ' l IL .� i-� I � I I i ( �' ` �_l 2009 Surface Water Design Manual—Appendix A U9/2009 A-3 l APPENDIX A MAINTENr1NCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FAC(LITIES NO. 22- BAFFLE OILNUATER SEPARATOR Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash and debris Any trash or debris which impairs the function of Trash and debris removed from the facility. facility. Contaminants and Floating oil in excess of 1 inch in first chamber, No contaminants present other than pollution any oil in other chambers or other contaminants a surface oil film. of any type in any chamber. Vault Treatment Sediment Sediment accumulates exceeds 6 inches in the No sediment in the vault. Area accumulation vault. Discharge water not Inspection of discharge water shows obvious Effluent discharge is clear. clear signs of poor water quality-effluent discharge from vault shows thick visible sheen. Trash or debris Any trash and debris accumulation in vault Vault is clear of trash and debris. accumulation (floatables and non-floatables). Oil accumulation Oil accumulations that exceed 1 inch,at the No visible oii depth on water. surface of the water in the oil/water separator chamber. Vault Structure Damage to Wall, Cracks wider than'/rinch or evidence of soil Vauit replaced or repaired to design Frame,Bottom,and/or particles entering the structure through the speafications. � Top Slab cracks,or maintenance/inspection personnei determines that the vault is not structurally sound. Baffles damaged Baffles corroding,cracking,warping andlor Repair or replace baffles to showing signs of failure as determined by specificaUons. maintenance inspection personnel. Gravity Drain Inoperable valve Valve will not open and close. Valve opens and closes normally. Valve won't seal Valve does not seal completely. Valve cornpletely seals closed. InletlOutlet Pipe Sediment Sediment filling 20%or more of the pipe. InleUoutlet pipes Gear of sediment. accumulation Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes. pipes(includes Floatables and non-floatabies). Damaged Cracks wider than Y:-inch at the joint of the No cracks more than Y.-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inlet/outlet pipes. Access Manhole Cover/lid not in place Cover/lid is missing or only partiaily in piace. Manhole access covered. Any open manhole requires immediate maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools.Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Coverllid can be removed and remove cover/lid after applying 80 Ibs of lift. reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs,misalignment,rust,or cracks. Ladder meets design standards. Allows maintenance person safe access. Large access Damaged or difficult Large access doors or plates cannot be Replace or repair access door so it doors/plate to open opened/removed using normal equipment. can opened as designed. Gaps,doesn't cover Large access doors not flat and/or access Doors close flat and cover access completely opening not completely covered. opening completely. Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings su�cient to lift or rusted or cover/lid. remove cover/lid. U9/2009 2009 Surface Water Design Manual—Appendix A A-32