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Home My WebLink About03808 - Technical Information Report � `� � �0 m GREENLEAF Technical Information Report August 18. 2014 REYISED: December 30, 2014 REYISED:January 22, 2015 Prepared for Conner Homes 846-108th Avenue NE, Suite 200 Bellevue. WA 98004 Submitted by ESM Consulting Engineers, LLC 33400 8th Avenue S, Suite 205 Federal Way, WA 98003 253.838.6113 tel 253.838.7104 fax www.esmcivil.com 1 3808 i i ,I-, TECHNICAL INFORMATION REPORT FOR GREENLEAF Prepared for: Conner Homes 846-108th Avenue NE, Suite 200 Bellevue, WA 98004 Prepared by: ESM Consulting Engineers 33400 8"' Avenue S, Suite 205 Federal Way, WA 98003 August 18, 2014 Job No. 258-044-013 Revised: December 30, 2014 Revised: January 22, 2015 Approved By: � City of Renton Date TABLE OF CONTENTS 1. PROJECT OVERVIEW_......._.._..._........._. - ......__.._........._...................._.............._..__.._.._.........._.._.._._.._......................._.._........... 1 1 2. CONDI110NS AND REQUIREMENTS SUMMARY............._.._....._.............._.._.._....._............._............_.._........._ 2-1 3. OFF-SITE ANALYSIS..._.._..._.._.._.._....._.......__.._........._........._._.._.._.........._.._.._................_.._............._........._............_............._ 3-1 4. FLOW CONTROL&WATER GIUALITY FACILITY ANALYSIS AND DESIGN.............................. 4-1 5. COM/EYANCE SYSTEM ANALYSIS AND DESIGN ......._.._..__.............._........................._.._........._._........._.._ 5-1 6. SPECIAL REPORTS AND SIUDIES.................._.._....._............._.._.........._............................._........._.._....._.._..........._........ 6-1 7. OTHER PERMITS........................._............................................_........._.........._.._.._............_.._.._................................................................ 7-1 8. CSWPPP ANALYSIS AND DESIGN............................................................................................................................................. 8-1 9. BOND QUANT'ITIES,FACILJTY SUMMARIES,AND DECLARATION OF COVENANT.... 9-1 10. OPERATIONS AND MAINTENANCE MANUAL............................................................................................................. 10-1 LIST OF FlGURES 1.1 Vicinity Map 1.2 Existing Site Conditions 1.3 Proposed Site Conditions 1.4 Soils Map 3.1 KCGIS Parcel Reports/Environmental Hazards 3.2 Offsite Analysis Downstream Flowpath 4.1 Pond Existing Tributary Area Map 4.2 Pond Developed Tributary Area Map APPENDIX Appendix A: KCRTS Pond Sizing Output Appendix B: Geotech Report prepared by Earth Solutions NW Appendix C: Critical Area Report for Panther Lake, prepared by Sewall Wetland Consulting, Inc. Appendix D: Kristar Perk Filter Sizing Sheets/Contech Stormfilter Manhole Sizing Sheets Appendix E: Conveyance Analysis Appendix F: Operations and Maintenance Manual � i 1. PROJECT OVERVIEW The proposed Greenleaf project is a 34-lot plat located on the west side of 108th Ave SE, just north of SE 192�d St, in the Ciry of Renton, WA The project is 8.04 acres in size and incorporates seven parcels numbered 3223059123, 3223059148, 3223059273, 3223059344, and 6623400054; and a portion of parcels 6623400050 and 6623400053 (these parcels will be divided with a BL1�. All parcels included in the project area are zoned R-8. See Figure 1.1 for the Vicinity Map. The existing site consists of 2 single-family dwellings with gravel driveways and associated outbuilding structures. All structures on site will be demolished. The developable portion of the existing site is moderately sloped (slopes between 6-15%) and slopes down generally from the east side of the properry towards the west. At the west edge of the property, the site becomes very steep (15%+) and slopes down towards Panther Creek. The pervious portions of the parcels around the buildings are generally lawn, while there is significant forested area on the west sides of most parcels. See Fgure 1.2 for the Existing Site Conditions. The proposed 8.04 acre project site consists of 34 residential lots, 1 storm drainage tract, 1 recreation tract, and 1 open space/wetland tract All 34 residential lots will have new single-family dwelling units. Thirty-one lots will be developed first Three lots will be developed under a separate permit. The project area is zoned R-8 and the lots will be 4,500 sf average minimum in size. For access,the project will create a new intersection off 108'h Ave SE at the north end of the project site. There will be a cul-d�sac on the south end of the project. Additionally, there will be an access point to 108"' Ave SE created at the midpoint of the project site, through an access easement of the adjoining property. See Figure 1.3 for the Proposed Site Conditions. A stormwater detention pond located in the southwest portion of the site will be used to meet the projecYs stormwater detention requirements. The water quality treatment will be provided by a Kristar Perk Filter vault, which follows the detention pond. Additionally, there will be a stormfilter manhole to treat the bypass area in the northwest comer of the project which will be installed under a separate permit when the future three lots are developed. The detention pond will discharge to the west to Panther Creek, a well defined stream. See Section 3 for the Level 1 Downstream Analysis. According to the Geotech Report prepared by Earth Solutions NW, the site is underlain primarily by native soils consisting of inedium dense to very dense glacial till. Additionally, according to the USDA NRCS soil mapping service, the entire site is underlain by Alderwood Gravelly Sandy Loam (a till soil), which varies from 5-30%. See Fgure 1.4 for the Soils Map. Based on the City of Renton's Row Control Application Map,the project site is in the Flow Control Duration Standard (Forested Conditions) area. The project will be subject to Full Drainage Review per the City of Renton 2009 Surface Water Design Manual Amendments and the 2009 King Counry Surface Water Design Manual (2009 KCSWDM). The City of Renton 2009 Surface Water Design Manual Amendment and the 2009 KCSWDM will collectively be referred to as the°2009 Surface Water Design Manual�. I-1 PET�O�� n SITE � °"" �` , � ,� � VICINITY MAP NOT TO SCALE Fgure 1.1 Vicinity Map t-2 ___ ___ KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND PROJECT ENGINEER DESCRIPTION p��p�� Conner Homes Projed Name Greenleaf Phone DDES Pennit# Address ��108th Ave NE, Suite 200 Locatian Township 32 Bellewe,WA 98004 ��e 5 Project Engineer Brianne Gastfield, PE ��o� 23 ��y ESM Consulting Engineers,LLC Site Address 18655, 18647, 18819 8� 18825 Phone 253-838-6113 108th Ave SE, Renton,WA Part 3 TYPE OF PERMIT APPLICATIOM Part 4 OTHER REVIEWS AND PERMITS � Landuse Servioes ❑ DFW HPA ❑ Shoreline div� / Short Subd. I UPD Mana ement ❑ COE 404 g ❑ Building Services ❑ DOE Dam Safety � Structural M/F!Commerical / SFR RodceryNault/ ❑ FEMA Floodplain ❑ Clearing and Grading ❑ ESA Section 7 ❑ Right-of-Way Use ❑ COE Wetlands ❑ Other ❑ Other Part 5 PLAN AND REPORT INFORMATlON Technlcal Infortnation Report Site Improvement Plan (Engr.Plans) Type of Drainage Review Ful Targeted / Type(arcle one): Ful Mod�ed 1 (arcle): Large Site Small Site Date(indude revision Date(include revision dates): dates): Date of Final: N/A Date of Fnal: N/A Part 6 ADJUSTMENT APPROVALS Type(circle one): Standard ! Complex / Preapplication / Experimental/ Blanket Description: (indude conditions in TIR Section 2) N/A Date of roval: 2009 Surface Water Design Manual 1/9/2009 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes �7 Describe: Start Date: Completion Date: Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan: DUWAMISH-GREEN Special District Overlays: . Drainage Basin: B�CK RNER Stortnwater Requirements: ��a�ur�nnori sTiwnnRo�FoaesTm>r ensic wn�R Qu�mr cav�to� Part 9 ONSITE AND ADJACENT SENSITIVE AREAS ❑ RivedStream ❑ Steep Sbpe ❑ Lake ❑ Erosion Hazard ❑ Wetiands ❑ Landslide Hazard ❑ Closed Depression ❑ Coal Mine Hazard ❑ Floodplain ❑ Seismic Hazard ❑ Other ❑ Habitat Protection ❑ Part 10 SOILS Soil Type Slopes Erosion Potential ALDERWOOD 5%TO 30°�6 ❑ High Groundwater Table(within 5 feet) ❑ Sole Souroe Aquifer ❑ Other ❑ Seeps/Springs ❑ Additional Sheets Attached 2009 Surface Water Design Manual 1/9/2009 2 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESlGN LIMITATIONS REFERENCE LIMITATION!SITE CONSTRAINT � Cor+e 2—OfFsite Malvsis ❑ SensitivelCritical Areas ❑ SEPA ❑ Other ❑ ❑ Additional Sheets Attached Part 12 TIR SUMMARY SHEET rovide one TIR Sum Sheet r Threshold Discha e Area Threshoid Discharge Area: PANTHER CREEK name or descri tion Core Requirements(all 8 apply) Discha e at Natural Location Number of Natural Discha e Locations: Offsite Malysis Level: ,.1, 2 / 3 d2�9C�:��19,2013 Flow Corrtrol Level: 1 / 2 3 or Exemption Number ind. faali summa sheet Small Site BMPs Conveyanoe System Spill containment located at: Erosion and Sediment Control ESC Site Supervisor: �ohn Peterson Contact Phone: 425-646-9280 After Hours Phone: Maintenance and Operation Responsibility: Privabe / ubli If Private Maintenance Re uired: Yes /No Financial Guarantees and Provided: Yes o Liabili Water Quality Type: as�c Sens. Leke / Enhanoed Basicm I Bog (inGude faciliiy summary sheet) or Exemption No. Landsca e Mana ement Pian: Yes / No S ecial Re ulrements as a Ilcable Area Specific Drainage Type; CDA!SDO/MDP I BP/LMP/Shared Fac./None R uirements Name: Floodplein/Floodway Delineation Type: Major / Minor / Exemption one 100-year Base Flooci Elevation(or range): Datum: Flood Protection Faalities Describe:Na Souroe Control Describe landuse: �la (comm.�ndustrial landuse) Describe any structural oontrols: 2009 Surface Water Design Manual 1/9/2009 3 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control Hgh�se Site: Yes / o Treatment BMP: Maintenanoe Agreement: Yes 'Vo with whom? Other Drai Structures Describe:Storm Vault will be used for Water Quality Treatment prior to detention. StormFilter Manhole will be used for designated bypass area. Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTiON � Clearing Limits � Stabilize Exposed Surtaces � Cover Measures � Remove and Restore Temporary ESC Faalities � Perimeter Protection � Clean and Remove All Silt and Debris, Ensure � � Traffic Area Stabilization Operation of PermaneM Faalities � Sediment Retention � Flag Limits of SAO and open spaoe preservation areas I � Surface Water Cdlection � �ef ❑ Dewatering Control � Dust Control � Flanr Control Part 14 STORMWATER FACILITY DESCRIPTIONS Note: Include Facili Summa and Sketch Flow Control T /Descri tion Water Glual' T Descri tion � � Detention BASIC/POND ❑ Biofiftration ❑ Infiltration ❑ Wetpool ❑ Regional Faality � Media Filtration Basic/Stortnfilter ❑ Shared Faality ❑ Oil Control ❑ F�ow contra� ❑ spiu�onvo� BMPs ❑ Flow Control BMPs ❑ Other ❑ Other 2009 Surface Water Design Manual 4 1/912009 � �__ KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR} WORKSHEET Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS Drainage Easement � Cast in Place Vault ❑ Covenant � Retaining Wall ❑ Native Growth Protec:tion Covenant ❑ Rodcery>4'High � Tract ❑ Strudural on Steep Slope ❑ Other ❑ Other Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a avil gineer under my su 'sion, have visited the site. Actual site conditions as observed were inoorporat to this woricshee nd the attach Technical Information Report. To the best of my knowledge information pro ded re is a rate. �' ' 1�� s ed�ate � , � ; 2009 Surface Water Desigu Manual 1/9/2009 5 Figure 1.2 Existing Site Conditions 1-3 A PORTION OF THE SE 1/4 OF SECTION 32, TOWNSHIP 23N., RANGE 5E, KING COUNTY, WASHINGTON � , � , � � � � _ , � � -� • � Qae ox+n e� vu�nN � SEE RIGHT FOR i r-------_�� DEMPSTQ2 TASANI RODOLFO WM(ITNE ALLA �� II�� HEHIS WALTERJ � ��-� ��lEBROCK LESIIE M �pT CALVMI as�58som2o �, assssom3o �;� �se3oo�+0 � ,,�,i��y��o � ssso3omoo eesoaomio� a22aossxoz CONTINUATIOW . �N 53'43' 172.41: �� : �� _ I � �� .N E II f� �.'� � I \ � � I jl LEC3END � �, yz� '. � . � � \ � �, i � � �� . \ � � -;� 01'26'22' E �� t. . �� \ �, ,� `t. , ��. \ `�, .,.a\a�, \ � .f� �� + �, f � , ' I I �� % - � �\ • , .. I: -� �� -0 FFNCE BOJilO O 7F1ERiDNE PoLE � � � i � �� rn[HVDrawi �� PARCEL A � � I �+ '��.-,. �..,�� '� •� � � o c�aw+-�wK m < <, � ( %SE 186TH ST W., � � �� \ � *- . �� \t '. � �o•st�`�,�emir �.� ��.�• l �PARCEL B 1' PARCEL C �� '�� T I f �I � �� -�- � • �ee � � \' �.\�.-� \ `\ '� REC. 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' � `: �— .�,— ` "' a \ /� � 1J 7 U �R � * ; + I ROAD A � � i •...� ., _ , � , , �. _ _ — _ � ,y , � y .:�- ' i �---'_'-�' ` :: . � : :.:.:. . .... '. .. ..... . .i.. . '... ...- �—;` . ..._ � t i+oo�-' � ...�WETLAND E � �-�+-i� `#>.� + — - � � � � � \ * �-- -- - .� .. .. �-' �SWq � �-53' ��2i .�� 27+�5 FUTURE LOTS N9LL REQUIRE Z Z 1 WA7ER QUNJIY BMP PER CITY OF � '� R II . W RENTON DEYFLOPAIENT SfANDARDS. �TRACT E I I I 1 I � g � FUTURE LOT MFA H0.S BEEN J / (REC.AREA) 1 I SCALE: 1"= 40' � a ��o,� ��s,�w�a i � � � • ` � a � FLOW CONiROL BMP'S� THEREFORE � .. ....--� ::�:_ _ : :: . :.- �.�.�.:.� . . .: r.:�. � �.::::... -: �\.�':� I �I j � C \ NO ADDff10NAL FlAW CONTf20L 5 � � \ � " �- �0• Zo• o �o• so' � REWIRED. � ` �.� j � o , � �� 91 !; ! r � � / �. �\ �': �j �� 28 29 30 31 I I , � � • � \ R� I I I � LEGEND a ' <1 I r � I . II.I STA 3�+47.+1..85 ACACESS ESM`f. � — � f � .�� "�.� " TRACT D ` 'io�un�rc � I= sr 2s zz�r,o � _ � . � � . �o�o sroau orta►+ � ��j _` .� �� .X _ .� . k �� J � t PROPOSED S4NfTAR'!SENiER OQ � i .(OFENSP110El �yE� ; I = 5TA 56+3227 tO6TH AVESSE ' $ W � �_ p�PO�WATER MAIN ENSITIVE AREAS) I ( I ., . .r' r `,� .� � \ � . . . . . . . g . KOHR MICFiAEi. ..., . , .e � � h -�-wen.nNo a-. m . ' 3z23o59oee c� ntr'x � ' � �W a' �. r � O � -SfA.+Z53+65.�1967H AVE � � � I / � c�i � . : a � STORM NOTES: Q ( . " " . " " �1 Q :: i--.�__'------- J � �_�, .�_� � �: = STA ..5.74.��CUL-DE-SAC � .`t�� .�.�.F � 1. SMIGLE FWILY RESIDENCES AND QTHER IMPROVEAIEMS CONSfRUCTEO ON LOTS CREATfD BY iH15 SUBDMSION Z \ . . . . _ . �J _l�" �� YE JIAYI &CHI -.p MUST IMPLEMENT FLOW CONIROL BNPS. UNLESS W I \ . . . . ' ,� �1 �� MAN 3223059080 II �.�� -r CONSfRUCTED AS PART OF TH5 SUBOMSION. W � - :�I I � MDRESSEDE IN�E �DRiVNaGE PIAN SUBMRiID FOR � . . 12 I �� IMERCEPTUR DRtJN. SEE �`R SEE GRADING SIfEE7'S FOR" + 24 DEiAII ON SHEEf GR-04. I � �LICAENTIAL BS ILDAUD£ OR�A SM1q.E FMIIREVIEW WMEN v LOT DRAIN INFORMATON �� I � _�o� �� R6IDENTIAL BUILDMG PERMR FOR EACH LOT. _ � � ; — ROAD C � � _ —� � 1. f `� � � 2 SHALL BE OPERATE6 MAtrMFA1Nm AND I�Ff IN GOOD 1 ' 13 _ „'D� _ � ; ` REPAIR 81' EACH LOT OWNER. 1 � . -� - 3. STORM DRAINAGE AWNS SFWLL BE VIDEOED FOLLOWING � /..: e+oo i 7*w �-� INSTALLATION PER THE FOLLOWING PROCEDURE: ' : 1 � A) THE PRQIECT DEVEIOPER SHALL SUBMfT TO THE CRY � � '� 1 4 1�,�'. — — — — — — — — — — I �; 1}iE CCN MSPECTION VIDEOS AW WRIITEN �! REPORfS. THE CCN INSPECTION SMALL INCLUDE I T — I � ALL PRQIECT SfORM pRAIN UNES AND CONNECTKiG � . .. . ... ...... �— � � �I `: CATCH BASIN AND MANHOLE STRUClURES THAi ' WILL BECOME CfTY OWNW/W�RAINED AND ALL '.i � PRNATE 8 INCH DIMIEfER pR LARGER DRAIN LNIES tf �- g#�- } 3 AM� CONNECTING CATCH BASIN AND WWHOLE I . \� - ,�{ SfRUCTVRES. SA1D VIDEOS ARE TO BE IN COLOR \ `�' ,2y =•.;:� . �'��:� MA COMPAiIBLE WIfFi THE CfTYS VIEYANG/WD I� BLE � RECORDING SYSTF]dS. THE CRY WILL ONLY ( I 15 ��0 22 23 ', nccepr vfuEo sue�rtrus on co oR ow niar is � 1� —� F�� , �� .� f ,�,� �, �,��o ��o Pu,� �,.� u� '�c�N`,�, h t NDEO F1lE FORMA'h /�ND IS COMPATIBLE MlITH � '�i �� I .. c GRWJf1E XP. THE V1DE0 SHALL REFERENCE FJ�H 17 'Lj�a -! 3 PROJECT ORAMI PIPE SEGAIENT TO 7HE UPSTREAM � I \\ t\��`�\\�`� 16 — I �� `—— �_J DETAILC O�SHEEf GRSO4. I� SOWN (ANDS ID�ENTiFlEO)NON THE APPROVFD � : _; �.y�`\S,�,��_``�- � — � — -��-- --------- �__ . B) 7HE OOSfS INCURRm INNMAKING THE INfT1AL CCN ( � �,\ �� \ i0 J � �° 4 � . INSPECTION SHAtl BE BORNE HY TNE PRQIEC7 `, i / .. .$"� �� DEVELOPER. THE DEVFlOPER SHN.L BEAR ALL �LANDB I �� \ \` ` I �. 1 ^��--7-- :- COSTS WCURRED IN WRRECTING MJY DEFlCIENCIES I . � \ \ \ / ,.�. �i P � � FOUND DURING CCN INSPECTION. INCLUDfNG THE J .I. - I � � � �\ �� , � ,',� �� Q/� � � COST OF ANY ADDITIONAL CCN INSPEC710N. � �� I / EXFlL7RA710N TESTING OR AIR lESTING THAT MAY \ BE REQURIED BY T1iE CRY TO VERIFY THE ` I J � TRACT C �� b� � c rHe��i�aEa�s�i aE�EPowne� Foa nu .i / (STOftMWATER) \� I � � ) � `— �/ (1?EMP POND=PERM POND I COSTS INCURRID lN THE CCN IMSPECTION �/ / �� \\ - �� `\\ ` I 19 AZO J �`��_ ; DEVE�MED SOIFLY FOR THE BENEFfT OF THE � � VIDEO TO BE PROVIDED TO CRY INSPECTOR. jr— l %L �II ' � �/;' � ,1' �8 ' �� 8. PRON�E ETHAFOA►A PAD WHEN VERTICAI SEPARATION IS .� � �„>_....,..: g. . LESS T}ihN i F00T. W ETLAND C ��I'� I \� I � �,� \ — � � � / 1`:"c��c' � � / � I � �".� :::'. . /I \`\ � � TRACT B � �' 3 \�\\� �' I ST"E"`'"�� " �s � c�cKW FOR ca�awwce ro crtv sr,wauios � �y_ � � �� ' I � � WETLAND D I a j � � � i �' �� .�`: I �I K ' G�NeL�•��EN ��IE�1!I�I � s o owr arw.o s � � t•.�o, "�'�,:•�«, CIN � GREENLEAF �9✓�/�� ry;,,�,.,,w^„�'o = ��,�t, a ��o � COMPOSiTE UTILITY PLAN w:w«+�o:y:�..Y�,�, .�.,,...�.�om �-ra�- � �� °—., � � � � RENTON � 81� � '�• " � ^a.a� � � �w+w ��,0 ♦ IfYLM 7U9fR�L � en.f—Irnc �T� Plonning/Bu"ildins/Public Works Dept. �-oi � I1�IM IMdM�01ld LM�aI.h111K r.��am�oe�. �tnaatwu ESM JOB �258-044-013 N0. 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Acre4 in AOI `: �Percent of AQI .�:��r AgC Aldenvood graveNy sandy bam, 14.3 85.5% 6 to 15 percent slopes AgD Aldenwod greveMy sandy loam, 2.4 14.596 15 to 30 percent slopes Totals for Area of Irnerest 1 B,7 100,p•/, Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area.The map unit descriptions,along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas.A map unit is identfied and named according to the taxonomic classification of the dominant soils.Within a taxonomic class there are precisely defined limits for the properties of the soils.On the landscape, however,the soils are natural phenomena,and they have the characteristic variability of all natural phenomena. Thus,the range of some observed properties may extend beyond the limits defined for a taxonomic class.Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic ciasses.Consequently,every map unit is made up of the soils or miscellaneous areas I for which it is named and some minor components that belong to taxonomic Gasses other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management.These are called noncontrasting,or similar, components.They may or may not be mentioned in a particular map unit description.Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management.These are called contrasting,ordissimilar,components.They generalty are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identif'�ed by a special symbol on the maps. If included in the database for a given area,the contrasting minor components are identified in the map unit descriptions along with some characteristics of each.A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions,especially where the pattem was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data.The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements.The delineation of such segments on the map provides sufficient information for the development of resource plans. !f 10 Custom Soil Resource Report King County Area, Washington AgC—Alderwood gravelly sandy loam, 6 to 15 percent slopes Map Unit Setting Elevation:50 to 800 feet Mean annua!precipftation:25 to 60 inches Mean annus/airtemperatu�e:48 to 52 degrees F Frost-free period: 180 to 220 days Map Unit Compositlon Alderwood and similar soils:95 percent Minor components:5 percent Description of Alderwood Setting Landform:Moraines,till plains Parent material:Basal till with some volcanic ash Properties and qualities Sfope:6 to 15 percent Depth to restrictive featune:24 to 40 inches to densic material Drainage class:Moderately well drained Capacity o/the most limiting layer to trensmit water(Ksat):Very low to moderately low(0.00 to 0.06 in/Fv) Depth to water tabte:About 18 to 37 inches Frequency of flooding:None Frequency of ponding:None Available watercapacity.�Very low(about 2.5 inches) IMerpreti�e groups � Farm/and class�cation:Farmland of statewide importance Land capability(nonirrigated):4s Hydrologic Soi!Group:B Typlcat proflle 0 to 12 inches:Gravelly ashy sandy loam 12 to 27 inches:Very gravely sandy loam 27 to 60 inches:Very gravelly sandy loam Mlnor Componenta Norma Percent of map uni� 1 percent Landfortn:Depressions Bellingham PerGent of map uni� 1 percent Landform:Depressions � Seattle Pement of map unit: 1 pe�cent Landfom►:Depressions Tukwlla Percent of map unit: 1 percent 12 Custom Soil Resource Report �andform: Depressions Shalcar Peroent of map unit: 1 percent Landform:Depressions AgD—Alderwood gravelly sandy loam, 15 to 30 percent slopes Map Unit Setting E/evafion:50 to 800 feet Mean annuaf pr�cipifa6on:25 to 6d inches Mean annua!air temperature:48 to 52 degrees F Frost-free period: 180 to 220 days Map Unit Composition Alderwood and similar soils: 100 percent Description of Alderwood Setting Landform:Moraines,till plains Panent material.•Basal till with some volcanic ash Properties and quatities Slope: 15 to 30 percent Depth to restrictive feature:24 to 40 inches to densic material Drainage class:Moderately well drained Capacity of the most limiting layer to transmit water(Ksat):Very low to moderately iow�o.ao co o.os�r,mr� Depth fo water fable:About 18 ta 37 inches Frequency of 1loodrng:None Frequency of ponding:Nane Available wafer capacity.�Very low(about 2.5 inches) Interpretive groups Farmland class�cation:Farmland of statewide importance Land capabiJity(nonirrigated):4e Hydrologic Soil Group: B Typical profile 0 to f2 inches:Gravelly ashy sandy loam 12 to 27 inches:Very gravelly sandy loam 27 to 60 inches:Very gravelly sandy bam � � I 2. CONDITIONS AND REQUIREMENTS SUMMARY Review of the 8 Core Requirements and 6 Saecial Repuirements This section describes how the project wili meet the 2009 Surface Water Design Manual's Core and Special Requirements. Core Requirement No. i Discharge at the Natural Location In the existing conditions, the site drains to the west, towards Panther Creek. A portion of the south parcel drains to an on-site wetland and flows offsite to the west, however it drains into Panther Creek. The proposed detention pond will discharge to the west corner of the site, which is the natural discharge location for the project site. Additionally, a portion of the northwest corner of the site will bypass the detention system and sheet flow into Panther Creek. Core Requirement No.2 Off-site Analysis A Level 1 Downstream Analysis was performed by ESM on September 19, 2013. See Section 3 for the offsite analysis. Core Requirement No.3 Flow Control Based on the City of Renton's Row Control Application Map, the project site is in the Row Control Duration Standard (Forested Conditions) area. See Section 4 for Flow Control Analysis and Calculations. Core Requirement No.4 Conveyance System The stormwater drainage conveyance system will be sized to convey the 25 year design storm event and to contain the 100 year design storm event. A detailed Conveyance System Analysis and Design is provided in Section 5 and Appendix E. Core Requirement No. 5 Erosion and Sediment Control The proposed project will include clearing and grading for the 34 single-family units, associated roadways, and pond area. The 2 existing units and their associated driveways and accessory structures will be demolished. Erosion and sediment controls wilt be provided to prevent, to the maximum extent possible, the transport of sediment from the project site to downstream drainage facilities, water resources, and adjacent properties. The Temporary Erosion and Sedimentation Control CTESC) Plans will be shown on the final construction plans and additional information is provided in Section 8 of this report. Core Requirement No.6 Maintenance and Operations The Operations and Maintenance Manual is provided in Appendix Core Requirement No. 7 Fnancial Guarantees and �,a�,��.; All drainage facilities constructed or modified for projects will comply �:�:�t�� t!�� i�n��n��. guarantee requirements is provided in the City of Renton Bond Quantities Worksheet in Section 9 of this report. Core Requirement No.8 Water Quality The site does not meet the requirements for enhanced treatment in the 2009 Surface Water Design manual, therefore Basic Water Quality treatment will be provided. Treatment for the pollution generating surfaces will be provided by a Kristar Perk Flter vault following the pond, and a stormfilter manhole for the bypass area. See Section 4 for more information. 2-1 Special Requirement No. 1 Other Adopted Area-Specific Requirements There are no master drainage plans, basin plans, salmon conservation plans, stormwater compliance plans, flood hazard reduction plan updates, or shared facility drainage plans for this project. Special Requirement No. 1 does not apply. Special Requirement No.2 Flood Hazard Area Delineation There is no 100-year flood plain associated with a large body of water (i.e. lake or stream) on the site or adjacent to the site. Special Requirement No. 2 does not apply. Special Requirement No.3 Flood Protection Facilities The project lies outside any pre-defined flood plain. Special Requirement No. 3 does not apply. Special Requirement No.4 Source Control The project is a residential subdivision and is not subject to this requirement. Special Requirement No.4 does not apply. Special Requirement No.5 Oil Control The project does not have a "high-use site characteristicn and is not a redevelopment of a high-use site. Special Requirement No.5 does not apply. Special Requirement No.6 Aquifer Protection Area According to the `Groundwater Protection Areas in the City of Renton" map,the project site is not in an Aquifer Protection Area. Special Requirement No. 6 does not apply. „ 3. OFF-SITE ANALYSIS Task 1: Study Area Definition and Maas Fgure 1.2 shows the existing site conditions. Fgure 32 shows the extent of offsite analysis and the downstream flow path from the site. Task 2: Resource Review • Row Control Map According to the City of Renton Row Control Application Map,the site is in a Flow Control Duration Standard (Forested Conditions)area • Soil Survey Maq According to the Geotech Report prepared by Earth Solutions NW, the site is underlain primarily by native soils consisting of inedium dense to very dense glacial till. Additionally, according to the USDA NRCS soil mapping service, the entire site is underlain by Alderwood Gravelly Sandy Loam (a till soil), which varies from 5-30%. See Fgure 1.4 for the Soils Map. • Kinq County iMa� According to the King County GIS Viewer (iMap), the project is NOT in any of the following areas: o Streams& 100 year floodplains o Seismic Hazard Areas o Coal Mine Hazard Areas o Wetlands Four wetlands were found and delineated on site, according to the Critical Area Report for Greenleaf, prepared by Sewall Wetland Consulting Inc. All four wetlands require a 25 foot standard buffer. In the southeast corner of the site there is a class 4 stream and an offsite wetland whose buffer is on site. Additionally, Panther Creek is a Class 2 stream that is off-site to the west of the project area that has a buffer that extends on site. o Landslide Hazard Areas According to the Ciry of Renton regulations and criteria for Landslide Hazard Areas, the west portions of the site (over 40%) are classified as a landslide hazard area (although are not mapped as such in King County iMap). According to the Geotechnical Report by Earth Solutions NW, the slope is underlain by glacial till, therefore the overall global stability of the slope areas can be characterized as moderate. Slope stabilization, erosion control measures, and buffer zones will be utilized. �-1 i o Erosion Hazard Areas According to King Counry iMap, a portion of the north section of the project is located in an Erosion Hazard Area. According to the Geotechnical Report by Earih Solutions NW, the planned development will not increase the erosion hazard at the site, provided appropriate Best Management Practices are implemented during the earthwork and development activities. • City of Renton 2009 Surface Water Manual Amendments According to Reference 11 in the City of Renton 2009 Surface Water Design Manual Amendments,the project is NOT in any of the following areas: o Aquifer Protection Areas o Groundwater Protection Areas • Road Drainage Problems None noted • Wetlands Inventorv Four wetlands were found and delineated on site, according to the Critical Area Report for Greenleaf, prepared by Sewall Wetland Consulting Inc. All four wetlands require a 25 foot standard buffer. In the southeast corner of the site there is a class 4 stream and an offsite wetland whose buffer is on site. Additionally, Panther Creek is a Class 2 stream that is off-site to the west of the project area that has a buffer that extends on site. Buffer averaging and mitigating is proposed for some of the wetlands, a wetland mitigation plan is provided under separate cover. • Migrating River Study None noted • Downstream Drainage Complaints There are no drainage complaints in the downstream flow path within the last 10 years. The project site will be releasing at the Row Control Duration Standards, Forested Site Conditions, and will not aggravate or impact any downstream flow paths. ' 3-? Figure 3.1 KCGIS Parcel Report/Environmental Hazards I_ � � 3-3 ��g�� King County Distrids and Development Conditions for parcel 3223059123 , Parcel number �2230�123 Drainape Basin Black RFwr --- ��t i .i�"� -- Addross 1�65610lTH AVE 8E — L��.� JurlWldlon RwMoe� � - j j ' �a�t .�� 2lpeode YlOSS PLSS S W-32-23-5 �� KroM MaP Wps !OI Latitude 17.43995 . . - -- — � 1 �. Thomee Oulds pepe 8t6 Lonpilude •122.19852 ! e Eledoral Districts RIfT�7-1201 _ _ _ Fin dieYiet de�s n�t a/�ly � — — ---- -- �y �s��2ss-�oos - s.wara�saia ao..n.e.� Congresafonal OisUlct o wee�a sew�►a�d soo.cn.r w.a.a s.w.r a.aKe Lepisletiva dlatrid � Parks 3 Rscroation district dw�nst ap�ly 3elad dietrld — Haspital dfatrld R�bRe No�pMY Dirlrlet Na 1 Seattle school board diatrid does not apply(not In S�pY) Rusl Ibrary dstrld 14ra110n0 Cwiqr I�e�ry�ratiw Dfstrict CouA ebctaal dialriet 8outl�wt Trtbel Lands9 Ne e K' n and desi nations - w►.�ek wNh)urtsdktlon .,a do.s wot apply � Nar _ _ �40 urn do�s not yply - Urban Faest Produc6on dlstrid? Ne doMnot�pplp Agriniltur�Pradudbndiatrict7 Ne Soos Cn�k de _ Coal mine hazarcfa� Nar mapp�d Nar nw�pp�d Erosio�hezard�7 YN 700.year1lood plaiiT Norw rn�pp�d Landdlde hmrds4 Na�e�mpp�d Watlands at thls paroal7 Norn m�pp�d Sslsmfchazarda7 No�m�pp�d Thia roport was generoted on 9l27/2013 3:36:55 PM Conted us at O 2010 King County � � � i � � � li �--; i � ; ��r King CouMy Districts and Developmerrt Conditions for parcel 3223059148 ParceF number ]22503914! Drainays Basin Black Rlver '' Addreas Met AvYahM � :� � Jurladiction Rw�fon �__ '.�� i :� � Zipcode 98055 PLSS SW-32-23•5 –� � . { � Krdl MaP pape 604 Latituda 47.434Y2 - �. .. Thomas Gulde pege 6t6 Lonpfhide •122.1i77Y N � � -- ' f ��;; — --- -- � Electoral Disbicts �� wrr as�zoa Fln.a�c do.s no�a�, — Dbtrict S, Walsr district do�s eol ap�ly (206)296-1005 e�,ef�� «��r Congrasslonal district Y yy��gawer diatict Soos Crs�k W�br i bww�District LeglalaWe distrid � parka 3 Reaeatlon district do�s nol ap�ly ScAod�strict � Mospltd district P�ic Na�pMal 0i�blet No.1 Seattle sclad board diatrict do�s not aPP�Y(not In EaMN) Ru�l library distrid IO�aI qiy Cou�Y�Y� District Court eleetoral dislrict BoWwast Tribal Lenda7 Ms B King CounN plaminB and designations � �.on.a�wm,�,n.a� ao..�.� Men. — Ne —— um dos ad�p�ly — Uiban — 710 doM not pply do�s net�pply Soos C1Nk Forest Producfon d strld7 Np Coal mine hazards9 Non�m�pp�d ApricutWral Productlon district? No Erosion hazards9 Norn m�PP�d ��+�PP� Landslide hazards7 �Nar rtrpp�d 100-year tlood plain? Nor»�pp�d Seismic hezarda? Non�m�pp�d Wetlends at thfa peroel? Noe»wrpp�d Thls repoA was Benereted on 12/4/2013 3:04:43 PM Contact us at 02010 King Counry I ��Y King County Districts and Devebpment Conditions for parcel 3223059273 — -_ _ Prroel number ]223U5l273 Draina{�e Basin Black Rlver � �� —^�^ Address 1l647106TH AVE 8E �� , � 'a -�-1 Jurisdictlon Ib�Mon - � � * ; . '�.54,° Zipoode YlOSS PLSS——-- SW-32-23-6 �� _... ..:.,�� r --- - _.,r,�... p Kroll Map page 604 Letitude 17.41192 Z r�� +� ; _ ; Thomea Gufde pege i!6 Lonpilude -022.1Yb04 �-y4� .��' i - - - e Electoral Districts � RNT 5�-1404 Fke dfstrkt do�s nd apply —�� Dbtrict 5, Wate►dletrict do�s not�ppy (206)7BB•1005 -- Sewer distrlct de�s ne!�pply Congre�abnal tlistriet 9 Webr 8 Sawer distrid aoos Crosk Wdar 8�wer Distrkt Leplalative distrid E Parks 8 Recrearion dbtrid ros not�pply Schooldistrict � HospHeldistrid P�eHo�oOlDYtktNo.1 Seattle achool boerd distrid does nat�pply(nol ln Ss�UM) Rural Iibrary distrid IOwal IOAY Gp��Y� Distrid Court alactoral distrkt Soutt»ast Trlbal Lands7 Mo � King County pla�n�g and desiqnations � _ _w�.a,.a�wu,w�.aiwon eo..nnc.�„ �� —�» � xo � —- um do�s nd aNly � lhb�n Faest Produqion dlstrid� IN �/as�ol�pply Apriwltural Production distrid7 lie 800s C»Nc Ms Coal mine hazards7 Non�mapp�d Norr mapp�d Erosion hazards? Nons m�pp�d 100-year Ibod plain7 Hons m�pp�d Landslide hazerds? Nom m�ppW Wetlands at this percel? None nppp�d Selsmic hezerda7 Non�mapp�d This report was Qenereted on 9127/2D13 3:29:43 PM Contact us at O 2010 King Courrty � �IOr�H Casrtr King County Districts and Devebpment Conditions for parcel 3223059344 Parcal number 8223059344 Draina{�e Basin Black Rfvor �� \� - --- < `--------1=- - 0 �._- Addreas Not Avalrbb - a��> 1`.'�'=�:`^ Jurisdidfon Ihnbn - � ': . '-ri I�i �".� 4.:�`�l;i Zlpcode aeess PLSS SW-32-23•S �. }r ,� ti� �_. _ ? �� , ,+ T� T FGOI AAap page 604 Letitude 17.4716� ��I " Thomas Ouide paye 6tE Longitude -742.19lE4 �� i _ _ -- -- � Electoral Districts � - RMT 711204 Fire dls0lct do�s not�pply -- -- Obtriet S, Weter dietrict ders net�pply . (206)ZYa•7005 Sewer diatriet dws not apply__ Congressbnal disVict 9 Watar 8 Sewerdistrid 800s Crwk Wabr i SewK dsMct LepfNative diatrict � Parks 8 Recreetbn district do�s nd�pply Schod distrid � Hospitel dlnMd P��c No�pNal OYbfef M�.1 saeme scnoa noab d�sa�e ao.s no�a�py�not�n s..ws� w,rai iinr�y d�c �iaw��r�� olsVfa coun elecmra�disa+a sounN.st Trinm LandsT wo e Ki Coun lann' and des' nations � n�.a�a��n w�.a�o� ao.s�et.�r ._. � ry Mo.. � s10 - wn do�s eaR�/pll - UrWn Faest Protluctlon distrid7 IN do�siwlappy AgriahuralProducUondisirid7 No Soos CrNk � Coal mirro hazardaT None mapp�d Nar mapp�d Eroaion hazerdsT Yn 100-yearflood plain? Nar m�pp�d Landsllde fiazerda4 None rtupp�d Wetlan�at tAis parcalT Nom mapp�d Seismb Mzerda7 Nons mapp�d -- Thla report was genereted on 9/27l2013 3:30:53 PM Conhct us at C 2010 King County ' I ��co�► King County Districts and Development Conditions for parcel 6623400050 _ _--- _ - Parcel number 6623400050 Dralnage Basin Biack River � � * i .• ,' Adtlresa 18a19108TH AVE SE � --- —_ F-- �, _ />'�R ' � Juriedidion R�rNon � �� ., . ` ` • �`�r r v � , � -+.�">�t9• .. Zlpcode 96055 PLSS SW-32-13•i '�s�- _,� Kroll Map pape 804 Lat�ude 47.43595 '�� T +.�_,�� Thomas Gutde pape 666 Longltude -722.79815 � `. � � " ,'"'+1`� B Eledoral Districts - --- - -_ ___ — ---- — — ----- RKf�-1204 Fire disa�t dws not appy _ _ _-- - District 5,� Water dist�t dws nst apoly (208)298•'1005 - g��diatrid do.s noe appiy Congressfonal diatrid 9 Wa�3 Sewer df�trict 800s Croek Water 3 Swisr Distrid Lepisletive dletrict � Parka 6 Recreatlon dishict dou not apply --- - - School distrid — Floepital dlstrict P�Ik Hosplfai pbU7ct pp,7 seauie scnooi board d�go-i� doss na apa�y Inoe in se.ms� Rural IErary dlstrld r�ann��h�r�� Distric[Court electoral tlistrld So�Misast Trlbal Lands7 No g Kin�County anni �d desi nations — w►,a�.ck win��u�sa�ct�w, eo..ea.vny - — M�. � Mo um �� — �� — - ---- � 340 do�s not apOly doN�at applr 9oos Cresk Forest Fr�uction dishiCYJ Mp Cosl mine hazerds7 Nons m�ppsd Agriwitural Produc6on distrld7 No Eroaon hazards9 Non�m�ppad Norr mtpped Landalide hazarde? None mappsd 100-year flood piain9 None mapped Seiamic hazarde? None rtrpped Wetlands at this parcelT None mapped This roport was generated on 12/4/2013 3:00 49 PM CoMact us et �2010 Ki�g Count}� �K''^g C°�'ntY King County Distrids and Devebpment Conditions for parcel 6623400053 Pereel number E623400055 Drainape Besin B4ck Riwr ' � ,�,oeTM�vE sE � _ �� y 1 ��_'�, �___� Zlpcode YE055 PLSS SW-32•23-5 �� { �u M�� ea �eac�aa �t.u�a -— - � f ThomaeDuidepays i8i Lonpitude _-122.1Y8�2 ��w e Eledoral Districts -- -- —- - —-- - - - - —--- - - — - _ — aKr u-�za Fre dra� _ ao..�a+4py District 5, Weter dls6ict dws ea/�pply (206)2�8•1�05 " Sew�ar dbtrld do�s nd�pply Congreasional distrid ! yyepx;Sews�dishid Soos CrNk Wabr i�r Dlshlct Lepieletive dlatrfct � P�rks 8 Recroatld�dishkt do�s net apOly Schod dktrlct — Hoipifel disfrid P�b�c Flo�ptal Oitltid Mo.1 saecne senooi eoard d�aeice ao.s na�nnh(��u�) �,�ai irorary aisa�a w.a�a.v��r�r� Distrid Court Mectaal aatrict Soutf�st Tribel Lands9 No _� King County planni and desi natio�s � ru,d»a��n,�►uaw� ao...e�.�r�r - � Mo,,. � aaa � um de�s not�PMU — Ur6an Forest Production distrid7 No doMndappiy AgriculturalProdudiondiatricf? No Soo�Cn�k Ne Caal mine hezards? None m�pp�d ��PP� Erosion hazards7 YN 106-year flood plain? Norr nrpp�d Landatide hezaMs7 Mar mapp�d Wetlends at thia parcal? Norr m�pp�d Seiamichazards? Nonemapp�d — TAis repatwas generated on 9l2712013 3:38:50 PM Contacl us at O 2010 King County ��H�Y King County Distrids and Development Conditions for parcel 6623400054 Poreelnumber 6625400054 DralnageBasin BladcRNer "'�`�_ _ — �� , - --- Aedreaa Not Avall�w� � _ �a+r7M�1 : �`-,•-1 Y: -.�►' ,hirledsdion 1wlon �_ �_ � ,.� i,.'r`.!f Zipeode Y�OSS PLSS SW•32•23•5 � 17�� ;� ��.., • �L Kmll MaP pags 604 L�tNude 47.43347 Thanea Ouide pape b�b Layltude •122.1Y961 - • � �`�'�� Electoral Distric�s � ItlfT 711204 Fis dfstrk:t do�s net aqplr _ Dktrict S, Water dlatrk:t do�t eat apPly (208)296•1005 Sewer dishid do�s nd ap'ly — Conpressional district f yy�br 8 Sewer distrkt Soos CrNk Wabr i S�w�r DfNriet Lsylalatiw dfstrlct � Parks 8 Rxroation dlatriq do�s not apply Schod districl — Hospihl distriet PubNe XwOkd DiMeld Nw 1 Seattle achool board dfahid doa�ot apply(�wt in�wftb� Rurel Ibrary distrid R�rd I�Y Co�rMf�Lbrary�/+Iwi Dislrict CwA Nedual district Soutl»ast Tribal Lands4 No e King Courxy planrung and designations — NA.dndi wNh Ju�tdleuon eo.s sat a�plp Me�� 3�0 — un doN net aNly — Urban forest Ptoduction distrid? No do�s net a�ly Aqrlaittural Production district� Me Soos Cn�k Ms Coelminehezards7 No�mapp�d Narm�pp�d Eroeion Aa�rda7 Yp 100-ya�r flood pain? Non�mfpp�d Landslfde haurds9 Non�m�pp�d Wetlands at this parcel7 Nons mapp�d Saismic hazards? Na�s mappad -- This report was generefed on 9l27/2013 3:37:54 PM Contact us et m 2010 King Couny Task 3: Feld Inspection (Level 1 Inspecdon) A Level 1 Downstream Malysis was completed by ESM Consul�ng Engineers on September 19, 2013. The project is located in the Panther Creek Subbasin. The properiy directiy to the north of the project site is fully developed, with a combined water quality/detention pond. No ofisite runoff is anticipated to enter the project site from this development At the south boundary of the site is WeUand D and a small stream, runoff from the south part of the project site enters here. No offsite runoff irom the south is anticipated, as it will be intercepted by the small stream. 108"'Ave SE is a fully developed roadway with curb and gutter,catch basins,and piped storm drainage. Although tfie road � sits higher than the east portions of the site, all runoff from the road is captured by this storm system and conveyed elsewhere. There are three parcels and a portion of another that are in between the project boundary and 108"' Ave SE These parcels will drain onto the project These areas will be captured and routed to the proposed detention pond. This flow will not be detained, but will be treated for water quality. Task 4: Drainage Description and Problem Descriptions According to iMap,the entire project site is in the Black River(King County WRIA#9) basin. Black River is located to the northwest of the project site, and is tributary to the Duwamish Waterway. In general, the site flows irom the east to the west The low point of the site is located roughly in the southwest portion of the site. The existing site sheet flows to the west and discharges to Panther Creek, or to the small stream at the south boundary of the project which is tributary to Panther Creek Panther Creek is approximatey 40'vertically bebw the project site. Once in Panther Creek, the flows continue to the north in a well defined stream. Due to private properiy, fences, and elevation, Panther Creek was not able to be observed downstream. However, Panther Creek is a large, well defined channel, with no anticipated drainage problems, The proposed project will discharge to Panther Creek at a lower rate than currently � existing. It will match the historic predeveloped flows (Flow Cflntrol Duration Standards, Forested Site Conditions), which are till forested conditions. The current site is about half lawn, 2 residences with associated outbuildings, and gravel driveways, therefore it is currenty discharging more than historic predeveloped flows. Task 5: Mitigation of Existin�or Potential Problems All runoff from the site will be collected in a piped stoRn system and directed to the proposed stormfilter vauft/detention pond. From there, runoff will be discharged at the Flow Control Duration Standard (Forested Conditions) into Panther Creel�to the west 3-4 i Task 3: Feld Inspection (Level 1 Inspection) ' A Level 1 Downstream Analysis was completed by ESM Consulting Engineers on September 19, 2013. The project is located in the Panther Creek Subbasin. The property directly to the north of the project site is fully developed, with a combined water ' qualiry/detention pond. No offsite runoff is anticipated to enter the project site from this development. At the south boundary of the site is Wetland D and a small stream, runoff from the south part of the project site enters here. No offsite runoff from the south is anticipated, as it will be intercepted by the small stream. 108"' Ave SE is a fully developed roadway with curb and gutter, catch basins, and piped storm drainage. Although the road sits higher than the east portions of the site, all runoff from the road is captured by this storm system and conveyed elsewhere. There are three parcels and a portion of another ' that are in between the project boundary and 108'h Ave SE. These parcels will drain onto the project These areas will be captured and routed to the proposed detention pond. This flow will not be detained, but will be treated for water quality. Task 4: Drainage Description and Problem Descriptions According to iMap,the entire project site is in the Black River(King County WRIA#9) basin. Black River is located to the northwest of the project site, and is tributary to the Duwamish Waterway. In general, the site flows from the east to the west. The low point of the site is located roughly in the southwest portion of the site. The existing site sheet flows to the west and discharges to Panther Creek, or to the small stream at the south boundary of the project which is tributary to Panther Creek. Panther Creek is approximately 40'vertically below the project site. Once in Panther Creek, the flows continue to the north in a well defined stream. Due to private property, fences, and elevation, Panther Creek was not able to be observed downstream. However, Panther Creek is a large, well defined channel, with no anticipated drainage problems. The proposed project will discharge to Panther Creek at a lower rate than currently � existing. It will match the historic predeveloped flows (Flow Control Duration Standards, Forested Site Conditions), which are till forested conditions. The current site is about half �, lawn, 2 residences with associated outbuildings, and gravel driveways, therefore it is currently discharging more than historic predeveloped flows. Task 5: Miti4ation of Existing or Potential Problems All runoff from the site will be collected in a piped storm system and directed to the proposed Kristar Perk Flter vaulUdetention pond. From there, runoff will be discharged at the Row Control Duration Standard (Forested Conditions) into Panther Creek,to the west. 3-4 Figure 3.2 Offsite Analysis Downstream Flowpath ;_; �l�►oL� weeulsun►►o�]$1�4�d ell�10 Z'E eunB� ` ��s� � ' 'L � �� _� � q0' ; ; � V . . .._ '�+b:��ws��► '� '� �.:.. � ' � T�• r� ;� _ �A � ` �._.... 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Z ' ✓ �•� t+��. �� ,}�.N� 56T i �L►•' 1.� - `t '�4��.} .� `j��e. � �Z t1 j� .�. . /� 't � ��; _ S�f � t �.i � .`� - � . /f � �r• �^Yh �� . r+ � 4 X <*� � t 5�� XiJ �y't. ��, l i .* �i'.. ? �'` �5�. rx ,4 ,/�i f� � x�'��.�t�,F�i+Y1�7"�t�ir�3�t��.�'J Y. .-+t ^,��4�'� '' � y_;y"�� c�'ti�, t V ,�s`�'�}'t� :�{ ��y,y, �7, A� �`,. :�t�rr'. ! a.�.� J!'�� . �� '�. . EA�.h ^f ..Y 7 a�-1". . Photo 16. E�asting stamwater pond in Yista Ridge(edjaoent prnject t�the north), 4. FLOW CONTROL & WATER QUALITY FACILITY ANALYSIS AND DESIGN 4.1 Existing Site Hydrology The existing site consists of 2 single-family dwellings with associated gravel driveways, along with a few detached structures. All structures on site will be demolished. The developable portion of the existing site is moderately sloped (slopes between 6-15%) and slopes down generally from the east side of the property towards the west. At the west edge of the properry,the site becomes very steep(15%+) and slopes down towards Panther Creek. The pervious portions of the parcels around the buildings are generally lawn, while there is significant forested area on the west sides of most parcels. According to the Geotech Report prepared by Earth Solutions NW, the site is underiain primarily by native soils consisting of inedium dense to very dense glacial till. Additionally, according to the USDA NRCS soil mapping service,the entire site is underlain by Alderwood Gravelly Sandy Loam (a till soil), which varies from 5-30%. Till soils are incapable of infiltration, therefore Till soils are used in the KCRTS model. To meet the Ciry of Renton's Row Control Duration Standard (Forested Conditions), the entire predeveloped area is modeled as Till Forest. Approximately 1.45 acres of upstream area drains onto the site from the east, in between the project site and 108m Ave SE. See Table 4.3 TABLE 4.1 Pre-Developed Tributa Area SUBBASIN TOTAL AREA T1LL FOREST (Ac) (Ac) Greenleaf 8.04 8.04 TOTAL 8.04 8.04 4.2 Developed Site Hydrology The project will create 34 single family lots with associated roadway, sidewalk, driveways, roof areas, landscaped yards, and a combined detention/water qualiry pond. All 34 lots will have new single-family dwelling units. Thirry-one lots will be developed under the current permit application.The remaining three lots will be developed under a separate permit Building rooftops and impervious areas (driveway, porch) were estimated as 65% impervious, which is 10% below the maximum impenrious area (75%) allowed by the City of Renton Zoning Code 4-2-110A for R-8 zoned lots. The 10% reduction in impervious area satisfies the impervious Lot BMP requirements. The detention pond is located in the south western comer of the site. The detained runoff will be discharged to the west to Panther Creek, a well defined stream. There are 3 parcels and a portion of a parcel that are between 108�' Ave SE and the project site. These areas will be captured and routed to the proposed detention/water qualiry pond. These areas will not be detained, but will be treated for water quafity. �-� TABLE 4.2 Developed Pond Detained Area SUBBASIN TOTAL IMPERV. T1LL AREA AREA(Ac) GRASS (Ac) (Ac) Greenleaf 7.44 3.62 3.82 Offsite Area 1.44 0.34 1.10 TOTAL 8.88 3.96 4.92 TABLE 4.3 B ass Area SUBBASIN TOTAL IMPERV. T1LL AREA AREA(AC) GRASS (Ac) (Ac) B ass Area 0.60 0.52 0.08 TOTAL 0.60 0.52 0.08 See Fgure 4.1 for a visual representation of the Developed Tributary Area. 4.3 Pertormance Standards Performance Standards for flow control design use the KCRTS Methodology with hourly time steps as described in Section 4.4 below. Runoff files for the existing, and proposed conditions were created using the historic KCRTS time series data sets for the SeaTac Rainfall Region with a Correction Factor of 1.0. The site requires basic water quality treatment. The stormwater water quality for the thirty- one lots proposed to be developed under the current permit application will be satisfied with a Kristar Perk Flter vault, which will follow the detention pond. The three future lots in the northwest comer of the site will be treated with a stormfilter manhole to be constructed under a separate permit when the future lots are developed. 4-2 4.4 Flow Control System The detention pond was sized per the requirements in the 2009 Surface Water Design Manual. Per the Ciry of Renton's Row Control Application Map,the project site is in the Flow Control Duration Standard (Forested Conditions) area This standard requires the site to match the durations of high flows at their predevelopment levels for all flows from one-half of the 2 year peak flow up to the 50 year peak flow. The offsite flows being routed through the pond are not subject to flow control,therefore the offsite flows will be added to the predeveloped and developed flows. Predevcombined = predev(onsite) +offsite flows Devcombined = dev(onsite) +offsite flows The target flows are calculated as follows: 50% 2 year: 50% of the 2 year from predev(onsite} + offsite 2 year 50 year: predev 50 year+ offsite 50 year The pond's inflow will be modeled using the devcombined time series and the pond's outflow will be the rdout time series. This rdout time series will match the Row Control Duration Standard (Forested Conditions). KCRTS v6.0 was used to design the proposed pond. Procedures and design criteria specified in the 2009 Surface Water Design Manual were followed for the hydrologic and hydraulic modeling. The KCRTS pond sizing output is included in Appendix A The KCRTS output models the required detention volume as 65,115 cubic feet of storage, with 8J5 feet of detention. The proposed pond provides 69,004 cubic feet of storage,which , results in an approximate construction/safety factor of 6%. , 43 Fgure 4.1 Pond Existing Tributary Area Map 4� VISIONS I M�E 6Y � � I GP�M�IIl�fP�/. J ....._ '.__.. .._..._ _._._._. ....... •..��...... I �C�� TASPNI RQpOLFOI ENIKITINE ALLA' � ' N1EIN5 WALIERI ( TEBROCK�LESLIE M � BKENT CALVIN GRIB DWB�IC� I �� 8956500120 � 8956500130 �I 6956500140 8950300090 8950300100 �. 8950300110 �23D59202 y�0` � '. .� N b9'S5'43' E 172A'I' � �� 7 855343 E �43.9» � # r ow rtr: r wm re¢ �� K � .�� - :=------�__ �,�,��.;• E f � +.�a' f j � e� SEE RIGHT FOR - n � � � PARCEL A � I �• CONTINUATION �� /�'� _ � ��o�se�R�u�M PARCEL B �� PARCEL C w �� I ��, I \ �{ � � / �� 1� REC. 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The stormfilter manhole sized by Contech will be sized using the bypass KCRTS peak file and will be installed adjacent to the future three lots within the Greenleaf project boundary and outside of any sensitive area. Specific location of stormfilter manhole will be determined during the permitting of the future three lots. The Contech sizing sheets are included in Appendix D. 4-5 5. CONVEYANCE SYSTEM ANALYSIS AND DESIGN A conveyance analysis was perfoRned for the mainline storm drainage systems and the rooftop conveyance systems. The StormSHED results provided in Appendix E demonstrate that the pipe networks function per the requirements of the 2009 Stormwater Manual for peak storm conveyance. The proposed conveyance system's parameters are as follows: Backwater was analyzed using StormSHED 3G proprietary software, using the rational methodology to analyze each sub-basin area. The project is not located near a location with an IDF curve table created,therefore the IDF values for Seattle are used. The outlet system was sized using a fixed flow of the 100 year, 15 min developed storm,to model the maximum flow rate possible through the pond outlet structures. Developed Land Uses used: Lawn (c=0.25) Pavement and roofs(c=0.90) Rainfall Data Used: 25 year: 3.40 in 100 year: 3.90 in The time of concentration is set at the 2009 Stormwater Manual minimum, 6.3 minutes, to add conservatism to the system design. The system was designed to convey the 25 year storm with no capaciry or backwater issues. Additionally, the system was tested with the 100 year storm to determine that no flooding or backwater would occur,even with overcapacity in pipes. Naming Convention used in StormSHED: • Drainage basins are referred to as°Basins" • Catch basins are referred to as°Nodes" • Pipes are referred to as "Reaches" The StormSHED output is located in Appendix E and includes the following: • Conveyance Analysis Table • Contributing Drainage Areas Table • 25 year conveyance analysis • 100 year conveyance analysis 5-t 6. SPECIAL REPORTS AND STUDIES Following are the reports and studies referenced for the proposed development: • Geotechnical Engineering Repo�, by Earth Solutions NW, LLC, dated September 23, 2013. (Appendix B) • Critical Area Report for Greenleaf, by Sewall Wetland Consulting Inc,dated January 28, 2014. (Appendix C) 6-1 7. OTHER PERMITS The National Pollutant Discharge Elimination System (NPDES) permit will be prepared with the final constnaction plans. This project also requires the following permits: Building Permits Clearing & Grading Permits 7-1 8. CSWPPP ANALYSIS AND DESIGN The permanent Greenleaf pond will be used as a temporary sediment pond during clearing and grading, and until final engineering approval. For this calculation,the Phase 1 is assumed to be fully built out The total contributing area to the proposed sediment pond is 6.50 acres. STE PS: 1.) Obtain the discharge rate for the 2-year/24 hour(15-minute)developed storm. Total Area =6.50 acres Impervious Area= 325 acre Pervious Area= 3.25 acres Forest Area=0.00 acres �2-15 mIn= y.55 cfs (calculated using KCRTS) 2.) Determine the Surface Area (S� required at the top of the pond with 1' of freeboard. SA= Q�a1s min �2080) = 1.55 * 2080 = 3,224 Sf Minimum pond surface area is 3,224 sf.(7,040 qrovided) 3.) Sizing the Dewatering Mechanism: a.) Principal Spillway(Riser Pipe) The diameter shall be the minimum necessary to pass the pre-developed 10-year, 24-hour design storm. Use Fgure 5.3.4.H (KCSWDM) to determine this diameter(h = one foot). (�,o=0.326 cfs Per Fgure 5.3.4.H, the minimum riser diameter is 10 inches to convey this flow rate. However,a 12n riser pipe will be used. b.) Emergency Overflow Spillway The emergency overflow spillway shall convey the 100 year, 15-minute developed design storm. Minimum spillway width (W) is 6.00 feet. 1) Determine minimum spillway width: W = Q'°"-'Sm`n _2.4H (Equation 5-3 from KCSWDM) (3.21)(H 3��) Q�oo-�smm= 5.48 CfS (Calculated using KCRTS) I H = 0.50 ft 8-1 W = 5'48 –2.4(0.5) =3.63 fr � � (3.21)(0.53'') Use 6.0 feet for spillway width , c.) Dewatering Orifice 1.) Size the dewatering orifice (1" minimum diameter) per the following equation from the KCSWDM: A��Zh�o.s ' A° (0.6)(3600)�T)�go.s� Where: Ao= orifice area (square feet) AS= pond surface area (square feet) H = head of water above the orifice (riser height in ft) T= dewatering Time (T= 24 hours) g = acceleration of gravity (3,224)(2(3.5))0.5 � A° (0.6)(3600)(24)(32.20�5) A� =0.06sf 2.) Convert Orifice Area (Ao) to Diameter(D) in inches A� l D =24 —J � D=24 �0.0571 = 3.23in � � Use 3-3/8"diameter for the dewatering orifice. Per the KCSWDM, the perforated pipe shall be a minimum of 2 inches larger than the orifice sizes. Use 6"diameter for the perforated pipe. 4.) Sediment Pond Summary: Basin Area = 6.50 acre Developed Inflow 2yd24hr(15 min) = 1.55 cfs Pre-developed 2yd24hr= 0.201 cfs Surface area required = 3,224 sf Emergency spillway width = 6.0 ft 8-2 9. BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT The Bond Quantities is provided in this Section. Faciliry Summaries and Declaration of Covenant will be provided at a later date. � �� 9-1 Site Improvement Bond Quantity Worksheet S,5 Webdate 02/22/2013 � King County Department of Permitting & Environmental Review 35030 SE Douglas Street, Sufte 210 Snoqualmie, Washington 98065-9266 For alternate formats, call 206-296-6600. 206-296-6600 TTY Relay 711 Project Name: Greenleaf Date: 12/30/2014 �ocat�on: Renton, WA 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 Bond Quantity Worksheet.xlsx Report Date: 1/7/2015 Site Improvement Bond Quantity Worksheet S15 Webdate: 02/22/2013 Unit #of Reference# Price Unit Quantl A lications Cost EROSION/SEDIMENT CONTROL Number Backfill&com action-embankment ESC-1 $ 5.62 CY 1 Check dams, 4"minus rock ESC-2 SWDM 5.4.6.3 $ 67.51 Each Crushed surfacin 1 1/4"minus ESC-3 WSDOT 9-03.9 3 $ 85.45 CY Ditchin ESC-4 $ 8.08 CY 4555 1 36804 Excavation-bulk ESC-5 $ 1.50 CY 1 Fence, silt ESC-6 SWDM 5.4.3.1 $ 1.38 LF 1241 1 1713 Fence,Tem ora NGPE) ESC-7 $ 1.38 LF 3065 1 4230 Hydroseeding ESC-8 SWDM 5.4.2.4 $ 0.59 SY 29614 1 17472 Jute Mesh ESC-9 SW DM 5.4.2.2 $ 1.45 SY Mulch, b hand,straw, 3"deep ESC-10 SWDM 5.4.2.1 $ 2.01 SY Mulch, by machine,straw,2"dee ESC-11 SWDM 5.4.2.1 $ 0.53 SY Pipin ,tempora , CPP, 6" ESC-12 $ 10.70 LF Piping,temporary, CPP, 8" ESC-13 $ 16.10 LF Piping,tempora ,CPP, 12" ESC-14 $ 20.70 LF Plastic coverin ,6mm thick,sandba ed ESC-15 SWDM 5.4.2.3 $ 2.30 SY Rip Rap, machine laced;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 Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 $ 2,928.68 Each 1 1 2929 Sediment pond riser assembl ESC-19 SWDM 5.4.5.2 $ 1,949.38 Each 1 1 1949 ' Sediment trap, 5' hi h berm ESG20 SWDM 5.4.5.1 $ 17.91 LF I Sed.trap,5'high,riprapped spillway berm section ESC-21 SWDM 5.4.5.1 $ 68.54 LF Seeding, b hand ESC-22 SWDM 5.4.2.4 $ 0.51 SY Sodding, 1"dee , level round ESC-23 SWDM 5.4.2.5 $ 6.03 SY Soddin , 1"deep, sloped ground ESC-24 SWDM 5.4.2.5 $ 7.45 SY TESC Supervisor ESC-25 $ 74.75 HR Watertruck, dustcontrol ESC-26 SWDM 5.4.7 $ 97.75 HR WRITE-IN-ITEMS **** see a e 9 Catch Basin Filter Per STD Plan 216.30 Each 2 1 ESC SUBTOTAL: $ 65,097.00 30%CONTINGENCY 8 MOBILIZATION: $ 19,529.10 ESC TOTAL: $ 84,626.10 COLUMN: A Page 2 of 9 Unit prices updated: 02/12/02 Version: 11/26/2008 Bond Quantity Worksheet.xlsx Report Date: 1/7/2015 Site Improvement Bond Quantity Worksheet Webdate: 12/02I2008 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&Compaction-embankment GI-1 $ 5.62 CY 3500 19,670.00 14000 78,680.00 Backfill&Compaction-trench GI-2 $ 8.53 CY Clear/Remove Brush,b hand GI-3 $ 0.36 SY Clearin /Grubbin lfree Removal GI-4 $ 8,876.16 Acre Excavation-bulk GI-5 $ 1.50 CY 4100 6,150.00 16400 24,600.00 Excavation-Trench GI-6 $ 4.06 CY Fencin ,cedar,6'hi h GI-7 $ 18.55 LF Fencin ,chain link,vin I coated, 6'hi h GI-8 $ 13.44 LF Fencin ,chain link, ate,vin I coated, 2 GI-9 $ 1,271.81 Each Fencin ,split rail,3'high GI-10 $ 12.12 LF Filt&com act-common barrow GI-11 $ 22.57 CY �� Fill 8 com act- ravel base GI-12 $ 25.48 CY ' Fill&com act-screened topsoil GI-13 $ 37.85 CY I Gabion,12"dee ,stone filled mesh GI-14 $ 54.31 SY Gabion,18"deep,stone filled mesh GI-15 $ 74.85 SY Gabion,36"deep,stone filled mesh GI-16 $ 132.48 SY Gradin ,fine,by hand GI-17 $ 2.02 SY Gradin ,fine,with rader GI-18 $ 0.95 SY � Monuments,3'lon GI-19 $ 135.13 Each �i Sensitive Areas Si n GI-20 $ 2.88 Each Soddin , 1"deep,sloped 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 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"top course GI-27 $ 8.19 SY Wall,retainin ,concrete GI-28 $ 44.16 SF Wall,rockery GI-29 $ 9.49 SF Page 3 of 9 SUBTOTAL 25,820.00 103,280.00 Unit prices updated: 02/12/02 "KCC 27A authorizes only one bond reduction. Version: 11/26/08 Bond Quantity Worksheet.xlsx Report Date: 1/7/2015 Site Improvement Bond Quantity Worksheet Webdate: 12/02/2008 Existing Future Public Private 8ond Reduction" Right-of-way Rlght of Way Improvements , 8 Drainage 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 1000-2000 RI-2 $ 15.00 SY AC Grindin ,4'wide machine>2000s RI-3 $ 7.00 SY AC Removal/Dis osal/Re air RI-4 $ 67.50 SY Barricade,t e I RI-5 $ 30.03 LF Barricade,t e III Permanent RI-6 $ 45.05 LF Curb 8�Gutter,rolled RI-7 $ 17.00 LF Curb 8�Gutter,vertical RI-8 $ 12.50 LF 1920 24,000.00 Curb and Gutter,demolition and dis osal RI-9 $ 18.00 LF Curb,extruded as halt RI-10 $ 5.50 LF Curb,extruded concrete RI-11 $ 7.00 LF Sawcut,asphalt,3"de th RI-12 $ 1.85 LF Sawcut,concrete,per 1"depth RI-13 $ 1.69 LF Sealant,as halt RI-14 $ 1.25 LF Shoulder,AC, see AC road unit price RI-15 $ - SY Shoulder, ravel,4"thick RI-16 $ 15.00 SY Sidewalk,4"thick RI-17 $ 35.00 SY 1000 35,000.00 Sidewalk,4"thick,demolition and dis os RI-18 $ 29.50 SY Sidewalk,5"thick RI-19 $ 38.50 SY Sidewalk,5"thick,demolition and dispos RI-20 $ 37.50 SY Si n,handicap RI-21 $ 85.28 Each Stri in , er stall RI-22 $ 5.82 Each Stri in ,thermo lastic, for crosswalk RI-23 $ 2.38 SF Striping,4"reflectorized line RI-24 $ 0.25 LF Page 4 of 9 SUBTOTAL 59,000.00 Unit prices updated: 02/12/02 *KCC 27A authorizes only one bond reduction. Version: 11/26/08 Bond Quantity Worksheet.xlsx Report Date: 1/7/2015 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 Facilitles Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost ROAD SURFACING (4"Rock=2.5 base&1.5"top course) For'93 KCRS(6.5"Rock=5"base 8 1.5"top course) For KCRS'93, additional 2.5"base)add: RS-1 $ 3.60 SY AC 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 2500 52,500.00 70 1,470.00 AC Road,2",4"rock,Qt .over 2500SY RS-5 $ 19.00 SY 1450 27,550.00 AC Road,3",4"rock,First 2500 SY RS-6 $ 23.30 SY AC Road,3",4"rock,Q .over 2500 SY 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 AC Road,6",Qt .Over 2500 SY RS-11 $ 30.00 SY As halt Treated Base,4"thick RS-1 $ 20.00 SY Gravel Road,4"rock,First 2500 SY RS-1 $ 15.00 SY Gravel Road,4"rock,Qt .over 2500 SY RS-1 $ 8.50 SY PCC Road,5",no base,over 2500 SY RS-1 $ 27.00 SY PCC Road, 6",no base,over 2500 SY RS-1 $ 25.50 SY Thickened Edge RS-1 $ 8.60 LF Page S of 9 SUBTOTAL 80,050.00 1,470.00 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 1 1/26/08 Bond Quantity Worksheet.xlsx Report Date: 1/7/2015 Site Improvement Bond Quantity Worksheet Webdate: 12IO2/2008 Exlsting Future Public Private Bond Reduction* Right-of-way Right of Way Improvements 8 Drainage Facilltles Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost DRAINAGE (CPP=Co�fugated 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 Bollards-removable D-3 $ 452.34 Each "(CBs include frame and lid CB T pe I D-4 $ 1,257.64 Each 6 7,545.84 4 5,030.56 CB T e IL D-5 $ 1,433.59 Each 3 4,300.77 CB T e II,48"diameter D-6 $ 2,033.57 Each 8 16,268.56 1 2,033.57 for additional de th over 4' D-7 $ 436.52 FT 25 10,913.00 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 depth over 4' D-11 $ 536.54 FT CB T e II,72"diameter D-12 $ 3,212.64 Each for additional de th over 4' D-13 $ 692.21 FT Throu h-curb Inlet Framework Add D-14 $ 366.09 Each Cleanout,PVC,4" D-15 $ 130.55 Each Cleanout,PVC,6" D-16 $ 174.90 Each 10 1,749.00 Cleanout,PVC,8" D-17 $ 224.19 Each 15 3,362.85 Culvert,PVC,4" D-18 $ 8.64 LF Culvert,PVC,6" D-19 $ 12.60 LF 173 2,179.80 Culvert,PVC, 8" D-20 $ 13.33 LF 1301 17,342.33 Culvert,PVC,12" D-21 $ 21.77 LF Culvert,CMP,8" D-22 $ 17.25 LF Culvert,CMP,12" D-23 $ 26.45 LF 655 17,324.75 Culvert,CMP,15" D-24 $ 32.73 LF Culvert,CMP,18" D-25 $ 37.74 LF 633 23,889.42 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 80,242.34 31,698.11 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Ve�sion: 11/26/08 Bond Quantity Worksheet.xlsx Report Date: 1/7/2015 Site Improvement Bond Quantity Worksheet Webdate: 12IO2/2008 Existing Future Public Private Bond Reduction* Right-of-way Right of Way Improvements DRAINAGE CONTINUED 8 Dralnage Facilities 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 $ 10.70 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 Dispersal Trench 1,436 base+ D-50 $ 25.99 LF French Drain 3'depth D-51 $ 22.60 LF Geotextile,laid in trench,pol prop lene D-52 $ 2.40 SY Infiltration ond testin D-53 $ 74.75 HR Mid-tank Access Riser,48"dia, 6'deep D-54 $ 1,605.40 Each Pond OverFlow Spillwa D-55 $ 14.01 SY Restrictor/Oil Se arator, 12" D-56 $ 1,045.19 Each Restrictor/Oil Separator, 15" D-57 $ 1,095.56 Each Restrictor/Oil Separator, 18" D-58 $ 1,146.16 Each 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 Unit prices updated: 02/12/02 *KCC 27A authorizes only one bond reduction. VerSion: 1 1/26/08 Bond Quantity Worksheet.xlsx Report Date: 1/7/2015 . _ _. ._ Site Improvement Bond Quantity Worksheet Webdate: 12/02/2008 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. I 2"AC,2"top course rock&4"borrow PL-1 $ 21.00 SY II 2"AC, 1.5" to course 8 2.5"base cour PL-2 $ 28.00 SY ' 4"select borrow PL-3 $ 4.55 SY I 1.5"to course rock&2.5"base course PL-4 $ 11.41 SY UTILITY POLES 8�STREET LIGHTING Utility pole relocation costs must be accompanied b Franchise Utilit 's Cost Statement Utilit Pole s)Relocation UP-1 Lump Sum Street Li ht Poles w/Luminaires UP-2 Each WRITE-IN-ITEMS (Such as detention/water quality vaults. No. Kristar Perk Filter WI-1 $30,000.00 Each 1 30,000.00 Detention Pond W I-2 $40,000.00 LS 1 40,000.00 WI-3 CY WI-4 LF WI-5 FT WI-6 WI-7 WI-8 WI-9 wi-io SUBTOTAL 70,000.00 SUBTOTAL(SUM ALL PAGES): 315,112.34 136,448.11 30%CONTINGENCY 8�MOBILIZATION: 94,533.70 40,934.43 GRANDTOTAL: 409,646.04 177,382.54 COLUMN: B C D E Page 8 of 9 Unit prices updated: 02112/02 'KCC 27A authorizes only one bond reduction. Version: 1 1/26/08 Bond Quantity Worksheet.xlsx Report Date: 1/7/2015 Site Improvement Bond Quantity Worksheet Webdate: 12/02/2008 Original bond computations prepared by: Name: Brianne Gastfield, PE �ate: 12/30/2014 PE Registration Number: 43175 Tel.#: 253-838-6113 Firm Name: ESM Consulting Engineers, LLC aaaress: 33400 8th Avenue South, Suite 205, Federal Way, WA 98003 Project No: ROAD IMPROVEMENTS&DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS PERFORMANCE BOND' PUBLIC ROAD 8 DRAINAGE AMOUNT BOND'AMOUNT MAINTENANCE/DEFECT BOND* REQUIRED AT RECORDING OR Stabilization/Erosion Sediment Control (ESC) (A) $ 84,626.1 TEMPORARY OCCUPANCY'•' Existing Right-of-Way Improvements (B) $ - Future Public Right of Way&Drainage Facilities (C) $ 409,646.0 Private Improvements (D) $ 177,382.5 I Calculated Quantity Completed (E) $ - I Total Right-of Way and/or Site Restoration Bond'/" (A+g) $ 84,626.1 (First$7,500 of bond'shall be cash.) Performance Bond*Amount (A+B+C+D) = TOTAL (T) $ 671,654.7 T x 0.30 $ 201,496.4 OR immum on amoun is . Reduced Performance Bond*Total"' (T-E) $ 671,654.7 Use larger o x o or - (B+C)x Maintenance/Defect Bond*Total 0.25= $ 102,411.5 NAME OF PERSON PREPARING BOND'REDUCTION: Date: 'NOTE: The word"bond"as used in this document means a financial guarantee acceptable to King County. '•NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required. The restoration requirement shall include the total cost for all TESC as a minimum,not a maximum. In addition,corrective work,both on-and off-site needs to be included. Quantities shall reflect worse case scenarios not just minimum requirements. For example,if a salmonid stream may be damaged,some estimated costs for restoration needs to be reflected in this amount. The 30%contingency and mobilization costs are computed in this quantity. "•"NOTE: Per KCC 27A,total bond amounts remaining after reduction shall not be less than 30%of the original amount(T)or as revised by major design changes. REQUIRED BOND'AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES Page 9 of 9 Unit prices updated: 02/12/02 Check out the DDES Web site at www.kins�countv._pov/permits Version: 11/26/08 Bond Quantity Worksheet.xlsx Report Date: 1/7/2015 I 10. OPERATIONS AND MAINTENANCE MANUAL The Operations and Maintenance Manual is provided in Appendix F. ii i � I I � 10-1 � APPENDIX A KCRTS Pond Sizing Output ' Greenleaf Vault KCRTS Outaut � Pr�Developed Land Use Condition 8.04 0.00 O.OQ0000 Till Foreat G.00 0.00 O.00OOUO Till Pasture D.00 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture C.00 0.00 0.000000 Outwash Grass C.00 0.00 0.000000 wetland 0.00 0.00 0.000000 impervious predev.tsf ST 1.000000 Flow Frequency Analysis LogPearson III CoeffiCients Time Series File:pre.tsf Mean= -0.712 StdDev= 0.233 Project Location:5ea-Tac Skew= -0.142 ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaka - - Rank Return Prob (CFS) (CFS) Period 0.238 16 2/16/49 22:00 0.541 1 89.50 0.989 0.465 5 3/03/50 16:00 0.511 2 32.13 0.969 0.511 2 2/09/51 18:00 0.484 3 19.58 0.949 0.160 32 1/30/52 9:00 0.474 4 14.08 0.929 0.124 42 1/18/53 19:00 0.465 5 10.99 0.909 0.180 28 1/06/54 S:UO 0.393 6 9.01 0.889 0.317 9 2/07/55 21:OD 0.380 7 7.64 0.869 0.270 13 12/20/55 17:00 0.341 8 6.63 0.849 0.210 21 12/09/56 15:00 0.317 9 5.86 0.829 0.223 20 1/16/58 20:00 0.317 10 5.24 0.809 0.184 24 1/24/59 2:00 0.314 11 4.75 0.789 0.341 S 11/20/59 21:00 0.274 12 4.34 0.769 0.185 23 2/24/61 15:00 0.270 13 3.99 �.749 0.111 44 1/03/62 2:00 0.264 14 3.70 0.729 0.148 36 11/25/62 15:00 0.246 15 3.44 0.709 � 0.183 25 1/O1/64 18:00 0.238 16 3.22 0.690 0.129 40 11/30/64 12:00 0.236 17 3.03 0.670 0.141 38 1/U6/66 3:00 0.236 18 2.85 0.650 0.314 11 1/19/67 14:00 0.228 19 2.7D 0.630 0.186 22 2/03/68 23:00 0.223 20 2.56 0.610 6.162 27 12/03/68 17:00 0.210 21 2.44 0.590 0.154 34 1/13/70 23:00 0.186 22 2.32 0.570 0.125 41 12/06/70 8:00 0.185 23 2.22 0.550 0.3B0 7 2/28/72 3:00 0.184 24 2.13 0.530 0.168 29 1/13/73 5:00 0.183 25 2.04 0.510 0.182 26 1/15/74 2:00 0.162 26 1.96 0.490 0.274 12 12/26/74 23:00 0.182 27 1.89 0.470 0.168 30 12/03/75 17:00 O.IBO 28 1.62 0.450 0.019 50 3/24/77 20:00 0.168 29 1.75 0.430 0.196 37 12/10/77 17:00 0.168 30 1.70 0.410 0.088 46 2/12/79 8:00 0.164 31 1.64 0.390 0.236 18 12/15/79 8:00 0.160 32 1.59 0.370 0.130 39 12/26/80 4:00 0.157 33 1.54 0.350 0.236 17 10/06/81 15:00 0.154 34 1.49 0.330 0.228 19 1/OS/83 8:00 0.152 35 1.45 0.310 �.152 35 1/24/84 11:00 0.148 36 1.41 0.291 0.073 48 2/11/85 6:00 0.146 37 1.37 0.271 0.393 6 1/16/86 21:00 0.141 36 1.33 0.251 0.317 16 11/24/86 4:00 0.130 39 1.30 0.231 0.120 43 1/14/88 12:00 0.129 40 1.27 0.211 0.076 47 4/05/89 16:00 0.125 41 1.24 0.191 0.541 1 1/09/90 9:00 0.124 42 1.21 0.171 0.474 4 4/U5/91 2:00 0.120 43 1.18 0.151 0.157 33 1/27/92 17:00 0.111 44 1.15 0.131 0.164 31 3/23/93 0:00 0.092 45 1.12 0.111 0.045 49 3/03/94 3:60 0.088 46 1.10 0.�91 0.246 15 2/19/95 20:60 0.076 47 1.OB 0.071 0.484 3 2/09/96 1:00 0.073 48 2.05 0.051 0.264 14 1/02/97 9:00 0.045 49 ].03 0.031 0.092 45 1/07/98 10:00 0.019 50 1.01 0.011 Computed Peaka 0.640 100.00 0.990 Computed Peaks 0.562 50.00 0.980 Computed Peaka 0.484 25.00 0.960 Computed Peaka 0.383 10.00 0.900 Computed Peaks 0.362 5.00 0.875 Computed Peaks 0.306 5.00 0.600 Computed Peaks 0.197 2.00 0.500 Computed Peaks 0.130 1.30 0.231 Developed Land Use Condltbn 0.00 0.00 0.000000 Till Foreat 0.00 0.00 0.000000 Till Pasture 3.82 0.00 0.000000 Till Grasa 0.00 0.00 0.000000 Outwaeh Foreat 0.00 0.00 0.000000 Outwaeh Paeture 0.00 0.00 0.000000 Outwaeh Grass 0.00 0.00 0.000000 wetland 3.62 0.00 0.000000 Impervious dev.taf ST 1.000000 Flow Frequency Analysis LogPeareon III Coefficients Time Series File:dev.tsf Mean= 0.065 StdDev= 0.119 Project Location:sea-Tac Skew= 0.398 ---Annual Peak Flow Ratea--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaka - - Rank Return Prob (CF3) (CFS) Period 1.21 20 2/16/49 21:00 2.24 1 89.50 0.989 2.16 2 3/03/50 16:00 2.16 2 32.13 0.969 1.27 19 2/09/51 2:00 2.02 3 19.58 0.949 0.909 42 10/15/51 13:00 1.91 4 14.08 0.929 I 0.898 43 3/2i/53 15:00 1.63 5 10.99 0.909 1.11 25 12/19/53 19:00 1.59 6 9.01 0.889 1.13 24 11/25/54 2:00 1.58 7 7.64 0.869 1.11 26 12/20/55 17:00 1.53 8 6.63 0.849 1.36 14 12/09/56 14:00 1.47 9 5.86 0.829 1.16 22 12/25/57 16:00 1.44 10 5.24 0.809 0.956 47 11/16/58 13:00 1.41 11 4.75 0.789 1.14 23 11/20/59 5:00 1.38 12 4.34 0.769 1.00 36 2/14/61 21:00 1.36 13 3.99 0.749 0.963 39 11/22/61 2:00 1.36 14 3.70 0.729 1.01 34 12/15/62 2:00 1.34 15 3.44 0.709 1.11 27 12/31/63 23:00 1.33 16 3.22 0.690 0.986 37 12/21/64 4:00 1.31 17 3.03 0.670 1.01 35 1/05/66 16:00 1.30 18 2.85 0.650 1.53 8 11/13/66 19:00 1.27 19 2.70 0.630 1.63 5 8/24/68 16:D0 1.21 20 2.56 0.610 0.919 41 12/03/68 16:00 1.20 21 2.44 0.590 1.01 32 1/13/70 22:00 1.16 22 2.32 0.570 � 0.979 38 12/06/70 8:00 1.14 23 2.22 0.550 1.58 7 2/27/72 7:00 1.13 24 2.13 0.530 0.884 45 1/13/73 2:00 1.11 25 2.04 0.510 1.10 28 11/28/73 9:00 1.11 26 1.96 0.490 1.47 9 12/26/74 23:00 1.11 27 1.69 0.470 0.922 40 12/02/75 26:00 1.10 28 2.82 0.450 1.01 33 8/26/77 2:00 1.08 29 1.75 0.430 1.41 11 9/22/78 19:00 1.05 30 1.70 0.410 1.20 21 9/08/79 15:00 1.02 31 1.64 0.390 1.33 16 12/14/79 21:00 1.01 32 1.59 0.370 1.36 13 11/21/80 11:00 1.01 33 1.54 0.350 1.91 4 10/06/81 0:00 1.01 34 1.49 0.330 1.31 17 10/28/82 16:00 1.01 35 1.45 0.310 1.08 29 1/03/84 1:�0 1.00 36 1.41 0.291 0.887 44 6/06/85 22:00 0.986 37 1.37 0.271 1.34 15 1/18/86 16:00 U.979 38 1.33 0.251 1.59 6 10/26/86 0:00 0.963 39 1.30 0.231 0.668 49 1/14/88 0:00 0.922 40 1.27 0.211 0.867 46 B/21/89 17:00 0.919 41 1.24 0.191 2.24 1 1/09/90 6:00 0.9D9 42 1.21 0.171 2.02 3 11/24/90 8:00 0.898 43 1.18 0.151 1.05 30 1/27/92 15:00 0.887 44 1.15 0.131 0.643 50 12/10/92 6:00 0.884 45 1.12 0.111 0.749 48 11/30/93 22:00 0.867 46 1.10 0.091 1.02 31 11/30/94 4:00 0.856 47 1.08 0.071 1.44 10 2/08/96 10:00 0.749 48 1.05 0.051 1.30 18 1/02/97 6:00 0.688 49 1.03 0.031 1.38 12 10/04/97 15:00 0.643 50 1.01 0.011 Computed Peaks 2.37 100.00 0.990 Computed Peaks 2.15 50.00 0.980 Computed Peaks 1.94 25.00 0.960 Computed Peaks 1.66 10.00 0.900 Computed Peaks 1.61 8.00 0.875 Computed Peaks 1.45 5.00 0.600 Computed Peaks 1.14 2.00 0.500 Computed Peaks 0.939 1.30 0.231 i ' 15 Minute Flow Frequency Malysis Flow Frequency Analysis LogPearson III Coefficients Time Seriea File:devl5.tsf Mean= D.337 StdDev= 0.171 Project Location:Sea-Tac Skew= 1.419 ---Annual Peak Flow Rates--- -----Flow Frequency Analyeis------- Flow Rate Rank Time of Peak - - Peaka - - Rank Return Prob (CFS) (CFS) Period 3.10 9 2/16/49 17:45 9.15 1 89.50 0.989 4.25 5 3/03/50 15:00 5.37 2 32.13 0.969 1.70 36 B/27/51 18:00 4.72 3 19.58 0.949 2.07 27 10/17/51 7:15 4.38 4 14.08 0.929 1.46 45 9/30/53 3:00 4.25 5 10.99 0.909 1.72 35 12/19/53 17:30 3.36 6 9.01 0.889 1.41 46 11/25/54 1:00 3.23 7 7.64 0.869 2.08 26 10/04/55 10:00 3.21 8 6.63 0.849 2.15 20 12/09/56 12:45 3.10 9 5.86 0.629 1.95 32 1/16/58 1�:00 2.54 10 5.24 0.809 2.41 14 10/18/58 19:45 2.52 11 4.75 Q.789 2.49 12 10/10/59 22:00 2.49 12 4.34 0.769 2.12 22 2/14/61 20:15 2.47 13 3.99 0.749 1.67 39 8/04/62 13:15 2.41 14 3.70 0.729 1.7Q 37 12/O1/62 20:15 2.29 15 3.44 0.709 1.29 49 6/05/64 15:00 2.28 16 3.22 fl.690 2,01 29 4/20/65 19:30 2.25 17 3.03 0.670 1.32 48 1/OS/66 15:00 2.21 18 2.85 0.650 2.29 15 11/13/66 17:45 2.16 19 2.70 0.630 4.72 3 B/24/68 15:00 2.15 20 2.56 0.61U 2.03 28 10/20/68 12:00 2.13 21 2.44 0.590 1.21 50 1/13/70 20:45 2.12 22 2.32 0.570 1.47 44 12/06/70 7:00 2.12 23 2.22 0.550 3.21 8 12/08/71 17:15 2.10 24 2.13 0.530 1.70 38 4/18/73 9:30 2.09 25 2.04 0.510 2.13 21 il/28/73 B:00 2.08 26 1.96 0.490 2.16 19 B/17/75 23:00 2.07 27 1.89 0.470 1.56 42 10/29/75 7:00 2.03 28 1.82 0.450 1.36 4? 8/23/77 14:30 2.01 29 1.75 0.430 2.47 13 9/17/7B 1:00 1.99 30 1.70 0.410 3.36 6 9/08/79 13:45 1.97 31 1.64 0.390 2.54 10 12/14/79 20:00 1.95 32 1.59 0.370 2.25 17 9/21/81 5:00 1.85 33 1.54 0.350 5.37 2 10/OS/81 22:15 1.76 34 1.49 0.330 2.10 24 10/28/82 16:OQ 1.72 35 1.45 0.310 1_63 40 1/02/84 23:45 1.70 36 1.41 0.291 1.48 43 6/06/85 21:15 1.70 37 1.37 0.271 2.21 18 10/27/85 10:45 1.70 38 1.33 0.251 2.52 11 10/25/86 22:45 1.67 39 1.30 0_231 1.99 30 5/13/86 17:30 1.63 40 1.27 0.211 1.85 33 8/21/89 16:00 1.61 41 1.24 0.191 3.23 7 1/09/90 5:30 1.56 42 1.21 0.171 2.12 23 4/03/91 20:15 1.46 43 1.18 0.151 1.61 41 1/27/92 15:00 1.47 44 1.15 0.131 1.97 31 6/09/93 12:15 1.46 45 1.12 0.111 1.76 34 11/17/93 16:45 1.41 46 1.10 0.091 2.09 25 6/05/95 17:00 1.36 47 1.08 0.071 2.28 16 5/19/96 11:30 1.32 48 1.05 0.051 9.15 1 12/29/96 11:45 1.29 49 1.03 0.031 4.38 4 10/04/97 14:15 1.21 50 1.01 0.011 Computed Peaks 7.91 100.00 0.990 Computed Peaks 6.32 50.00 0.980 Computed Peaks 5.03 25.00 0.960 Computed Peaks 3.68 10.00 0.900 Computed Peaka 3.45 8.00 0.875 Computed Peake 2.8b 5.00 0.800 Computed Peake 1.99 2.00 0.500 Computed Peaka 1.60 1.30 0.231 Offslte Land Use Conc�ition 0.00 0.00 O.00U000 Till Forest 0.00 0.00 0.000000 Till Pasture 1.10 0.00 O.Q00000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.60 0.00 0.000000 Outwash Pasture 0.00 0.00 O.000000 Outwash Grass 0.00 0.00 0.000000 wetland 0.34 0.00 0.000000 Impervious offaite.taf ST 1.00OOQO Flow Frequency Analyais LogPearson III Coefficients Time Series File:offsite.taf Mean= -0.807 StdDev= 0.147 Project LocatiOn:Sea-Tac Skew= 0.454 ---Annual Peak Flow Rates--- ----Flow Freauency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.168 19 2/16/49 21:00 0.360 1 89.50 0.989 0.360 1 3/03/50 16:00 0.356 2 32.13 0.969 0.192 12 2/09/51 2:00 0.312 3 19.58 0.949 0.117 41 1/30/52 8:00 0.261 4 14.06 �.929 0.115 42 3/24/53 15:00 0.245 5 10.99 0.909 0.151 26 12/19/53 19:60 0.225 6 9.01 0.889 0.158 22 2/07/55 17:00 0.219 7 7.64 0.669 0.163 20 12/20/55 17:00 0.206 8 6.63 0.849 0.193 11 12/09/56 14:00 0.206 9 5.86 O.B29 0.155 25 12/25/57 16:00 0.201 10 5.24 O.B09 0.114 44 1/26/59 20:OQ 0.193 11 4.75 0.789 0.158 23 11/2D/59 5:00 0.192 12 4.34 0.769 0.137 31 2/14/61 21:00 0.191 13 3.99 0.749 0.121 40 11/22/61 2:00 0.189 14 3.70 0.729 0.140 29 12/15/62 2:00 0.189 15 3.44 0.709 0.146 28 12/31/63 23:00 0.187 16 3.22 0.690 0.127 36 12/21/64 4:00 0.162 17 3.03 0.670 0.134 34 1/05/66 16:00 0.179 18 2.85 0.650 0.206 4 11/13/66 19:00 0.168 19 2.70 0.630 0.206 8 8/24/68 16:00 0.163 20 2.56 0.610 0.124 39 12/03/68 16:00 0.160 21 2.44 0.590 0.136 32 1/13/70 22:00 0.158 22 2.32 0.570 0.136 33 12/06/70 B:00 0.158 23 2.22 0.550 0.245 5 2/27/72 7:00 0.156 24 2.13 0.530 0.114 43 1/13/73 2:00 0.155 25 2.04 O.Sla 0.156 24 11/28/73 9:0a 0.151 26 1.96 0.49C 0.219 7 12/26/74 23:00 0.150 27 1.89 0.47C 0.126 37 12/02/75 20:00 0.146 28 1.82 0.450 0.114 45 B/26/77 2:00 0.140 29 1.75 0.43C 0.182 17 9/22/78 19:00 0.140 30 1.70 0.410 0.125 38 9/08/79 15:00 0.137 31 1.64 0.390 O.i69 14 12/14/79 21:00 0.136 32 1.59 0.370 � 0.�79 18 11/21/80 11:00 0.136 33 1.54 0.350 0.281 4 10/06/81 15:00 0.134 34 2.49 0.330 0.160 21 10/28/82 16:00 0.129 35 i.45 0.31a 0.150 27 3/15/84 20:00 0.127 36 1.41 0.291 0.]04 46 6/06/85 22:00 0.126 37 1.37 0.271 0.201 10 1/18/86 16:00 0.125 36 1.33 0.251 0.187 16 10/26/86 0:00 0.124 39 1.34 0.231 0.085 48 1/14/BB 12:00 0.121 40 1.27 0.211 0.098 47 11/OS/88 14:00 0.117 41 1.24 0.191 0.358 2 1/09/90 6:00 0.115 42 1.21 0.171 0.312 3 11/24/90 8:00 0.114 43 1.18 0.151 0.140 30 1/27/92 15:00 0.114 44 1.15 0.131 0.083 49 3/22/93 22:00 0.114 45 1.12 0.111 0.082 50 11/30/93 22:00 0.104 46 1.10 0.091 0.129 35 11/30/94 4:00 0.098 47 1.08 0.071 0.225 6 2/08/96 10:00 0.085 48 1.05 0.051 0.189 15 1/02/97 6:00 0.083 49 1.03 0.031 0.191 13 10/04/97 15:00 0.082 50 1.01 0.011 Computed Peaks 0.383 100.00 0.990 Computed Peaks 0.339 50.00 0.980 Computed Peaks 0.297 25.00 0.960 Computed Peaks 0.244 10.00 0.900 Computed Peaks 0.234 8.00 0.875 Computed Peaks 0.205 5.00 0.800 Computed Peaks 0.152 2.00 0.500 Computed Peaks 0.120 1.30 �.231 Bypass Land use Condition (for flow rate purposes) 0.00 0.00 0.000000 Till Forest D.00 0.00 0.000000 Till Paeture 0.08 D.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 O.o000D0 Outwash Pasture 0.00 0.00 0.000000 Outwaeh Grass 0.00 0.00 0.000000 wetland 0.52 0.00 O.00OOQO Impervious Bypass.tef ST 1.000000 Flow Frequency Analysis LogPearson IZI Coefficients Time Series File:bypase.tsf Mean= -0.860 StdDev= 0.099 ProjeCt Location:Sea-Tac Skew= 0.512 ---Annual Peak Flow Rates--- -----Flow Frequency Analyais------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period ' 0.139 20 2/16/49 21:00 0.230 1 89.50 0.989 0.210 4 3/03/50 16:00 0.223 2 32_13 0.9b9 0.137 23 2/09/51 2:D0 0.214 3 19.58 0.949 0.119 38 1Of15/51 13:00 0.214 4 14.08 0.929 0.110 43 3/24/53 15:00 0.205 5 10.99 0.909 0.131 28 12/19/53 19:00 0.200 6 9.Q1 0.869 0.138 22 11/25/54 2:00 0.184 7 7.64 0.869 0.134 24 11/18/55 15:00 0.180 8 6.63 0.849 0.153 15 12/09/56 14:00 0.167 9 5.86 0.829 0.139 21 12/25/57 16:00 0.165 10 5.24 0.809 0.105 47 11/18/58 13:00 0.164 11 4.75 0.769 0.131 27 11/20/59 5:00 0.163 12 4.34 0.769 0.117 34 2/14/61 21:00 0.160 13 3.99 0.749 0.119 36 11/22/61 2:00 0.160 14 3.70 0.729 0.116 41 12/15/62 2:00 0.153 15 3_44 0.709 ' 0.133 26 12/31/63 23:00 0.150 16 3.22 0.690 0.120 34 12/21/64 4:00 0.150 17 3.03 0.670 0.119 37 1/05/66 16:00 0.146 18 2.85 0.650 I 0.180 B 11/13/66 19:00 0.144 19 2.70 0.630 0.200 6 6/24/68 16:00 0.139 20 2.56 O.fi10 ' 0.108 44 12/03/68 16:00 0.139 21 2.44 0.590 I 0.120 35 1/13/70 22:00 0.138 22 2.32 0.570 0.116 40 12/05/70 9:00 0.137 23 2.22 0.550 0.167 9 12/08/71 18:00 0.134 24 2.13 0.530 0.107 45 1/13/73 2:00 0.134 25 2.04 0.510 0.124 31 11/26/73 9:00 0.133 26 1.96 0.440 0.160 13 12/26/74 23:00 0.131 27 1.89 0.470 0.107 46 12/02/75 20:00 0.131 28 1.82 0.45� 0.134 25 8/26/77 2:00 0.126 29 1.75 0.430 0.184 7 9/17/78 2:00 0.126 30 1.70 0.410 0.164 11 9/D8/79 15:00 0.124 31 1.64 0.390 0.150 16 12/14/79 21:00 0.124 32 1.59 0.370 0.163 12 11/21/80 11:00 0.124 33 1.54 0.350 0.223 2 10/06/81 0:00 0.120 34 1.49 0.330 0.165 10 10/28/82 16:00 0.120 35 1.45 0.310 0.126 29 1/03/84 1:00 0.119 36 1.41 0.291 0.114 42 6/06/85 22:Q0 0.119 37 1.37 0.271 0.146 18 1/18/86 16:00 0.119 38 1.33 0.251 0.205 5 10/26/86 0:00 0.117 39 1.30 0.231 0.096 49 11/11/87 0:00 0.116 40 1.27 0.211 0.124 32 8/21/89 17:00 0.116 41 1.24 0.191 0.230 1 1/09/90 6:00 0.114 42 1.21 0.171 0.214 3 11/24/9Q 8:00 0.110 43 1.18 0.151 0.124 33 1/27/92 15:00 C.108 44 1.15 0.131 0.088 50 11/O1/92 16:00 0.107 45 1.12 0.111 0.100 48 11/30/93 22:00 0.107 46 1.10 0.091 0.126 30 11/30/94 4:00 0.105 47 1.08 0.071 0_150 17 2/08/96 10:00 0.100 48 1.05 0.051 0.144 19 1/02/97 6:00 0.096 49 1.03 0_031 0.160 14 10/04/97 15:00 0.088 50 1.01 0.�11 Computed Peaks 0.255 100.00 0.990 Computed Peake 0.234 50.00 0.960 Computed Peaks 0.214 25.00 0.960 Computed Peaks 0.187 10.00 0.900 ' Computed Peaks 0.181 8.00 0.875 Computed Peaks 0.166 5.00 0.800 Computed Peaks 0.136 2.00 0.500 Computed Peaka 0.116 1.30 0.231 As stated in the TIR,the pr�developed and developed flows have been combined witl� the oflsite flow(which is flow-through, no detention requiremerrts). Prede�rcombined Flow Frequency Malysls Predev.tsf + offsite.tef = predevcombined.tsf , Flow Frequency Analysis LogPearaon III Coefficients Time Seriee File:precombined.tsf Mean= -0.505 StdDev= 0.213 I Project Location:Sea-Tac Skew= -0.058 ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peake - - Rank Return Prob (CFS) (CFS} Period 0.3B8 17 2/16/49 21:00 0.837 1 89.50 0.989 0.826 2 3/03/50 16:00 0.826 2 32.13 0.969 0.656 5 2/09/51 18:00 0.719 3 19.56 0.949 0.269 32 1/30/52 8:00 0.676 4 14.08 0.924 0.198 44 1/18/53 19:00 0.656 5 10.99 0.909 0.284 26 12/19/53 19:00 0.597 6 9.01 0.889 0.436 13 2/07/55 19:00 0.561 7 7.64 0.869 0.433 15 12/20/55 17:00 0.517 B 6.63 O.B49 0.393 16 12/09/56 14:00 0.495 9 5.86 0.829 � 0.317 21 1/16/58 17:00 0.493 10 5.24 0.809 0.257 38 1/24/59 1:00 0.492 11 4.75 0.789 0.495 9 11/20/59 21:00 0.48'I 12 4.34 0.769 0.269 33 2/14/61 21:00 0.436 13 3.99 0.749 0.177 45 1/02/62 22:00 0.436 14 3.70 0.729 0.270 31 12/15/62 2:00 0.433 15 3.44 0.709 0.292 24 12/31/63 23:00 0.393 16 3.22 0.690 0.211 41 11/30/64 7:00 0.368 17 3.03 0.670 0.268 34 1/05/66 16:00 0.342 18 2.85 0.650 0.492 11 1/19/67 14:00 0.338 19 2.70 0.630 0.296 22 2/03/68 22:00 0.327 20 2.56 0.610 0.290 25 12/03/68 17:00 0.317 21 2.44 0.596 0.283 27 1/13/70 23:00 0.296 22 2.32 0.570 0.262 36 12/06/70 B:00 0.294 23 2.22 0.550 0.597 6 2/28/72 3:00 0.292 24 2.13 0.530 0.256 39 1/13/73 4:00 0.290 25 2.04 0.510 0.281 29 1/15/74 2:00 0.284 26 1.96 0.490 0.493 10 12/26/74 23:00 0.283 27 1.89 0.470 0.294 23 12/02/75 20:00 0.282 28 1.82 0.450 0.116 49 8/26/77 2:00 0.281 29 1.75 0.430 0.268 35 12/10/77 17:00 Q.273 30 1.70 0.410 0.140 47 11/19/78 3:00 0.270 31 1.64 0.390 0.327 20 12/15/79 B:00 0.269 32 1.59 0.370 0.260 37 12/26/80 0:00 0.269 33 1.54 0.350 0.517 8 10/Q6/81 15:00 0.268 34 1.49 0.330 �� _ � t L-� 0.342 18 1/O5/83 8:00 0.268 35 1.45 0.310 0.273 30 1/03/84 1:00 0.262 36 1.41 0.291 0.143 46 2/11/85 3:00 0.260 37 1.37 0.271 0.561 7 1/18/86 16:OD 0.257 38 1.33 0.251 0.487 12 11/24/86 4:00 0.25b 39 1.30 0.231 0.205 42 1/14/88 12:00 0.237 40 1.27 0.211 0.126 48 12/30/88 5:00 0.211 41 1.24 0.191 0.837 1 1/09/90 6:00 0.205 42 1.21 0.271 0.719 3 11/24/90 8:00 0.203 43 1.18 0.151 0.282 28 1/27/92 17:00 0.198 44 1.15 0.131 0.237 40 3/22/93 23:00 0.177 45 1.12 Q.111 0.102 50 2/17/94 18:00 0.143 46 1.1G 0.091 0.338 19 2/19/95 1B:00 0.140 47 1.08 0.071 0.676 4 2/08/96 10:00 0.126 48 1.05 0.051 0.436 14 1/02/97 6:00 0.116 49 1.03 0.031 0.203 43 10/30/97 7:00 0.102 50 1.01 0.011 Computed Peaks 0.960 100.00 0.990 Computed Peaks 0.845 50.00 0.980 Computed Peaks 0.732 25.00 0.960 • Computed Peaka 0.585 10.00 0.900 Computed Peaks 0.555 B.00 0.875 Computed Peaks 0.474 5.00 0.800 Computed Peaks 0.314 2.00 0.500 Computed Peaka 0.216 1.30 0.231 Devcombined Flow Frequency Analysls Dev.tsf + offsite.tsf = devcombined.taf Flor�r Frequency Analysis LoqPearson III Coefficients Time Series File:devcombined.tsf Mean= 0.119 StdDev= 0.12z Project Location:Sea-Tac Skew= 0.397 ---Annual Peak Flow Rates-- -----Flow Frequency Analysis----- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 1.37 20 2/16/49 21:00 2.60 1 89.50 0.985 2.52 2 3/03/50 16:00 2.52 2 32.13 0.969 1.46 19 2/09/51 2:00 2.33 3 14.58 0.949 1.01 42 10/15/51 13:00 2.18 4 14.08 0.929 1.01 43 3/24/53 15:06 1.83 5 10.99 0.909 1.26 26 12/19/53 19:00 1.83 6 9.01 0.884 1.28 24 11/25/54 2;00 1.78 7 7.64 0.865 1.27 25 12/20/55 17:00 1_74 B 6.63 0.849 1.55 13 12/09/56 14:00 1.69 9 5.86 0.629 1.32 21 12/25/57 16:00 1.66 10 5.24 0.809 0.964 46 11�18/58 13:00 1.59 11 4.75 0.789 1.30 23 11/20/59 5:00 1.57 12 4.34 0.769 1.14 34 2/14/61 21:00 1.55 13 3.99 0.749 1.09 39 11/22/61 2:00 1.55 14 3.70 0.729 1.15 32 12/15/62 2:00 1.54 15 3.44 0.709 1.25 27 12/31/63 23:00 1.52 16 3.22 0.690 1.11 37 12/21/64 4:00 1.48 17 3.03 0.670 1.14 35 1/OS/66 16:00 1.47 18 2.65 0.650 1.74 8 11/13/66 19:00 1.46 19 2.70 0.630 1.83 5 8/24/68 16:00 1.37 20 2.56 0.610 1.04 41 12/03/68 16:00 1.32 21 2.44 0.590 1.15 33 1/13/70 22:00 1.32 22 2.32 0.570 1.11 38 12/06/70 8:00 1.30 23 2.22 0.550 1.83 6 2/27/72 7:00 1.28 24 2.13 0.530 0.998 44 1/13/73 2:00 1.27 25 2.04 0.510 1.25 28 11/28/73 9:00 1.26 26 1.96 0.490 1.69 9 12/26/74 23:00 1.25 27 1.69 0.470 i.05 40 12/02/75 20:Q0 1.25 28 1.82 0.450 1.13 36 8/26/77 2:00 1.23 29 1.75 0.430 1.59 11 9/22/78 19:00 1.19 30 1.70 0.410 1.32 22 9/OB/79 15:00 1.15 31 1.64 0.390 1.52 16 12/14/79 21:00 1.15 32 1.59 0.370 1.54 15 11/21/80 11:00 1.15 33 1.54 0.350 2.18 4 10/06/81 0:00 1.14 34 1.49 0.330 1.47 18 10/28/82 16:00 1.14 35 1.45 0.310 1.23 29 1/03/84 1:00 1.13 36 1.41 0.291 0.992 45 6/06/85 22:00 1.11 37 1.37 0.271 1.55 14 1/18/86 16:OD 1.11 38 1.33 0.251 1.78 7 10/26/86 0:00 1.09 39 1.30 0.231 0.771 49 1/14/88 0:00 1.05 4� 1.27 0.211 0.948 47 8/21/89 17:00 1.04 41 1.24 0.191 2.60 1 1/09/90 6:00 1.01 42 1.21 0.171 2.33 3 11/24/9Q 8:00 1.01 43 1.16 0.151 1.14 30 3/27/92 15:00 0.998 44 1.15 0.131 0.717 50 12/10/92 6:00 0.992 45 1.12 0.111 0.631 48 11/30/93 22:00 0.964 96 1.10 0.091 1.15 31 11/30/94 4:00 0.948 47 1.08 0.071 1.66 10 2/08/96 1D:00 0.831 48 1.05 0.051 1.48 17 1/02/97 6:00 0.771 49 1.03 0.031 1.57 12 10/04/97 15:00 0.717 50 1.01 0.011 Computed Peaks 2.74 100.00 0.990 Computed Peaks 2,48 50.00 0.980 Computed Peaks 2.23 25.OD U.960 Computed Peaks 1.90 10.00 �.900 Computed Peaks 1.84 8.00 0.875 Computed Peaks 1.65 5.00 0.800 Computed Peaks 1.29 2.00 0.500 Computed Peaks 1.06 1.30 0.231 Flows used for Target Duration Curve Calculatlon Frst Interval: 50% of 2-year predev.tsf+ 2-year offsite.tsf 0.50*0.197 + 0.152 = 0251 cis 50-year flow: 50 year predev.tsf+ 50-year offsite.tsf 0.562 + 0.33g= 0.901 cfs Interval Size: (50 year- first interval)/(36-1) (0,901 - 0.251)/35 = 0.18571 Greenleaf Pond Facllity Retention/Detention Facility Type of Facility: Detention Pond Side Slope: 3.00 H:1V Pond Bottom Length: 86.00 ft I Pond sottom width: 38.00 ft Pond Bottom Area: 3268. aq. ft Top Area at 1 ft. FB: 13944. sq. ft I 0.320 acres Effective storage Depth: 8.75 ft Stage 0 Blevation: 0.00 ft � storage Volume: 65115. cu. ft 1.495 ac-ft , Riaer Head: 8.75 ft � Riser Diameter: 18.00 inches Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge Diameter (fty (in} (CFS) (in) 1 0.00 1.75 0.246 2 7.Q0 2.63 0.247 6.0 3 8.00 1.50 0.053 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation Surf Area (ft) {ft} (cu. ft) (ac-ft) (cfs) {cfs} (sq. ft) 0.a0 0.00 0. 0.000 U.000 0.00 3268. 0.02 0.02 66. 0.002 0.011 0.00 3283. 0.04 0.04 131. 0.003 0.016 0.00 3298. 0.05 0.05 164. 0.004 0.019 0.00 3305. 0.07 0.07 231. 0.005 0.022 0.00 3320. 0.09 0.09 297. 0.007 0.025 0.00 3335. 0.11 0.11 364. 0.008 0.027 0.00 3350. 0.13 0.13 431. 0.010 0.030 0.00 3365. 0.15 0.15 499. 0.011 0.032 0.00 3380. 0.32 0.32 1084. 0.025 0.047 0.00 3510. 0.49 0.49 1692. 0.039 0.058 0.00 3641. 0.66 0.66 2322. 0.053 0.068 0.00 3775. 0.83 0.83 2976. 0.066 0.076 0.00 3910. 1.00 1.00 3652. 0.084 0.083 0.00 4048. 1.18 1.18 4394. D.101 0.090 0.00 4196. 1.35 1.35 5129. 0.118 0.096 0.00 4338. 1.52 1.52 5869. 0.135 0.102 O.QO 4482. 1.69 1.69 6643. 0.153 0.108 0.00 4628. 1.86 1.86 7443. 0.171 0.113 0.00 4776. 2.03 2.03 8267. 0.190 0.118 0.00 4927. 2.20 2.20 9118. 0.2Q9 0.123 0.00 5079. 2.38 2.38 10047. 0.231 0_128 0.00 5243, 2.55 2.55 10951. 0.251 0.133 0.00 5399. 2.72 2.72 11883. 0.273 0.137 0.00 5558. 2.89 2.69 12641. 0.295 0.141 0.00 5719. 3.06 3.06 13827. 0.317 0.145 0.00 5882. 3.23 3.23 14641. 0.341 0.149 0.00 6047. 3.41 3.41 15945. 0.366 0.153 0.00 6224. 3.58 3.58 17018. 0.391 0.157 0.00 6393. 3.75 3.75 16119. 0.416 0.161 0.00 6564. 3.92 3.92 19250. 0.442 0.164 0.00 6738. 4.09 4.09 2D410. 0.469 0.168 0.00 6913. 4.26 4_26 21600. 0.496 G.172 0.00 7091. 4.44 4.44 22894. 0.526 0.175 0.00 7281. 4.61 4.61 24147. 0.554 D.178 0.00 7463. 4.78 4.78 25431. 0.584 0.182 0.00 7647. 4.95 4.95 26747. 0.614 0.185 0.00 7833. 5.12 5.12 26095. 0.645 0.188 0.00 8021. 5.29 5.29 29474. 0.677 0.191 0.00 8211. 5.46 5.46 30886. 0.709 0.194 0.�0 8403. 5.64 5.64 32418. 0.744 0.197 0.00 8609. 5.81 5.61 33898. 0.778 0.200 0.00 8806. 5.98 5.98 35412. 0.813 0.203 0.00 9009. 6.15 6.15 36959. 0.848 0.206 0.00 9205. 6.32 6.32 36542. 0.885 6.209 0.00 9408. 6.49 6.49 40158. 0.922 0.212 0.00 9613. 6.67 6.67 41908. 0.962 0.214 0.00 9832. 6.84 6.64 43598. 1.001 0.217 0.00 10041. 7.00 7.00 45220. 1.038 0.220 0.00 10240. 7.03 7.03 45528'. 1.045 0.222 0.00 10277. 7.05 7.05 45734. 1.050 0.228 0.00 10302. 7.08 7.08 46043. 1.057 0.237 0.00 10340. 7.11 7.11 46354. 1.064 0.249 D.00 10378. 7.14 7.14 46666. 1.071 0.265 0.00 10415. 7.16 7.16 46B74. 1.076 0.283 0.00 10441. 7.19 7.19 47188. 1.083 0.305 0.00 10478. 7.22 7.22 47503. 1.091 0.311 0.00 10516. 7.39 7.39 49309. 1.132 0.343 0.00 10732. 7.56 7.56 51152. 1.174 0.369 �.00 10950. 7.73 7.73 53032. 1.217 0.391 0.00 11170. 7.91 7.91 55064. 1.264 0.411 0.00 11405. 8.00 B.00 56096. 1.28B 0.422 0.00 11524. 8.02 8.02 56327. 1.293 0.424 0.00 11550. 8.03 8.03 56442. 1.296 0.427 �.00 11564. 8.05 8.05 56674. 1.301 0.431 0.00 11590. 8.06 8.06 56790. 1.304 0.436 0.00 11603. 8.08 8.08 57022. 1.309 0.442 0.00 11630. 8.09 8.09 57139. 1.312 0.448 0.00 11643. 8.11 8.11 57372. 1.317 0.454 0.00 11670. 8.13 8.13 57605. 1.322 0.45� 0.00 11696. 8.30 8.30 59613. 1.369 0.485 0.00 11923. 8.47 8.47 61659. 1.416 0.510 0.00 12152. 8.64 8.64 63745. 1.463 0.532 0.00 12384. 8.75 6.75 65115. 1.495 0.546 0.00 12534. 8.65 8.85 66376. 1.524 1.020 0.00 12672. 8.95 6.95 67650. 1.553 1.880 0.00 12810. 9.05 9_OS 68938. 1.583 2.980 0.00 12950. 9.15 9.15 70240. 1.612 4.290 0.00 13090. 9.25 9.25 71556. 1.643 5.770 0.00 13230. 9.35 9.35 72686. 1.673 7.200 0.00 13372. 9.45 9.45 74230. 1.704 7.740 0.00 13514. 9.55 9.55 75589. 1.735 8.240 0.00 13656. 9.65 9.65 76961. 1.767 8.710 0.00 13800. 9.75 9.75 78349. 1.799 9.160 0.00 13944. 9.85 9.85 79750. 1.831 9.580 0.00 14089. 9.95 9.95 81166. 1.863 9.990 0.00 14235. 10.05 1D.05 82597. 1.896 10.380 0.00 14381. 10.15 10.15 84043. 1.929 10.750 0.00 14528. 10.25 I0.25 85503. 1.963 11.120 0.00 14676. 10.35 10.35 86978. 1.997 11.470 0.00 I4625. 10.45 10.45 88468. 2.031 11.810 0.00 14974. 10.55 10.55 89973. 2.065 12.140 0.00 15124. 10.65 10.65 91493. 2.100 12.460 0.00 15275. Hyd Inflow outflow peak Storage Stage Elev (Cu-Ft) (Ac-Ft) 1 1.46 0.84 8.81 8.81 65889. 1.513 2 1.66 0.72 8.79 8.79 65568. 1.505 3 2.60 0.51 8.48 8.46 61739. 1.417 4 1.30 0.50 8.39 8.39 60705. 1.394 5 1.48 0.42 7.95 7.95 55496. 1.274 6 1.55 0.37 7.57 7.57 51244. 1.176 7 0.95 0.21 6.42 6.42 39498. 0.907 B 1.13 0.14 2.90 2.90 12871. 0.295 Hyd R/D Facility Tributary Reeervoir POC Outflow Outflow Inflow Inflow Target Calc 1 0.84 0.14 ***+**** 1.02 0.89 2 0.72 0.15 �ra*a�*t tt�i*�• 0.75 3 0.51 0.23 •*�***** •****+• 0.60 4 0.50 0.13 *��+**** *****+* 0.56 5 0.42 0.14 ******** *•***** 0.49 6 0.37 0.15 •t****** ++��*+* 0.42 7 0.21 0.10 •*****++ *;+**** 0.28 8 0.14 0.13 *•****** ****+** 0.25 Route Time 3eries through Facility inflow Time Seriea File:devcombined.taf Outflow Time Series File:rdout POC Time Series File:daout Inflow/Outflow Analyais Peak Inflow Discharge: 2.60 CFS at 6:00 on Jan 9 in 1990 Peak Outflow Discharge: 0.837 CF3 at 19:00 on Feb 9 in 1951 Peak Reservoir Stage: 8.81 Ft Peak Reservoir Elev: 8.81 Ft Peak Reservoir Storage: 65889. C�-Ft . 1.513 Ac-Ft Add Time Seriea:bypass.tsf Peak Summed Discharge: 0.894 CFS at 19:00 on Feb 9 in 1951 Point of Compliance File:daout.tef Flow Frequency Analysis LogPeareon III Coefficienta Time Seriea File:rdout.taf Means -0.637 StdDev= 4.187 PrOjeCt LOCatiOn:Se3-TdC Skew= 1.467 ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peake - - Rank Return Prob (CFS) (CFS) (ft) Period 0.183 34 2/17/49 4:00 0.837 8.81 1 89.50 0.989 0.213 13 3/OS/50 7:00 0.716 8.79 2 32.13 0.969 0.837 1 2/09/51 19:00 0.516 8.51 3 19.58 0.949 0.165 45 1/30/52 14:00 0.511 8.48 4 14.08 0.929 0.173 43 1/12/53 7:00 0.498 8.39 5 10.99 0.909 0.199 24 1/06/54 11:00 U.454 8.11 6 9.U1 0.889 0.212 14 2/08/55 6:00 0.416 7.95 7 7.64 0.869 0.278 12 12/22/55 15:00 0.416 7.95 8 6.63 0.849 0.194 27 12/09/56 20:00 0.412 ?.92 9 5.86 0.829 0.199 23 1/17/58 7:00 0.376 7.61 10 5.24 0.809 0.184 33 1/24/59 10:00 0.370 7.57 11 4.75 0.789 0.498 5 11/21/59 2:00 0.278 7.15 12 4.34 0.769 0.193 28 11/24/60 17:00 0.213 6.62 13 3.99 0.749 0.157 47 1/03/62 8:00 0.212 6.47 14 3.70 0.729 0.198 25 11/26/62 10:00 0.211 6.42 15 3.44 0.709 0.189 31 1/O1/64 22:00 0.208 6.26 16 3.22 0.690 C.20i 21 12/O1/64 8:00 0.206 6.15 17 3.03 G.670 0.180 37 12/28/65 1B:OU 0.206 6.13 18 2.85 0.650 0.206 18 12/13/66 16:00 0.205 6.12 19 2.70 0.630 0.183 35 1/20/68 19:00 0.204 6.05 20 2.56 0.610 0.182 36 12/03/6B 23:00 0.201 5.88 21 2,44 0.590 0.187 32 1/14/70 15:00 0.201 5.88 22 2.32 0.570 0.208 16 12/07/70 5:00 0.199 5.78 23 2.22 0.550 0.376 10 2/28/72 7:00 0.199 5.73 24 2.13 0.530 0.192 29 12/27/72 19:00 0.198 5.70 25 2.04 0.510 0.201 22 1/16/74 18:00 0.196 5.59 26 1.96 0.490 0.206 17 12/27/74 9:00 0.194 5.44 27 1.89 0.470 0.204 20 12/04/75 2:00 0.193 5.38 26 1.82 0.450 0.141 49 8/24/77 0:00 0.192 5.34 29 1.75 0.430 0.191 30 12/15/77 19:00 0.191 5.28 30 1.70 0.410 0.155 48 11/19/78 9:00 0.189 5.17 31 1.64 0.390 0.416 7 12/17/79 20:00 0.187 5.05 32 1.59 0.370 0.178 40 12/27/BO 8:00 0.184 4.69 33 1.54 0.350 0.454 6 10/06/B1 18:00 0.183 4.81 34 1.49 0.330 0.205 19 1/OS/63 16:00 0.183 4.81 35 1.45 0.310 0.166 44 12/10/83 18:00 0.182 4.78 36 1.41 0.291 0.175 41 11/03/84 23:00 0.180 4.71 37 1.37 0.271 0.370 11 1/18/66 23:00 0.180 4.70 38 1.33 0.251 0.412 9 11/24/66 8:00 0.179 4.66 39 1.30 0.231 0.174 42 1/15/88 6:00 0.178 4.60 40 1.27 0.211 0.162 46 11/OS/88 20:OD 0.175 4.46 41 1.24 0.191 0.511 4 1/09/90 12:00 0.174 4.38 42 1.21 0.171 I 0.516 3 4/05/91 5:00 0.173 4.32 43 1.18 0.151 0.196 26 1/31/92 6:00 0.166 4.00 44 1.15 0.131 0.179 39 3/23/93 7:00 0.165 3.95 45 1.12 0.111 0.140 50 12/O1/93 16:00 0.162 3.83 46 1.10 0.091 0.211 15 2/20/95 0:00 0.157 3.60 47 1.08 0.071 � 0.716 2 2/09/96 3:00 0.155 3.48 48 1.05 0.051 0.416 8 1/02/97 12:00 0.141 2.89 49 1.03 0.031 0.160 38 10/30/97 10:00 0.140 2.66 50 1.01 0.011 Computed Peaks 0.959 8.84 100.00 0.990 Computed Peaks 0.747 8.79 50.00 0.980 Computed Peaks 0.579 8.76 25.00 0.960 Cort�puted Peaks 0.409 7.90 10.00 0.900 Computed Peaka 0.382 7.66 8.00 0.875 Computed Peaks 0.311 7.22 5.00 0.800 Computed Peaka 0.208 6.28 2.00 0.500 Computed Peake 0.166 3.99 1.30 0.231 Flow Frequency Analyais LogPearaon III Coefficients Time Series File:daout.taf Mean= -0.506 StdDeve 0.148 Project Location:Sea-Tac Skew= 1.395 ---Annual Peak Flop Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peake - - Rank Return Prob (CFS) (CFS) Period 0.291 22 2/16/49 21:00 0.894 1 89.50 0.989 0.353 12 3/03/50 16:00 U.752 2 32.13 0.969 0.894 1 2/09/51 19:00 0.598 3 19.58 0.949 0.247 42 1/30/52 8:00 0.588 4 14.08 0.929 0.246 40 9/30/53 14:00 0.565 5 10.99 0.909 0.249 38 1/22/54 20:00 0.555 6 9.01 0.889 0.297 21 2/07/55 17:00 0.488 7 7.64 0.869 0.306 16 12/22/55 12:00 0.466 8 6.63 0.849 0.319 15 12/09/56 14:00 0.459 9 5.86 0.829 0.267 29 1/16/56 16:00 0.420 10 5_24 0.809 0.258 33 11/18/SB 13:00 0.419 11 4.75 0.789 0.555 6 11/21/59 1:00 0.353 12 4.34 0.769 0.286 23 11/24/60 8:00 0.338 13 3.99 0.749 0.225 48 11/22/61 2:00 0.320 14 3.70 0.729 0.254 34 11/25/62 14:00 0.319 15 3.44 0.709 0.252 37 1/O1/64 14:00 0.306 i6 3.22 0.690 0.253 35 11/30/64 7�:OU 0.304 17 3.03 0.670 0.247 41 1/05/66 16:00 0.304 18 2.85 0.650 0.320 14 11/13/66 19:00 0.303 19 2.70 0.630 0.304 17 8/24/68 16:00 0.298 20 2.56 0.610 0.261 31 12/03/68 16:00 0.297 21 2.44 0.590 0.271 27 1/13/70 23:00 0.291 22 2.32 0.570 0.298 20 12/06/70 8:00 0.286 23 2.22 0.550 0.419 11 2/28/72 5:00 0.280 24 2.13 0.530 0.253 36 12/26/72 2:00 0.277 25 2.04 0.510 0.262 30 11/11/73 17:00 0.276 26 1.96 0.490 0.338 13 12/26/74 23:00 0.271 27 1.69 �.470 0.269 28 12/02/75 20:00 0.269 28 1.82 0.450 0.249 39 8/26/77 2:00 0.267 29 1.75 0.430 0.304 18 9/22/�B 19:00 0.262 30 1.70 0.410 0.216 49 10/23/78 21:00 0.261 31 1.64 0.390 0.459 9 12/17/79 17:00 0.259 32 1.59 0.370 0_303 19 11/21/80 11:00 0.258 33 1.54 0.350 0.565 5 10/06/81 15:00 0.254 34 1.49 0.330 0.280 24 1/05/83 8:00 0.253 35 1.45 0.310 0.228 47 1/03/84 1:00 0.253 36 1.41 0.291 0.246 43 6/06/85 23:00 0.252 37 1.37 0.271 0.420 10 1/18/86 21:00 0.249 38 1.33 0.251 0.466 8 11/24/86 6:00 0.249 39 1.30 0.231 0.235 45 1/14/88 12:00 0.248 40 1.27 0.211 0.237 44 11/05/88 14:00 0.247 41 1_24 0.191 0.598 3 1/09/90 9:00 0.247 42 1.21 0.171 0.588 4 4/05/91 2:00 0.246 43 1.18 0.151 0.259 32 1/27/92 17:00 0.237 44 1.15 0.131 0.231 46 3/22/93 22:00 0.235 45 1.12 0.111 0.192 50 2/17/94 18:00 0.231 46 i.10 0.091 0.276 26 2/19/95 17:0� 0.228 47 1.08 0.071 0.752 2 2/09/96 3:00 0.225 48 1.05 0.051 0.488 7 1/02/97 9:Q0 0.216 49 1.03 0.03I 0.277 25 10/30/97 7:00 0.192 50 1.01 0.011 Computed Peaks 0.949 100.00 0.990 Computed Peaks 0.783 50.00 0.980 Computed Peaks 0.644 25.00 0.960 Computed Peaka 0.492 10.00 0.900 Computed Peaks 0.466 8.00 0.675 Computed Peaks 0.397 5.00 0.800 Computed Peaks 0.289 2.00 0.500 Computed Peaks U.240 1.30 0.231 Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceeden�e_Probability CFS � $ $ 0.012 305682 69.790 69.790 30.210 0.302E+00 0.035 34305 7.832 77.623 22.377 0.224E+00 0.059 26089 6.413 64.036 15.964 0.160E+00 0.083 22935 5.236 89.272 10.728 0.107E+00 0.106 17121 3.909 93.181 6.819 0.682E-01 0.130 12161 2.776 95.957 4.D43 0.404E-01 0.153 8451 1.929 97.887 2.113 0.211E-01 0.177 4689 1.071 98.957 1.043 O.1D4E-01 0.200 2901 0.662 99.620 0.380 0.380E-02 0.224 1162 0.265 99.885 4.115 0.115E-02 0.247 60 0.014 99.899 0.101 O.101E-02 0.271 29 0.007 99.905 0.095 0.947fi-03 0.294 26 0.006 99.911 0.089 0.888fi-03 0.318 33 0.008 99.919 0.081 0.813E-03 0.342 51 0.012 99.930 0.070 0.696E-03 0.365 69 0_016 99.946 0.054 0.539E-03 0.389 59 0.013 99.960 0.040 0.404fi-03 0.412 63 0.014 99.974 0.026 0.260E-03 0.436 36 0.008 99.982 0.018 0.1788-03 0.459 9 0.002 99.984 0.016 0.158fi-03 0.483 18 0.004 99.988 0.012 0.116E-03 0.506 22 0.005 99.993 0.007 0.662E-04 0.530 17 0.004 99.997 0.003 0.274E-04 0.553 7 0.002 99.999 0.001 0.114E-04 0.577 1 0.000 99.999 0.001 0.913E-OS 0.601 0 0.000 99.999 0.001 0.913E-OS 0.624 1 0.000 99.999 0.001 0.685E-OS 0.648 0 0.000 99.999 0.001 0.685E-05 0.671 0 0.000 99.999 0.001 0.685E-05 0.695 D 0.000 99.999 0.001 0.685E-OS 0.718 1 0.000 100.000 0.000 0.457E-OS 0.742 1 0.000 100.000 0.000 0.228B-OS 0.765 0 0.000 100.000 0.000 0.228E-DS 0.789 0 0.000 100.000 0.000 0.226E-05 0.912 0 0.000 100.000 0.000 0.228E-05 0.836 0 0.000 100.000 0.000 0.228E-05 Flow Duration from Time Seriea File:deout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS � 1r $ 0.013 305674 69.789 69.789 30.211 0.302E+00 0.038 33455 7.638 77.427 22.573 0.2268+00 0.063 27708 6.326 83.753 16.247 0.162E+00 0.088 23052 5.263 89.016 10.984 0.1105+00 0.113 17172 3.921 92.936 7.064 0.706fi-01 0.139 12444 2.641 95.777 4.223 0.422E-01 0.164 8443 1.928 97.705 2.295 0.229E-01 0.189 4986 1.138 98.843 1.157 0.116E-01 0.214 2940 0.671 99.515 0.485 0.485E-02 0.239 1176 0.268 99.783 0.217 0.217E-02 0.264 329 0.075 99.858 0.142 0.142fi-02 ' 0.289 127 0.029 99.887 0.113 0.113E-02 0.315 74 0.017 99.904 0.096 0.959E-03 0.340 66 0.015 99.919 0.081 0.808E-03 0.365 60 0.014 99.933 0.067 0.671E-03 0.390 72 0.016 99.949 0.051 0.5D7E-03 0.415 54 0.012 99.962 0.038 0.384E-03 • 0.440 53 0.012 99.974 0.026 0.263E-03 0.465 27 0.006 99.980 0.020 0.201E-03 0.491 22 0.005 99.985 0.015 0.151E-03 0.516 15 0.003 99.988 0.012 0.116E-03 0.541 22 0.005 99.993 0.007 0.662E-04 0.566 14 0.003 99.997 0.003 0.342E-04 0.591 4 0.001 99.997 0.003 0.251E-04 0.616 5 0.001 99.999 0.001 0.137E-04 0.642 2 0.000 99.999 0.001 0.913E-05 0.667 0 O.00U 99.999 0.001 0.913E-05 0.692 1 0.000 99.999 0.001 0.685fi-OS 0.717 0 0.000 99.999 0.001 0.685E-05 0.742 0 0.000 99.999 U.001 0.685E-05 0.767 2 0.000 100.000 0.000 0.226E-05 0.792 0 0.000 100.000 0.000 0.228E-OS 0.818 0 0.000 100.000 0.000 0.2288-05 0.843 0 0.000 100.000 0.000 0.228B-05 0.868 0 0.000 100.000 0.000 0.228E-OS 0.893 0 0.000 100.000 0.000 0.228fi-OS i �..�..a:�. e �� o ��,.,� . TAqGE1pr o •� 0 c � ♦ a .1 .\ � `` � o � n � O - ,. R � �`'�� 0 .. � i•.. �: - � �"_ �y -_-- -- e -`.�`�`��. 9 e 10' to' to� 10° to a to'' fo� Rao�eiq�Eaewtlwa� Duration Comparison Anaylsie ease File: precombined.tsf New File: dsout.taf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New tChange Probability Base New �Change 0.251 � 0.19E-02 0.17E-02 -13.7 � 0.19E-02 0.251 0.244 -2.8 0.296 � O.11B-02 0.11E-02 -3.3 � 0.11E-02 0.296 0.290 -1.9 0.341 � 0.69E-03 O.SOB-03 16.2 � 0.69E-03 0.341 0.363 6.3 0.386 � 0.45E-03 0.54E-03 19.9 � 0.45E-03 0.386 0.403 4.4 0.431 � 0.30E-03 0.31E-03 1.5 � 0.30E-03 4.431 0.432 0.2 0.476 � 0.19$-03 0.17E-03 -10.6 � 0.19fi-03 0.476 0.470 -1.3 0.521 � O.11B-03 O.lOB-03 -2.2 � 0.11E-03 0.521 0.521 -0.1 0.566 I 0.62E-04 0.34B-04 -44.4 � 0.62E-04 0.566 0.544 -4.0 0.611 � 0.39fi-04 0.14E-04 -64.7 I 0.39E-04 0.611 0.564 -7.7 0.657 � 0.16B-04 0.91E-OS -42.9 � 0.16Fs-04 0.657 0.6d3 -8.2 0.702 � 0.14E-04 0.668-05 -50.0 � 0.14E-44 0.702 0.628 -10.4 0.747 � 0.11E-04 0.68B-O5 -40.0 � O.11B-04 0.747 0.630 -15.7 0.792 � 0.91S-OS 0.238-05 -75.0 � 0.91$-05 0.792 0.681 -14.1 0.837 � 0.23B-OS 0.23E-05 0.0 � 0.23E-05 0.837 0.893 6.7 Maximum positive excureion = 0.06e cfs ( 8.2�) occurring at 0.826 cfa on the Base Data:precombined.tsf and at 0.893 cfs on the New Data:dsout.tsf Maximum negative excursion = 0.152 cfs (-19.5�) occurring at 0.782 cfe on the Base Data:precombined.tef and at 0.630 cfs on the New Data:daout.tsf KING COLTT[Y,WASHRdG7'ON,SURPACE WAI'ER DESIGN MANUAL �LHJ�s9Y,• r�.-,;;, sro�FAcn�rr�avEx�tiow wo��t"�; Summry�f tk 2M9 Sar6a W�hr Dedg�hLeul Req�hsoeab Yro3ectNa�oe: Greenleat uvauea: 8/larzola 1) Primary Overflow(See Pa=e 5�46) rop or na�de�;�y o�noa s�woo- �" cnooa Q,,t-9.739 D Hn De.ebped 100-yr.15-mo�e pak flow(Q�,;)� (cB) Ovaflow Comd Frop Di�melc(D)� (nrLe) H�,- Had�Dm�e Primey Ovctlow 0.6f($) ' 2) Seoond�ry OverBow(See Pa�e 5-41 and S48) 'fop of De�timlSa000d�y Ovaflov Elevmm- 443.00 Fmm PrimQy Ovafbw A) JaBl�e Weir Q„y-C(L-0.2Fi)H�-(3.27+0.�0}i/�(L-�1E�An Q�� 7.91 (cfa) From Primcy Oratbw P- De�mtion Ston�e DeQih (S) H�y„� Had�bove 9eomdry Ovaflvw :ii�(ft) ' L- I,eaplh of We'a 6.89(ft) - E) BkduQe Svucmee ' Q,��9.739DHn Q,�,- 79l(c5) Fhom Primry Ovaib� s�a.�,a�.sw�.z�;.�u«m)� ,�i c�.) H,��- Hed rbwe Sem�y OYaBow 035(R) C�oosebelwa�.l�OhoruorBlydu�e � J�oa�e a� Budc� 3) Emergeaey Ovvllow (See Page 5-30) Mm�nm�Emc�.y Ovaflon Ekv�tiw-Top o�'Demotiou+A�,�„a�me�M Top of Deer�m �45.00 From Str,p I �s�...r.�a.r�� CLooxFromPrim.lSec.Oqiom Min��Emagmc.y Ovalbw Pievman- 445.66 Chooem 6�m�mc.y Ovctlov►Bb�tlom- � Choox Ekvarion p MIn 9om.bove) A) Spi�w+y Q.�=C C26)�Clf!L Hn+8/15•(tm�H�] _ Q..k- 7.91 (cfi) From Prim�y Overflow C- D'scLc�e ooeffici� 0.60 g- (invity 32 2(N�ec�) H�a= He�d�bwe F.magar.y Ovvflorr '_ .Q 20(fl) ma 02 Eeu 8/1 S'm q- 2.4(3:1 aide alopee)or 8(l0:1 idc ebpa) �� (booee aide abpe(X:1) L= Bottom Imglh of Su�ago�cY sP��°�Y (R) Roa�d N�rat fo�t B) Bfrdast StnN�is Q�-9.739 D Hn Q�- 7.91 (dt) From Pr�y Wa9ow saomaey ove5o.sc,cme n;�ee►cn)_ �(rorhe.> H�„- Had ebove Semod�rY OYa9ow 03�(tt) ceu.a odwae.�.�o.re.�akae,ae �_�" spiIlw�r « B'adn�e Pond Bero Elev�tle�=F�ey Ove:flow Elev�tln+1�,�,,,�+Freebwrd HmQ�mey Ova9ow Hkv�tim- 445.50 F�Semadsy Ovaflow� }t�„a� �e.-.y� Cboae(mm.02 feet) Frxboud- Z Cboo�e(�.D3 feat) M�Pmd B�Blav�tim' 116.46 Acarl Pood Ham Ekwlion' r47.N C600�e Bievation p Mo 5om above) 4) Overfto�v Summary wa�a Qudiy Elev�ou= — ��Y�-��8�� Peimtry Ovaflow Blevdim- IISAO From Step 1 Seco�ry Ovaflow 6kv�tion' Blydaye 4t i�e�CMtr.Stnd 1153� From Soep 2 gio�mcy pver6o�v Elev�doa- N536 Fmm Step 3 Em�a�7'a'�c9Ow SpLw'+Y I.mylh- — (ft) Fmm Step 3 Emgacy Ova�flow Sp7lway Side Sbpee- — Pmm Soe�3 Pamd Belm Elevation- 447.00 Fmm SUep 3 ` APPENDIX B Geotechnical Report Ea�th Solutions NW, LLC i ' � � i �?�'• .;`'ti . .,�� :� . �• ��t � , . ��' '�_ .�� , �. .a ,. �';s=�r- r1 � " ' ' :.: 'l� �JK,��=�. �- y,," �� y- ! ��ei„�M S � 'tr..fy, �,R�'�'�,, �. `•f• r7- �iy�,�`� '�' r�: 'j��` +'r� , Y �, 13'�;' '� ��,'� ,�' � ,.� ,41' �� t,;� �; r � � -�� ' ^ � � :• '•� �� ?a-..r � rr. � r ' v�: �t' t M, � '- f �R.X CICOtCC�li11Cfl�ETI�' � ; � : 6 s I �_� .�s EnvironmeIItal� r,.. �'• _ Construction Mc�,r,� � ;�� `'-�. �� {,� . i � _ ,�� . . •� ��- ..� r. � :�". ; , �.r "�':- �'>' `�;,f.rt.� '�; . t �y!!t '_ � .y •+ ., � _ ,�: � �� . ��'y:. �= ��. V , �+.�_.�� l ' .. �: �y'• '� ' ,� •'�� . �y,�ir�_. - . f _ L-��: - -�_ � .- . � . ` �..` , �'{ ., ' ,�.�t.r�"t.r�:�,�}-'"� ��'". - �' . . �.p.!�� r f�;`r Y.�*s':�� - r�" -e .-.�2'�.'- ..i.t.�.� �'r . _' 7� r _ � ' .. �� - y�irt�+ �. ~ �i� '� > ..�. �3` �". �� :"7Y. .'',. �+;�• _ ,,. _ + .. �r'f:?�`�: �� "� -+�t�. �. ,.��, � ' ; ��- - t 1�� — F ...� ,`� ^ ~. � I.�� f•� .��e - , r��.' w�•�S �-.��Z � T . . � i_.7.. . � f N"� �JG��\' Y � . �. .. `__. .t f,`:_GE�.=�TECHNfCAL ENGINEERING STU' ._,�. ' ; .�: PROPOSED PANTHER LAKE RESIDENTIAL SUBDIVISION �� 18647 - 108TH AVENUE SOUTHEAST ,�� ' RENTON, WASH�NGTON � � �Jti'�5��- �Y:Y � ��`'�' ES-2995 �'�x��, ,..,, "-' ,� ,r � �,y� 'y � ,•._ � ��t �� ' V; ;��z-►. . s E � . � _� : ` •'� ..�<��,c '�,_ _ -::rfjt_ . •- "-'' = �1 � �';'.? ;�..''�'"- ",�',l.,.,:�� . c�.�_� i s-.pe►e� a {J` -- � , n``�:� '4.-'�t��. `K7- _r�' _ .��, �� _ �"y'�,� ,y,a}�' .` ,: r .� J `�7P ,,w.� �.�� .y,,,�,,•� �� . . ��.. �.� i• V e. �Ti,,. . . �! .,��. � . ¢. :,t � '" � . �� . ..,. . � l:y•'�n� a�� +�_�� •. (-; , �. ,- � r � PREPARED FOR The Conner Homes Group, LLC 8eptember 23� 2013 Hen T. Wright, E.I. . Staff Engineer �Ft, CAq,r,a�. e�of w��c`� h �� 7�� Kyle R. C�mpbelt, P.E. PMncipai GEOTECHNICAL ENGINEERiNG STUDY PROPOSED PANTHER LAKE RESIDENTIAL SUBDMSION 18647 - 108TM AVENUE SOUTHEAST RENTON,WASHINGTON ES-2995 Earth Sotutions MIY, LLC 1805- 136T" Place Northeast, Bellevue, Washington 98005 Ph: 425-284-3300 Fax: 426-448-4711 1-866-336-8710 II E I � I � I { I . . . eo ec �ica n �neerin e or . . 6�a�di■i�al S�rico= IYw P�fat�ned hr • e�e,rar;o�,conr�ura�on,ioc�ion,ori�aanm,a weight of tl�e ��'I�R�_.�� a�►�. ceo�echnical ensicieers s�ure their s�vk.es b meet the specific needs of � �mposinon ot the aesigo�n,a � tl�eir clier�.A geobechnid enpineering study oordud�ed ior a civil erg� � projed oMrt�ship, neer may not fulfill tl�e needs of a cor�tndion cantractor or euen anotl�er aNl englneer.Because each ge�chnlcal engir�eerirg study's unique,each AS a g�eral ru�,always kdam your peotechr�r�l enpineer af project geohecFx�ical engineering�epat is un�que,p�ered sol�yfa Uie client No d�anpe5—�ven mkior ones--ar�d�an a�sment d their impad. one e�pt yau should reJy on your peotechnical enpineering report wlCiout Ge+o�d�1 e�lrae�rs�rraol�ot re�vr�ibr�Y or liabil�y lor p�vbkrrs frtst�rirq�wi�h the geo�echn'ial er�(neer who prep�red R A�d nn arae th�t oaxr de�se d�ir r�oor�s do nd c�r d�eloAr►►�rds of wl�lr�h —nat e�,r►yai—should appy tt��eP��P�P�a Pro�t theY were nd s�br►ried. exoept ttte one origlrrally ar�ec�laled. �� U�e F�11 ROpY!'t n peote�rical engineering repo�t is b�ed on condi6ons tt�at�cishad at Serious problert�s have aoatrred bec�1t�e reyir�g on a geo�mical the time the s�dy was pertnrmed.Dn r�ot rely an a gedechnwcaf enpineer er�t�rtn0 re�wrt�id not read it all.Do not rety on an ezacu�ve sixnn�arY. ing raporfwhoae adequaq'maY have been aAeded by:ihe pa�sage of Do not roed selecbed elert�erds only. time;by rt�an-rtrade e�enlx,sud►as cor�tion on or adjacent m the�le; or by natural events,such as floods,�rthQualaes,or grouMr�.r fludt� A P�A9��I�N'� I�� N tio�ts.AM�ysoonlatt d�e geotechnical�glnaer bebte aPPh��9�� A III�M ��t�I�Ct��f1C� to d�mine If a l�stlll ref�ble.A mfnor arrqu�t of�dlttor�t�tinp or Ge�echnicad�ineers consider a�urnber ot unique,praJect-s�c iao- ar�alysis cou�pre�ertt rrrajor problar�. tors when establi�hinp ihe scope of a study.Typic�l fedors ir�ltxie:the alenrs goals,obiec�ves,ana risk menagement prererenoes;the gene�al AA9�t��lal R�II�!Ma lrY�l malu2 of the sdudure irndued��s sme,and cor�igutafia4�e loc�lon of � the st�ucture o�the site;and o�planned a e�ostinp s'�e imptave�r�e.+�s, Sils e�lnration ide�tif'res sub�haoe cflndiCarts only at ihose pofr�ts where such as acaess roeds,Parldnp�aLs,and unde�yround udl�es.Unless the subau�ace ba�s�e car��c�d or sartples are taloen,Geotechnlc�en�- � I geotechnicel ergine�who conduc�ed the study speci�Caly indicaGas dh- neers�view field and laboratory dala and then apply ttieir professiaial ` enrise,do not rety on a peotedmical enpineering report that w�: judpmei�t m rende�an opirion�ait subsurkoe conditlons tlroughout Ihe _ • nd prepared fo�you, sr�e.Adual�ace ca�tions may differ--somedrt�es sipnlflc�nty— • nd prepared fo�your project, iram tho�indlc�ed tn your report.Relafnir�g tlie�rdcal enpineer • not prepared�Or the specific sile explored.or who developed yaur repart m provide cons�lon o�ation is the • compl�ed beioB Important Prale�.t changes were mada. most e(�tive melhad ot�napinD 1he�isks associ�ed wilh ur�an6cxpaE�d oondldot�. Typical c�anges that can erode tlte reli�iliiy af an e�usang peotechnid enqineerin�report include those tha�affect A I�Ci t1�11d�1N11�Ar!IM�t I�I • the fi�of the proposed shud�ue,as when It's d�anged from a Do not�on the�on recortrnend�ions included in you� parking garage�o an dfice building,or fram a ligtd�Slrial plar� report. Thoae r�oan►r��ndafions a�e not finel,b�ause�o�edx�ical eng� to a refrigerahed warehouse, ne�s deMelaP�rn Princi�ally from judgmer�and op(nion.Gea�ctnical engine�can fmal¢e ttieh racamrnerdffiions only by abse�vlrp a�al subsurfaoe cond�ions revealed during co�utruction. The g�o�d►nir�! t�ave led to disappoinirner�,clair[rs,and di�es_To help reduce the risk sn�iraeer w�rn d�nah�pedl�xn repo�t r�aot assur��e�spotrs►�i�i�y or of such outcanes,geotechnical englneers cortmonty include a variety of liability�br lf�e report��coRxr�a�iorrs Jf that angir�r da�s nd per�xm ea�larratory provisia�in their reports.Sort�times ia�eied 'IYnitatior�' con�i�ob�yalron. many of�ese provisions indicate whe�e geo�d�nical englr�eers'r�spor�i- bilit'�e5 begin and end,to help othe�s recogo�e thelr oMm responsibil�ies A�90�l�C�E�IQ R8�M1't�S�[� and risks.R�+d�e provisions dasety.Ask que.�tions.Your geotechniral AIISIIIbPpI'�Uon engineer sha,Id respond�Ily ard trar�dy. Other design tiaam members'misinterpr�tion af 9eo�hn��l e�n�mA repons nas res�,�ea in c�y prob�ems.�ow�r rh�ri�c�y naving your geo- 6''�Oenv�0A�l0�t� 1� AW N�t Cm►ered t�chnical er�neer confer wih appropria�e members ot the design�arn afler The equlpmeni,techn�ues,and personr�ei used to perform a geoenviror�- sabmiltlnp tlie re�ort.Atso re�aln yar g�nical enpfneer to rev�w pertl- mentdl st�dy�sign�cantly Nom tt�Ose used to perform a g�oled� nent elem�is of the desslgn I�m's phans and sp�tlon5.C�tradors can study.For that reason,a geotechnir,al engineering report does not usuaUy also misir�erpret a geo�hMcal er�ginea�g repwt.f�duoe that risk by relate arry gecenviranme�al flndings,oanctusfons,a recommenda�ons; having yaur geo�nical engineer partkipabe in prebid and precor�strudibn e.g.,abouf the liloeiihood of eru�ur�ering undergramd storage tanks or ' oor�erences,ar�by providing oonstn�tion obsen�tion. regulated corttaminaMs. Urrar►tirapatad emir�nmer�al problerr�s ha�l�d _ to nu►nerous pro�ct faitures.If you frave rat yet obtained your own geoeo- D� Ilbt�1� �8!''�(,Oga vironme�allnformation,ask yrour geo�chnical consullar�fa rlsk man- Geobechnical sngineers p�pare fi�l boring and testing logs ba�ed upon apanent guidance,Do not rety ari an envuorur�rhdt�poit prepared for their ir�erprehdtion of field logs and labora�ory data.To prevent errors a sorReone else. omissions,the logs inctuded in a geotechnfal engfneering repo�t should n�rerbe redrawn for inclusion in arcfiitectu�al or othe�design dranings. �PpMes�lon�A�Istaece fi D�1 wftd Mo�t Only photagraphic or electronic reproduction is aaep�ab�,but recogni� Diverse saategies can be applied during building desi�,construction, tl�t se�ar�ing Io�s fiom t/ae repoR can eleva�rislc operation,and mai�tenar�ce to prevent significant�nour�ts oi mold from growing on indaor surfaCes.To be�fective,all such slrategies should be �If6 � S ��B�B �1't�lid devised for the eqoress purpose af mold prevention,Ir�egrabed ir�o a com- � � pret�ensive plan,and executed with diligent oversi�t by a professiorral Some owners and dssipn proiessiorels mistak�ly belie+re t�ey can make mold preveniion consu(tant Because just a smal I artbuM oi water ur cortitra�tors liabls 1a una�icipated s�sur(ace conditions by fimitang what moistr�re can I�d tn the de�elo�xnent of seva�e mold infes�tions,a num- ttiey provide for bid prepa►�ion.To help prevent costly problems,gi�con- 6er of mold preve�ia�strabegies foa�on keeping building suriaces dry. Vactors tlie comple�g��echnical engineering report,butpr�aoe it wi�a While groundwater,wate�irr�itration,and similar issues may have been clearly written le,�r of transmithai.tn ihat Idter,advise contractors that the addressed as p�t of the qeoh�chn'�cal engineeri�study whose findings report was not Prepared fa�rpo�es o�bid developmer�and that the a�e oomeyed ih-this report,tt�geo�iral erigineer in charBe oi this report's accuracy is limi0ed;encourage tl�em to co�er wrth the geo�niral proj�t is not a mold preuentlon c�nsul��o�ne olth�e aervk:es per- �pineer who prepared the re�rt(a modest fee mayr be require�and/or to fomred fn eonr�e�tlon wlEft fhe ps�brtica/e�lne8r3�stady canduct add�anal study to ob�in the sp�fic lypes of ir�ortigtion they wsrs des/psed or�o�tduNs�l br�is pwpose ol mold pr�r�en- need or prefe�A prebid co�erence can also be valuable.Be srre ca�^ac tFoR. Prqpar knp�enterrA�llon al�hs reaomnwudad�s� tors hare�ame to p�form additional study.Only then mlpt�you In ihls repaf WIII not ol l�+ell be s�lde�t to��s�nt m�ld N�vm be in a pos�ion to g'rve contradors ihe best Inforrriation available to you, �►owlrp M or on�e sirrmhae lnvelred. while requiring thern b at feast share sOme of the flr�anaal respor�ibilities s�emrrdng from ImantlC�aGBd oond[tlot�. � f0�'A� A�S�ORC� 11�1�R�ly PI'iY�911S (�OSO�y �ip In ASFFIThe 8est People on Ea�th expc�ses geo�xiical Sane dier�s,design professionals,and cor�iractors do not recogn�tl�at engir�eers to a wide array of risk rt�aperne�t techniques that can be of ge�ctxiical engineering is far less exact than other�gineering disci- gerwine ber�t for everyone imroMed with a con�nnx;tion project.Confer plines.This lacic of unders�nding tas created unreaiisGc e�edations tl�at wilh you ASFE-membe�geoEectnical enpineer fa mae ir�ortnation. �� T�� i*sl li��l� �■ l�rl� 881i Colesvil�Hoad/Sufie G106,Sih�er Sprinp,MD 20910 Telephone:301/5�-2733 Fxsimile:301/589-2017 e-mafl:irtfn�sfe.org www.as�e.ory COpyr�ht POOI DY�kAc.DupNcatlon�►eA�oduCtld►,Or copylnp MCN9 Qcaurr�enC 6r w4+ok w h Pa►C bf'+r4'maar�e wleLsoewr,ls sh�Uj'Drohlbr'�e�xept w�7r A5FE8 cp�dltc wrk0en prmis�aa•fi�owpHnC.9uc0��or otlrorMbe e�radh�0�dhrD bom Cds docwnent h perrtNt6M onfy wMh fha e��saa r+ltmn pe�missbn d ASF�aM only for W�a of sdiofery r6�r�h or pook roV/ew.OrNymamOa�s aIASFE mry use Ohla documeM es s carrplemerrl ro or as an dtmem of a peotechnkal enpfraerinp repar.Arry ather Rrm.k�atiHidtNf,a otlbr�ntly EI�so uaes tlib doaunerrt wftliout Dofng m ASl�member croWd be commtttlng neglipgm or intenrio+�al(Iraudubnf)misrsprasentation. 1169106045.6N M I 1 September 23, 2013 ES-2995 Earth Solutions NW LLC The Conner Homes Group, I.LC • Geot�echnical Engineering 846- 108"'Avenue Northeast • ��on Monitoring • Envi�onmental5ciences Bellewe, Washington 98004 Attention: Ms. Jieun Shon Dear Ms. Shon: Earth Solutions NW, LLC (ESNVN) is pleased to present this report titled `Geotechnical Engineering Study, Proposed Parrther l.ake Residential Subdivision, Renton, Washington". This study has been prepared to address the feasibilif�r of the proposed development from a geotechnical standpaint. The proposed 33 residerrtial lot development is bordered to the west by an ofF site steep sbpe. Based on the conditions observed during our fieldwork, the subject site is underlain primariiy by native soils consisting of rr�edium dense to very dense glacial till. Groundwater seepage wag observed in one test pit at a depth of approximabely five feet below existing grade. Based on the results of our study, the proposed developmerrt is feasible from a geofiechnical standpoint The residential buildings and associated structures can be supported on a ', conventional foundation sysfiem bearing on competent native soil or structural fill. Where loose I or unsuitable soil conditions are exposed at foundation subgrade elevations, compaction of the � soils to the speciFications of structural fiil, or overexcavation and replacement wfth strudural flll, may be necessary. This report provides recommendations for critical areas assessment, foundation design, structural flll r,ecommendations, and other geotechnical recommendations. The opportunity to be of senric�e to you is appreciated. If you have any questions regarding the content of this geotechnical engineering study, please cali. Sincenely, EARTH SOLUTIONS NVY, LLC 1, V v Henry T.Wright, E.t.T. Staff Engineer ;.�� st r.� � .. , • �;.- , ��.,,� „u�,�— . — � F:�. — .�:t — TABLE OF CONTENTS ES-2995 PAGE INTRODUC170N ........ ........... ....... ............... ............. ..... 1 Generai ...... ............................................................. ...... 1 P�oiect Descriation .......................................................... 2 Surface. .......... ................................................................ 2 Sloqe Reconnaissance. ..................................................... 2 Subsurface.......................................,............................... 3 Groundwatier..................................................................... 3 CRITICAL AREAS AND GEOLOGIC HAZARDOUS AREAS ASSESSMENT............................................................................. 3 Site and C�nstruction Plans. ................... .................................. 3 Landslide Hazard.............••-................................................ 3 SteepSlopes...................................................... ............... 4 EroaionHazard............................. ................................... 4 Analvsisof Proaosai.............................................:....................... 5 Minimum Critical Area 8uffer and Setback.........................,....... 5 � DISCUSSION AND RECQMMENDATIONS............................:.......... 5 General. .................................... ............................... ...... 5 SitePret�aration and Earthwork. ...........�.............................. 6 ErosionControl............... ,..,..............,.....,.,.........,.......,..... 6 In�itu Soils.......................................................................... 6 Wet Season Gradinp. .................... . .................................. 6 Structurai FiN............... ......... ............,...........,.............. 7 Excavationsand Slopes...................................................... 7 Foundations. ............................... .. .. . ..,.. ..... ....,. �. 7 . ...... _._ ... ... . . Seismic Consideration�.....................,... ..............:.................: 8 Slab-on-Grade Floors.. ........... ............... ........................ 8 .. .. ... RetainingWalls.............................,..................................... 8 Drainaae. .........,. .................................,....... ................ 9 Utilitv Trench Backfill. ............. ........................................ 9 Pavement Sections. ............................................................. 10 UMITATIONS. ........................ .... ........... ............................ 10 Additional Services. .................................... ................... 10 Earth Sdutions NW.LLC TABLE OF CONTENTS Continued ES-2985 GRAPHICS PLATE 1 VICINITY MAP PLATE 2 TEST PIT LOCATION PLAN PLATE 3 RETAINING WALL DRAINAGE DETAIL PLATE 4 FOOTING DRAIN DETAIL APPENDICES Appendix A SubsurFace Exploration Test Pit Logs Appendix B Laboratory Test Results Steve Analysls Results Earth Solutions MN,LlC I . � I r... ' I � ` 7 GEOTECHNICAL ENGINEERING STUDY PROPOSED PANTHER LAKE RESIDENTIAL 3UBDIVISION RENTON, WASHINGTON ES-2995 INTRODUCTfON Generai This geotechnical engineecing study was prepared for the proposed 33 lot residential development at 18647 — 108th Avenue Southeast in Renton, Washington. The purpose of this study was to prepare geotechnical recommendations for the proposed development. To complete the scope of servioes detailed in our proposal PES-2995 dated August 20, 2013, we performed the fo{lowing: • Subsurface exptoration and characterization of soil and groundwater conditions by way of test pits excavated on the accessible areas of the site; • Laboratory testing of soil samples obtained during field exploration; • Engineering analyses, and; • Preparation of this report. The following documents and/or resources were reviewed as part of our report preparation; • Geologic Map of the Renton Quadrangle; • Conceptual Site Plan Provided by the Client, dated May 28, 2013; • The City of Renton online GIS property research database, and; • City of Renton Critical Areas Regulations (4-3-050J). Ea�th Solutiona NW,LLC (� , The Conner Homes Group, LLC ES-2995 September 23, 2013 Page 2 Profect Descriation Based on the plans provided to us, the site will be developed with 33 single family residential iots with associated roadways and stormwater facilities. Based on the City of Renton GIS data, sensitive and protected slopes are located along and adjacent to the westem margins of tt�e subject site. Grading activities will likely include cuts and fills to establish the planned buikiing lots and access roadway alignments. Site improvements wi11 also include underground utility installations and construction of stormwater detention facilities. Based on the conoep#ual site plan provided to us, we estimate cuts and fills to establish finish grades throughout the site will be on the order of two to eight feet on average; however, grading plans were not available at the time th� report was prepared. Engineered rodceries or modular block walls may also be utilized as part of the overal) grading plan. A storm tract is mapped along the westem portion of the site. We anticipate the proposed residential structures will consist of relatively lightly loaded wood framing supported on conventional foundations. Based on aur experience with similar developments, we estimate wa11 loads on the order of 2 kips per linear foot and slab-on-grade loading of 150 pounds per square foot(psfj. If the above design assumptions are incorrect or change, ESNW should be contacted to review the recommendations in this report. ESNW should review the final design to �erify that our geotechnical recommendations have been incorporated into ths plans. urfac The subject site is located south of Southeast 186"' Street at 18647 — 108�' Avenue Southeast in Renton, Washington, as illustrabed on the Vianity Map (Plate 1). The site consists of six parcels totaling approximately 7.18 acres and is comprised of forested larzd through the northwestern and southwestern portions of the site with mulfiple residential structures and cleared land in the cenVal and northeast portions of the site. Topog�aphy of the site consists of a slight west facing slope whi�h becomes moderate to steep at the westem margins of the site. The Test Pit Location Plan (Plate 2} illustrates the approximate limits of the property. Sloae Reconna[saanGe During our fieldwork, we performed a visual slope reconnaissance across portions of the steep slope areas of the site as well as off-site to the west, The main focus of our reconnaissance was to identrfy signs of instability or erosion hazards along the slope areas. The typical instability indicators include such features as; head scarps, tension cradcs, hummocky terrain, groundwater seeps along the surfaoe and erosion features such as gulleys and rills. During the slope reconnaissanoe, a gulley aligned perpendicular to Panther Creek was observed adjacerrt to the nortMMest comer of the site, as well as a shallow head scarp approximafiely six to eight feet in height west of the property margins indicating minor surficial instability. In general, based on the slope reconnaissance, stability of the slope areas can be characterized as mode�ate. Earth Solutlons NW,LLC �--. � � . The Conner Homes Group, LLC ES-2995 September 23, 2013 Page 3 Subsurface As part of the subsurFace exploration, six test pits were excavated on accessible portians of the site for purpose of assessing the soil conditions. Please refer to the test pit logs provided in Appendix A for a more detailed description of the subsurface conditions. Topsoil was encountered to an average approximate depth of 6 to 12 inches. Undertying the topsoil, medium dense brown sandy silt and sifty sand was obsenred (Unified Soil Classfication ML and SM, respectively), transitioning to dense to very dense at an average depth of three to five feet below existing grades. , The referenced geologic map of the area ident�es glacial till (Qgt) across the site. The soil conditions obser�ed at our test sites generaliy correlate with glacial till (Qgt). Groundwater Groundwater seepage was enco�ntered during our fieldwork at test pit TP�. The seepage was observed at approximately five feet below existing grade and likely represents perched groundwater. The presence of groundwater seepage should be expected in deeper site excavations such as deeper foundation and utility trench excavations. Groundwater seepage rates and elevations fluctuate depending on many factors, including precipitation duration and intensity, the time of year, and soil conditions. In general, groundwater elevations and flow rates are higher during the wetter, winter months. CRITICAI AREAS AND GEOLOGIC HAZARDOUS AR�AS ASSESSMENT As part of this geotechnical engineering study and c�itical areas report, the City of Renton Critical Areas Regulations (4-3-050J) were reviewed. Per the City of Renton Critical Areas Regulations requirements, the following topics related to development plans and site conditions are addressed. Site and Constructlon Plans The attached Test Pit Location Plan (Plate 2) illustrates a conceptual layout of the proposed 33 residential lot development. The building pad elevations will vary according to existing grades. We anticipate the maximum cuts for the proposed deveiopment will be on the order of six to eight feet. A stoRn tract is mapped along the westem margins of the site, adjacent to off-site steep slopes. Based on �eview of the referenced section of the City of Renton Municipal Code, as well as City of Renton GIS data, landslide hazards, steep slopes, and erosion hazards are considered for the subject development. Landslide Hazard Wrth respect to landsllde hazard areas, Part 4-3-050J-1 b of the City of Renton Critical Areas Regulations defines landslide hazard areas as the following: Earth Soludons NW,LLC The Conner Homes Group, LLC ES-2995 Sepbember 23, 2013 Page 4 + Low Landslide Hazard: Areas with slopes less than 15 percent. • Medium Landslide Hazard: Areas with slopes between 15 peroent and 40 pe�cent and underlain by soils that consist largely of sand, gravel or glacial till. • High Landslide Hazards: Areas with slopes greater than 40 percent and areas with slopes between 15 percent and 40 peroent and underlain by soils consisting largely of siit and clay. • Very High Landslide Hazards: Areas of known mappable landslide deposits. The off-site natural slope adjac8nt to the westem matgins of the site is not mapped as a landslide hazard by the City of ReMon GIS data, however, based on a greater than 40 percent slope condition it is considered a high landslide hazard by the City of Renton Crrtical Areas Regulations. As previously described in the Slope Reconnaissance section of this study, a head scarp approximately six to eight feet in height was observed along the off-site naturel slope, indicating recerrt, minor surficial instability. However, as the slope is underlain by glacial fill, the overall global stability of the slope areas can be characterized as moderate. Steep Slopes With respect fio steep slope critical areas, the referenced section of the Renton Code defines steep slopes as follows: • Sensitive Slopes: Areas with slopes between 25 percerrt and 40 percent. I • Protected Slopes: Areas with slopes greatier than 40 percent. Based on our observations and review of the City of Renton GIS data, sensitive and protected slopes are present along and adjacent to the westem margins of the p�operty. In general, based on the sbpe reconnaissance, stability of the slope areas can be characterized as moderate. Eroslon Hazard 'I With nespect to erosion hazard areas, the referenoed section of the Renton Code defines erosion hazards as follows: • Low Erosion Hazard: Areas with solls characterized by the Natural Resource Conservation Senrice as having slight or moderate erosion poter�tial, and that slope less than 15 �rceM. • High Erosion Hazard: Areas with soils charactenzed by the Natural Resource Conservation Service as having severe or very severe erosion potential, and that slope more steeply than 15 percent. ' Esrth Soludona NW,LLC �-� i ; _-' r The Conner Homea Group, LLC ES-2995 September 23, 2013 Page 5 The off-site sloped areas adjaoent to the western margins of the site wouid be severely susceptible to erosion, in our opinion. However, the on-site sloped areas and areas adjacent to the top of off-site slopes are class�ed as a low erosion hazarc! and would have a low susceptibility to erosion, in our opinion. In our opinion, the planned development will not increase the erosion hazard at the site, provided appropriate Best Management Practices are implemented during the earthworlc and development activities. General guidelines for erosion corrtrol are provided in the Site Pr�paration and Esrfhwork sec�tion of this study. Anatvsls of Procosal The planned development activity wili involve grading and construction of a 33 residential lot development with associated improvements adjacent to the steep slope area to the west. The proposed development activity will include a storm tract adjacent to the off-site slope area west of the site. As previously described, the on-site slopes and areas adjacent to the top of the off- site slopes exhibit good stability, and the planned development activity wi11 not invatve alterations to the areas of 40 percent slope. The proposed development activity is feasible in our opinion, and will not decrease stability of the site or surrounding properties. The project designs must comply with tt�e City of Renton Critical Areas Regulations. Minlmum Critical Area Buffer and Setback In our opinion, the proposed developmerrt activity can be completed as currently planned without adversely impacting the slope area along and adjacent to the western margins of the site. Sections 4-3-050J5 and 4-3-050J6 specify the requiremerrts for development on sites which contain protected and sensitive slopes. The code requir�es erosion control measures, slope stabilizafion, and buffer zones. The proposed storm tract structure(s) to be located adjacent to the steep slope area should be setback at least 25 feet from the top of the slope with grading activities setback at least 10 feet from the top of the slope. Given the overall stable characteristics of the on-site slopes and areas adjacent to the top of aff-site slopes, it is our opinion that a 25 foot setback of the proposed storm tract structure/s is feasible from a geotechnical standpoint. DISCUSSION AND RECOMMENDATIONS General Based on the results of our study, in our opinion, construction of the proposed residential development at the subject site is feasible from a geotechnical standpoint. The primary geotechnical considerations associated with the proposed deveiopment include the steep slope setback, foundation support, structural fil1 placement, and the suitability of the on-site soils for use as structural fill. The proposed structures can be supported on conventional spread and continuous foundations bearing on undisturbed competent native soil or structura! fill. Where loose, organic or other unsuitable materials are encountered at or below the footing subgrade elevation, the material should be removed and replaced with structural fill, as necessary. ea�tn soiuno�rrw,��c The Conner Homes Group, LLC ES-2995 September 23, 2013 Page 6 This study has been prepared for the exclusive use of The Conner Homes Group, LLC and their representathres. No warranty, expressed or implied, is made. This study has been prepared in a manner consistent with the level of care and skill ordinarily exercised by othe� membe�s of the profession curnently practicing under similar conditions in this area. Site Preaarat�or��d EarthwQrk Grading plans were not available at the time this report was prepared. However, given the existing grades, grading for the new development is anticipated to consist of cuts and fills of up to eight feet_ Onoe the existing vegetation and topsoil has been cleared, grading operations can commenoe. Eroslon Control Temporary construction entrances and drive lanes, consisting of at least one foot of quarry spalls can be considered in order to minimize off�ite soil #radcing and to provide a temporary road surface. Temporary slopes and stockpiles should be covered when not in use. Surtace water should not be allowed to flow down the face of any natural or cut slope, nor should water be allowed to pond near the top of any slope. Silt fencing should be installed along the margins of the property as well as at the top of on�ite slc�pes of 4Q percerrt or greater. Proper care and measures should be taken to ensure that devefopment does not adversely affect the natural slope areas. Erosion control measures should conform to the Washington State Departrnent of Ecology (DOE) and c'�ty of Renton standarcls. In-sitruu Soils The soils encountered throughout the majority of the test sites have a moderate to high sensitivit�r to moistur�e and were generally in a moist oondition at the time of the exploration (September 2013). The soifs anpcipated to be exposed at this sibe will degrade rapidly ff exposed to moisture. In general, soils enoountered during site excavations that are exoessively over the optimurr� moisture content will require aeration or treatrnent prior to pfacert�ent and compaction. Conversely, sals that are substantially below the optimum moisture content wilt require rnoisbure condfioning through the addition of water prior to use as structural fill. An ESNW representative should determine the suitability of in-situ soils for use as structurel flll. If the in-situ soHs are determined to not be suitable for use as structural fill, use of a suitable imporbed soil may be necessary. Wet Season Grading If grading takes plaoe during the wetter, winter or spring months, a contingency in the project � budget should be included to allow for export of native soil and/or existing fill and import of structural fill as described below. Earth Solutbns NW,LLC �'-` . � ' The Conner Homes Group, LLC ES-2985 September 23, 2013 Page 7 Structural Fill Structural fill is defined as compacted soil placed in foundation, slab-on-grade, and roadway areas. Fills placed to construct permaner�t slopes and throughout retaining wall and utilit�r trench backfill areas are also cansidered structural fill. Soils placed in structural areas should be placed in loose lifts of 12 inches or less and compacted to a relative compaction of 90 percent, based on the laboratory rnaximum dry density as determined by the Mod�ed Proctor Method (ASTM D-1557). For soil placed in utility trenches underlying structural areas, compaction requirements are dictated by the locat city, county, or utility district, and in general are specified as 95 percent relative compaction. The upper 12 inches of slab-on-grade and pavement area subgrade should also be compacted to a relative compaction of at least 95 percent. Excavatlona and Sloaes � The Federal Occupation Safety and Heatth Administration (OSHA) and the Washington Industrial Safety and Health Act (WISHA) provide soil classification in terms of temporary slope inclinations. Based on the soil conditions encountered at the test pit locations, the weathered native soils encountered in the upper approxima#ely four feet of the test pit locations and where fill and/or groundwater seepage is exposed are classified as Type C by OSHA/WISHA. Temporary slopes over four feet in height in Type C soils must be sloped no steeper than 1.5H:1V (Ho�izontal:Vertical). Medium dense to dense native soils encountered below about four feet where no groundwater seepage is exposed would be classified as Type B by OSHA/WISHA. Temporary slopes over four feet in height in Type B soils must be sloped no steeper than H:1V. The presence of perched groundwater may cause caving of the temporary slopes due to hydrostatic pressure. ESNW should observe site excavations to confirm the soil fype and allowable slope inclination are appropriate for the soil exposed by the excavation. If the recommended temporary slope inclination cannot be achieved, temporary sharing may be necessary to support excavations. Permanent slopes should maintain a gradient of 2H:1V, or flatter, and should be planted with vegetation to enhance stability and to minimize erosion. A representative of ESNW should observe temporary and petmanent slopes to confirm the slope inclinativns are suitable for the exposed soil conditions, and to provide additional excavation and slope recommendations, as necessary. Foundadons Based on the results of our study, the proposed buildings can be supported on conventional spread and continuous footings bearing on competent native soit or structural fili. Where loose or unsuitable soil conditions are observed at foundation subgrade elevations, compaction of the soils to the spec'�'ications of st�uctural fill, or overexcavation and replacement with granular structural fill may be necessary. Provided the building wil! be supported as described above, the following parameters can be used for design of the new foundations: Earth Solutlona NVY,LLC The Conner Homes Group, LLC ES-2995 September 23, 2013 Page 8 • Allowable soil bearing capacity 3,000 psf . Passive earth pressure 300 pcf(equivalent ftuid) • Coefflcient of friction 0.40 A one-third incxease in the allowable soil bearing capacity can assumed for short-term wind and seismic loading conditions. With structurel loading as expected, total settlement in the range of one inch is anticipated, with differerrtial settlemerrt of about one-half inch. The majority of the setHements shouki occur during construdion, as dead loads ar�e applied. SeEsmic Considerations The 2009 Intemational Building Code specfies several soil profifes that are used as a basis for seismic design of structures. If the project will be permitbed using the 2009 lBC, based on the soil cond�ions observed at the test sites, Site Class C, from table 1613_5.2, should be used for design. The 2012 IBC raecognizes ASCE for seismic site class definfions. if the project will be permitted under the 2012 IBC, in acoorclance with Table 20.3-1 of ASCE, Minimum Design Loads for Buildings and Other Strvctures, Site Class C, should be used for design. In our opinion, liquefactlon susceptibility at this site is low. The relative densi#y of the site soils and the absence of a uniform, shallow groundwater table is the primary basis for this I designation. Slab-On�r�d�Floora Slab-on-grade fbors should be supported on a firm and unyielding subgrade consisting�of competent native soil or at least 12 inches of struduraf fill. Unstable o� yielding areas of the subgrade should be recompacted or overexcavated and replaoed with suitable structurel fill prior to construdion of the slab. A capillary br+eak consisting of a minimum of four inches of free draining crushed rodc or gravel should be placed bebw the slab. The free draining material should have a fines content of five percent or less (percent passing the#200 sieve, based on the minus three-quarters inch fraction). fn aneas where slab moisture is undesirable, installation of a vapor barrier below the slab should be considered. If used, the vapor barrier should oonsist of a material apecfflcally designed to function as a vapor barrier and shoufd be installed in accordance with the manufacturers specfications. Retaintna Walls. Retaining walls must be designed to resist earth pressures and applicable surcharge loads, The following parameters can be used for retaining waN design: Earth Sobdcns MN,LLC I-'--. I : The Conner Homes Group, LLC ES-2995 September 23, 2013 Psge 9 • Active earth pressure (yieiding condfion) 35 pcf • At-rest earth pressure (restrained condrtion) 55 pcF • Traffic surcharge (passenger vehicles) 70 psf(rectangular distribution) • Passive earth pressure 350 pcf ' • Coefficient of friction 0.40 • Seismic surcharge 6H' (active condition) 14H* (at rest condition) 'UVhere H equala the retained height Additional surcharge loading from adjacent foundations, sloped backfill, or other loads should be included in the retaining wall design. Drainage should be provided behind retaining wa{Is such thst hydrostatic pressures do not develop. tf drainage is not provided, hydrostatic pressures should be included in the wall design. Retaining walls should be backfllled with free draining mate�ial that extends al�ng the height of the wall, and a distance of at least 18 inches behind the wall. The upper ane foot of the wall badcfill can consist of a less peRneable soil, if desired. A perforeted drain pipe should be placed along the base of the wall, and connected to an approved discharge location. A typical retaining wall drainage detail is provided on Plate 3. Drainas�e Groundwater seepage was observed at one test pit lacation at a depth of five feet below grade during our f+eldwork (September 2013). Perched groundwater seepage should be expected in site or ublity excavations. Temporary measures to control groundwater seepage and surface water runoif during construction will likely involve interceptor trenches and sumps, as nevessary. In aur opinion, perirneter footing drains should be installed at or below the invert of the building footings. A typical footing drain detail is provided on Plate 4 of this report. Utilitv Trench Backfill In our opinion, the soils observed at the test sites are generally suitable for support of utilities. In general, the soils observed at the test pit locations shouid be suitable for use as strudural badcfill in the utility trench excavations, provided the soil is at or near the optimum moisture content at the time of placemerrt and compaction. Moisture condi�oning of the soils may be neoessary at some locations prior to use as structural fiU. Ufility trench backfill should be placed and compacted to the spec�cations of structural fill provided in this report, or to the applicable requirements of the city of Rerrton. Esrth Solutbna NW,LLC The Conner Homes Group, LLC ES-2995 September 23, 2013 Page 10 Pavement Sections The performance of site pavements is largely related to the condition of the underiying subgrade. To ensure adequate pavement performance, the subgrade should be in a firm and unylelding condition when subjected to proofrolling with a loaded dump truck. Structuraf ftll in pavement areas should be compacted to the specfications detailed in the Site Pr+eparation and Earthworlc section of tfiis report. It is possible that soft, wet, or otherwise unsuitable subgrade areas may still exist after base graciing activities. Areas containing unsuitable or yielding subgrade conditions may require remedial measures such as overexcavation and thicker crushed rock ar sfructural fill sections prior to pavement. Cement treatment of the subgrade soil can aiso be considered for stabilizing pavement subgrade areas. For relatively lightly loaded pavements subjected to automobiles and occasional truck traffic, far preliminary design purposes, the following pavement sections can be considered: • Two inches of HMA placed over four inches of CRB, or; . f t ove hr Two inches o HMA aced r t ee inches of ATB. p Heavier truck-traffic areas generally requlre thick�r pavemerrt sections depending on site usage, pa�ement life expectancy, and site traffic. For preliminary design purposes, the following pavement sections for heavy traffic areas can be considered: • Three inches of hot mix asphalt (HMA) placed over six inches of crushed rock base (CRB), or; • Three inches of HMA p{aced aver four and one-half inches of asphalt treated base (ATB). The HMA, ATB and CRB matenals should conform to WSDOT specifications. LIMITATIONS The recommendations and conclusions provided in this geotechnical engineering study are professional opinions consistent with the level of care and skill that is typical of other members in the profession curnently practicing under slmilar conditions in this area. A warranty is not expressed or implied. Variations in the soil and groundwater conditions observed at the test pit locations may exist, and may not become evident ur�til construction. ESNW should reevafuate the conclusions in thls geotechnical engineering study if variations are encountered. Additional Services ESNW should have an opportunity to review the final design with respect to the geotechnical reoommendations provided in this report. ESNW should also be retained to provide testing and consultation services during construction. Earth Solutiona tJW, LLC � ! � } �`.��,� • �, _ ,��,- � t � � , �'� �_. ` R" :i� t�► n I � *ti' �� ts �'_ � _y � '�„ # � � ��t�s�St 'i�t �� ` a +rea r x � d f �R sl i x 1 7! �� _ `•' � � , :�"' _ 4� i St![�'� _ '`--� � .. i � �,. � �.. �� / � � � �� ' j y. ;� ,� 5� .�..w�,s,, y � +6� I" <K�M 'J�`' � .,. I � i.:�fill, � '" �c. �� -K �� 1�(1{ � �'A : � � �.tr I f rt � „� �- �i-�^-- , � n ��' r�f� '�t g`'�'* iF�., r_R,� � "�'' { u"�s� o,r rt,�a '; 't'`4�,�4 , • :a?+�. ..N'� .T,��i .P' �i�.,�,,,Q,¢.-��; � C �j't'�"i � 5��;� �� .� �. .•�A$ r �•S ' � � �; �r ' f��Q �. t �� +� � � < „�„ _�,� � �` -:�� .�IT �"'��' � � ,I ?: . - _F •� . � � ; i _ • . 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' t1puM �.. e r� st ��6t1Y¢�a�T�be l"_ F tir,±� �� :'��,Yf � ,�.:��a �," '� � � -,��n� - �s —�—�� ;� : , - ^ � � .� t . � __ �S .]11�MM� ..Y��.�.� ' •' �ls� .� w�' j( � r •�•-- . . u - �y' :�E*r� �. i, " ��riHN�� ,� "r ;c }y��"� �� 3�g`S7►R 3tM '�7l1 �R `� .i+�"f�K+S �� ..�-- itili'- .+ ` _ i . � � � � '�[`S' ;i1 : , a 6art�. ~ , : .._.. i.v!t..ry`S -+ t �.-.�.� }n..._. _.�l... _..__.Si ! � w � I i y ir � I r r I j NORTH � �-:�r� �� '„� I � Reference: �'�-`'� '�� '�-�:i� i King County, Washington `'� , ' Y� � �...��'�'- � � Map 686 ::..,<: :: � By The Thomas Guide Vicinity Map i i Rand McNally Panther Lake Subdivision ! 32nd Edition Renton, Washington ; � � I NOTE:This plate may contain areas of cobc ESNW cannot be Drwn. GLS Date 09/16/2Q13 Proj. No. 2995 � i responsible tor any subsequent misinterpretation of the iniamation Checked HTW Date Sept. 2013 Pl2ite 1 I '; resuRing from black&while reprodudions of this prate. , , � _ _- --- _ ----- ---- — I . ?�'�'�; �'j;�l�tln 'I��I� , �'�r '�� :��, ' i Y, . �;;,A. �� ' 'i ' � a i i c i ��i�7 � :iG I�i ,�, � NORTH ��L TP-1 t ?i a.. I i� � , w�,y � �,�, � ; � i� � :"� �� 1�;�=1 /\ �� .t � ,,�.y�, `� ,4� �� l`_ ;1 .1� �_ � , � �, � 4? ' r _��ai7�' ,� �. ��/ � z� C I `" 1�V ,� '` � J4. •l�{�X°� ' �� 5, I a � � � r ,_P-3 �� +, u , ' -� �`�l�i:5? i ��o y !� :�t �..� i � _. m i ..�,� � I I �t� I" T i � i �a� � �� - ,-(' 1�' i�;i �'i i i. y � I��,:r� �K te f t/ -'1 ?D .L��,��I��ja:�� I r ..,:, �� ''��f�+i'�I�1f�, I� � ��: � o so �oo soo E Z Ze � � ,.,' \4��,.'�',, f'r 9i'ilr"1 9 1 t i�.�'t t M*F'I S L'c?r-�I-----� ul 1•�100' - � � t ,p��•' f �� ,� `— � � Sc�N In Feet I 91ann Ttiah '!� l�"`�j�t�r ap��—r� �., � t �. : � I � . �[- y- I�1 M�1�. I � � �i -�'a '�( •y�'� ' 27 � I 2C I S6 � ' I 77 II I�� t� _-'\ �^�i :t.+ 1 1 e,., , I � � � � 1 F'j��, �` �,�;�'� '�:.r�'6eLTn� � �'_�J � I 1 �'" G- --� `; r---— r- i � LEG[NO i . i � ��R 1 , l,� 1 y i.'a ' 2s " � f07�f11�!LOC�Ofi Of � r r '�.�� ;V�t� I +ti t F�t4_ i:'' i I oo TP-1�qPP ' ' � � � ESNW Test Pk,ProJ.No. � .''�� ':S�tj 1��x.��ts '�� 4�,��I�''¢-� f��;;' � ES-2696�Sspt.2018 -:. , i ��7i � � �;,qi _ _-l f f� i tI� ��: � � - � n�'� �- � � r'� Sub Ct 31te i �` {z4=; �s�r,��?', x�ti;^rs �� i ( _� 1� ; t, � smnnn.a. L �'_ �S�r i - �_ � : ! �,�. '` —--—- � �a PropoMd Lot Number W ��. � rq�' r}��.J.r;'t V� � . I�'. !i' ( �. _ __"1 r r.. � s hf I s f1 ,., � `a S�x. �I �� I s.r'.. �fx�: � °,� �,, 1 --- �+� < I v � __ _ K�v � ' { }I 1 ��11� I � I t6 � �'r I 40�� ..�1��.� � � I �, I �' ..�i��''_�� .,�,�.��+�SMIW PMMiY� �' I Q - . r � '��.r i�l . �--._� � r^��r* t ti, � � t'. . ;:] I i.'.�� y I �.� 1f �.,�;�+ 3'"� i � . i .� �'. f0� I� f, . y i'�'. � Si�,:�c��' �a�`_'-1--1—��y---��-�-,r��.'+ � --------� � � -�-- N07E:7M/pNa MoMn on N�N�M w rot Ydrd�d far Od� D1wn.9Y I wRv�w a p�dn d��wwu�rnk bul ay b F�tM tla p�g '.. I �PP��Ir loedbn�rw lo M��bo�/an d C�� I drYp ad/ar papawd r4 Wa TM Manron�wY�ld ''. kl��ybrdmdM�P�btlrd�t�Min�dour HTW �udY.EBN1M amual b�n�Orrlb br w�41�n1 dwlpi ehwqw i a lnWprNdon d R»d�M by aMn. � � OD/1D/2019 NOTE:TAI�pW moy oont��of aola.E6NW annol ba Pro�.No. nqan�d�lor nY�9��M��dIr Inktm�tlen n��INqkamM�ok�rhlMnpmAnbirdtlYrPhY• 2BB5 Pl�te 2 - - - - -- �---- - - � � ( 18"Min. � ' 0 o e o , o � , , ( �' e p" � a � " � , i � � �� O�� °b' � i ; aa o vo e ° o e e O a e o e � oe i � 0 o e O � I Q e e o e 0 0 0 �q i o Q e o� �� o e O V o � � � n o � e o � � '� i � O eo e Qo �QOoeO � 0 ! I �o e Q � � O o � o � � I o e �o ouQ� �o 00 0�0 0 oa e e 0 , o a °o e o o� a° °Qo o Structural i � � o � � � e �000 �a° o � FiII ; ��oeoeoovo ooe8o i o e o � � e fl � o o l o , a ,e a vo � ' 0 oa ,9 o�°o � � o � o � oo o e o0 o e , vo� o � a ' oo ° �� e � � � —t � � �� oe o0 oe� ° oe ° 0 � I ! I � e e� 0 0 y..f�.�� ,r ti. ti •r ..�....'. �Perforated Drain Pipe , NOTES: (Surround In Drain Rock) ; � • Free Draining Backfill should consist ; of soil having less than 5 percent fines. i Percent passing#4 should be 25 to i 75 percent. { SCHEMATIC ONLY-NOT TO SCALE � • Sheet Drain may be feasible in lieu NOTA CONSTRUCTION DRAWING i of Free Draining Backfill, per ESNW recommendations. � • Drain Pipe should consist of perforated, � rigid PVC Pipe surrounded with 1" � Drain Rock. ! � LEGEND: -_ ,�,y �.��, 0ao o i, , � ,� 1� 1 o`op oo Free Draining Structural Backfill �` '� ,-- � o � � .v:.... �i �7 � .- :,� ,��syj, � � 'f;�.;:ti� 1 inch Drain Rock RETAINING WALL DRAINAGE DETAIL � .r.r.r.,r• , j Panther Lake Subdivision I ' Renton, Washington j i � � � Drwn. GLS Date 09/16/2013 Proj. No. 2995 � i Checked HTW Date Sept. 2013 Plate 3 , � � � W N �U� -� .v�-i � Z O� _ . . . m ,��id�;.,_ Q "> r.�+ O � H 0 _ ' ��.:_ 0 � � a a � ,:.: O Q , , . ,. Z � � � M � '::�+p:: �V � s�G ' � N � �:��:: � 0 �D '.��' Z , � C9 J C � aai .'.�'. c �� ..,F � z � O p fA .... .C:'.' I�_g (�Z ` e I- N c u� a� •ti ' Fa-O j O c � 0 0 •�; f . N a.Y W� � LL' a };� c � =O - � fti��ti '�� Z J = r�1•r r�r•� 0� _ � ,C �L � �� Y �.� � � � � � c� � t '�t� m� a � • a � •� v� c 7 .z�- '6 �. N O p 7• � W � �+ �� 'O � .y�� H� �o� Q �� C� '�' " <0 �� O �� C � Y � g' `� � o�+ o `n �' � � � � FW- ZO Wpf� W � `' �c� C9 't � � � & s �� . . �� i Appendlx A Subsurface Exploratian ES-2995 The subsurface conditions at the site were explored by excavating six test pits at the approximate locations illustrated on Plate 2 of this report. The test pit logs are provided in this Appendix. The subsurface explorations were completed in September 2013. The test pits were advancsd to a maximum depth of 11.5 feet below existing grades. Logs of the test pits advanced by ESNW are presented in Appendix A. The final logs represent the interpretations of the field logs and the results of laboratory analyses. The strat�cation lines on the logs represent the approximate boundaries between soil types. in actuality, the transiiions may be more gradual. I Earth Solutbns NW,LLC JOB NO.�Z�S CLiENT C,ph(��- yp�1 �`p TEST PIT NO. DATE � �3 �3 BY �-I TV�/ ELEVATION L"', � 'L T P�� _ CONTRaCTOR N�N EXC.�VO�'�c� SHEET � of I � � � N SURFACE COND�TIONS �� " �. Ea $ c �B� �� NOTE D EPTH OF TOPSOIL d�SOD�...� �� TOPSO�Lto 1'L-------------------------------- � s M S�__ Np��+�xt _ ;nr,��_ �.s 6� - ---- ------------------------------------------- 5.5' 1y.0 M` ---- ----- - -- ------- -- --- -------- . 6.S' t5.0 �''��t-- ------ -- - - - ---- - ------- M1. � L'�1ni�-------------------------------------- ' $.5' 1�.3 ------------------------------------------- I � SON ------------------------------------------- ------------------------------------------- I ------------------------------------------- ------------------------------------------- ------------------------------------------- ------------------------------------------- ------------------------------------------- ------------------------------------------- Test P�terrrwnabed at�� teet below e��p�ade.�Gr�undrvabet(table/seepaDe)enoountered at feet duing eoac�valion. Ear�Sdutions PIV1fuc JOB NO.ES'2�1�15 CLIEN7 COt1(1Q�' �`prey� �� TEST PiT NO. o�►� 9/�3 �3 eY HTw �vAnoN �1Co0 Tp-2 CONTRACTOR N W �X��,t.1� SHEET �of � � � � � � � 3URFACE CONDITIONS a� a V o .. E E� � � c �v v� �� NOTE,DEPGTH��TOPSOIL d�SOD�_ � To_ ��Z------------------------------ ML 6��,n�►y.�lLT,. 'vs�-D�n�.�N� ------ z.s' �e.9 3 ------------------------------------------- ------------------------------------------- (0 14.� ------------------------------------------- t�s_i?litie.$r�c�---------------------- � ------------------------------------------- ------------------------------------------- 0 11.5� Ifo.b ------------------------------------------- I N ------------------------------------------- --------------------------------------___-- ------------------------------------------- ----------------------------------------_____ 7 � ------------------------------------------- Teat P�l�NnaEed at ��_ test below existlng prade.�Oroundwater(tgble/aeepa8e)enoounbered et fieet durk�g eoor,avabion. Earth Sdutions NWuc • : � � � • • 1 ,'. • ♦ -� 3+ • � � � � � • • f r• • � - - i � • • � • � • • � ��. '.� �r•...�' ■� . ► �- -ri• .�� u.-.� ... ��., -� _- ■�� , �. •,.�.r �� .� ■s� : ■�� , Gr- . y � ._ �.��.�' e �:+� - � --. � .-. . � � ., � .. �� .. ■�� • : ' • ■.. . � �a� : : �■�� ; : �� : �� : ■�� : ■�� : ■�� : ��■� : : ■�■� : ■�� . : ■�� : : �� ,.: : : �_. • - ._ . - ,.-��. • . - � - _ .. . ,. � . .. � . . JOB NO. �Z.�IS C1.IENT COh(�� KOM�S � MOC1�' TEST PIT NO. DATE q/�3 f ti3 sY N�'� ELEVATION �35 T P"�'T CONTRACTOR j�{�J 'E xCO�VA{'�c1o, SHEET �ofI ,� '- � � � y SURFACE CONDITIONS �� E� � �. N� gra+rtbleS .. °eR c �� NOTE:DEPTH OF TOPSOIL 8 SOD�_ Tps�„ Togso«�t--- M L �v+►_ �1.L.. �� _l��i��-�---- 'Z' 18� ��'� �--------------------- 3 4' t�!�1 _ QL�_ tot��+�..0�.�t------------------ -��.----------------------------- ------------------------------------------- �' �y.y G.�� - - ��r �' ---------- 4 t0' l2� �H ------------------------------------------- ------------------------------------------- -------------------------------------------- -------------------------------------------_ ------------------------------------------- Test Pit terminated at,..� feet bebw e�dstiny grade.(NO)Groundwaber(labie�p�enooun�ered at_r'Z_fsat during e�acava�on. Esrth Sdubans NWu�c JOB NO. �'Z��I�S CLIENT CO�� l � TEST PIT NO. DATE Q f t'S I�y BY N�1N ELEVATiON y 9 T P'S cor�►croR N W Exco,vaF�� SliEET � of I � �° � SURFACE CONDITIONS a� a� � � o E E E �° �'� � Ci/�o�SS r � c �v E �� NOTE: DEPTH OF TOPSOIL 8 SOO � s� To .� t9_�- --- - ` ---- - - ---- ---------- - -------------------------------------------- 2 S� tb.b �ta��-�'!.�'-��----------------------- -----,------ - - -------------------------- M ---- . - - -- - --- - ,--- ---- -=.---- 6' 9:� ------------------------------------------- . ------------------------------------------- q' 9.0 ------------------------------------------- ------------------------------------------- ------------------------------------------- ------------------------------------------- ------------------------------------------- � -----�-------,------------------------------ -------------------------------------------- Tast Pd tertnina�ed at f�eet below e�dsting grads.�Groundwater(table/seepe�s)encountered �t feet dur�g eoacavation. Earth Sdu�ons NWwc J06 NO.�2qq5 CLIENT Cpnn� �O�„g ��ye�p TEST PIT NO. DATE ��13�13 BY HTW ELEVATION y� 0 T�-6 CONTRACTOR N W �xc.a,v a-tic�g SHEET j pf� s `- ,Q e � t� SURFACE CONDt110NS a� a� � � (� 67f��eS ♦ v� � 'c �� v� � NOTE:DEPTH OF TOPSOIL 8 SOD�z TPs� ----�L�-�Z----------------------------- 1yL i4�tr--- � - �-- � - �^�t ' -- 'Z� Ib.� ------------------------------------------- 3 - r- - - - - ------------------- 5' 13.0 -------------------___--------------------- � $' 1�;} eoN ------------------------------------------- ------------------------------------------- 0 ------------------------------------------- ------------------------------------------- -------------------------------------------- ------------------------------------------- -------------,------------------------------ 7 ------------------------------------------ Test P�tertninated at�— feet below exlsttng grade.�Croundwater{tabie/seepage)encauntered at teet during e�ocavation. �rn,sa�or,s ntwLL� Appendix B Laboratory Teat Results ES-2995 I Earth Solutlons NW,LLC t:�rin - . • ''Stil�ttbnx :�. � �w.� � �:��_ .-a�i.l. 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" � I 1 :��• __�� JQ - � � � �-�� {0��--�� ---_-- ., �� -�-�� REPORT DISTRIBUTION ES-2995 EMAIL ONLY The Conner Homes Group, LLC 846— 148"' Avenue Northeast Bellevue� Washingbon 88004 At�entfon: Ms.Jieun Shon Ea�n,soiuno�a riw,uc APPENDIX C Critical Area Report for Panther Lake Sewall Wetland Consulting, Inc. �►__ ,...,,,.;'� ��'� ' Sewall Wetland Consulting, Inc. -- — -_ - D641 cnvagti,waySE#2 Pt,o�2Si-�3-06'15 - Covu�gtnn WA 98042 Fa�c 2�i2�2 January 28, 2014 Rob Risinger Conner Homes 846 108th Ave NE Bellevue, WA 98004 RE: Critical Area Report 8s Supplemental Stream Study Panther Lake Plat City of Renton, Washington SWC Job #13-204 Dear Rob, This report describes our observations of jurisdictional wetlands, str-eams and buffers on or within 200'of the proposed Panther Lake Plat (Parcels #3223059148, #273, #344, #123, #088, #080, #6623400054) located on the west side of 108�Avenue SE in in the City of Renton, Washington (the "site'°). The site is an irregularly shaped 9.73 acre property containing five single family homes, as well as scattered outbuildings gravel driveways as well as large areas of lawn and ornamental landscaping. The site is located within the SE 1/4 of Section 32, Township 23 North, Range 8 East of the W.M. n�aurxoDOLoc�Y Ed Sewall of Sewall Wetland Consulting, Inc. inspected the site on December 3, 2013 and January 8, 2014. The site was reviewed using methodology described in the Washington State Wetlands Identtficatiort Manuai (WADOE, March 1997). This is the methodology currently recognized by City of Renton and the State of Washington for wetland determinations and delineations. The site was also inspected using the methodology described in the Corps of Enginsers Wetlands Delineation Manuai (Environmental Laboratory, 1987), and the Western Mountains, Valleys and Coast region Sy.cpplement (Version 2.0) dated June 24, 2010, as required by the US Army Corps of Engineers. Soil colors were Panther LakeJ#13-204 I Sewall Wetland Consuhing,Inc. � January 28,2014 Page 2 identified using the 1990 Edited and Revised Edition of the Munsell Soil Color Charts {Kollmorgen Instruments Corp. 1990). r�'`4j;�►r�� .;;�, ��#>::�� > �J�"[� "�'`�: ��.�k,�'�� ,! � ,(. • 4��¢ � ��M�,;��t ��. y� � ,.� , {��,� e` ��,� �`� ��'F��tL��{.�{��:. I ` :��R+��• .n� . � x �t � �� { e�5 r � j� �� a 4T.:�'J•1 � N ��\ '� � i��l'��G�7"�f� ,1#c � s�, �`L. ��'�°,":� ij.i�.iS,A �r��,. �r r .+ - t� �'�N � w c,.�r; _:_, �f 5� I�1°�s � w Z I .� te •..,-' r,l�Tn.s � � t .,< . . .,Ti`�"" �•.�+a'....? � a�.i41�T��. �` �K. � ,'�'.�''� t.� � - F.e�'"�+o � �''s� ,�:y � �f`,� � 4 '� ��.� .J�,�'!�`��l�fi� �j � � . .;.s `t�:��i.iii � �� f ��: "; . ��. .� �il �... ��. _ 's �� Y ,�.j~. r t�i..'.`9t ?��A''. .,f�?.e w � �� _ - t��.� .'�, � 1'S6`; �� y{� , �`'i•��4i Y , N0.40�{3'� }�..1+� ...�f`� 1l��i. ' 3��•� L �,��, . �' 1 7 ��y.•�� i. .A.,}< �T t��,,�� 1.. " �*A �Z �� H � M �� '�� .� �' • ' z f v.. r��.�� . '� 'i*� � __�'` . �[�6nra�..t- �'�� -�• t �z." . � �.�5.�..�� _�� +4,.,4^"�'c..`Fl` *X �,M1��p�. S t. . . ..� �� 6^ s 1 ry��(�e ��J�� r• • . � t �...� ;si.'�'ir'�:�;�'�"��i►*'i .i ��_1r� .�� w_ � -a• ; r'�?'i i �,`1t c� �,,.' �- ' � -� � �t�� ` _ ,�-� :- �: ,:Yi , �:M �,,� 1��- � � ,� r } �'�,` . � ,�-�� , �,�t �,_..� �� ,'� � �� .. ,�� _.. R �r�S�. ,r� r - e�:� ��'. ,.�,j�'Z �,��-�L..,F.. , ,..g t� �,'.Yz��•�C�• �!-� �� `1 . . -. aE urrw ' � �' � . � t , i �@F.�1 '�a��or u"�! ►�� ' .�'-. , . iv�iL.�'v: .Y-... '��1 # asi.. 75��,��. ::�� e�� . � ~iGi�. ��q .xni,» '�y` � F7 . �`��:. t'��Li� � f...,�� rnyb� ws '� c r 1\ 3'. ��,�_-�l��: �`'�� 3 , �� ` '."'��-4:; 5 � 4 �:�• as.-,� `;x� �.sr•'• k �, a c� �` ,,;r .a ..��"�'� �� _._..��, ,';��:,,',��ir .'��.�� . ��:_'.-�i�+:. �. �, Above: Vicfnity Map of the si�te. The Washington State Wetlands Identification and Delineation Manual and the Corps of Engineers Wetlands Delineation Manual/Regional Supplement all require the use of the three-parameter approach in identifying and delineating wetlands. A wetland should support a predominance of hydrophytic vegetation, have hydric soils and display wetland hydrology. To be considered hydrophytic vegetation, over 50°io of the dominant species in an area must have an indicator status of facultative (FAC), facultative wetland (FACW), or obligate wetland (OF<. according to the National List af Plant Species That Occur in Wetland� Northwest (Region 9� (Reed, 1988). A hydric soil is "a soil that is saturated, flooded, or ponded long enough during the growing season to develop anaerobic conditions in the upper part". Anaerobic conditions are indicated in the field by soils with low chromas {2 or less), as � � Panther Lake!#13-204 Sewall Wetland Consulting,Inc. January 28,2014 Page 3 determined by using the Munsell Soil Color Charts; iron oxide mottles; hydrogen sulfide odor and other indicators. Generally, wetland hydrology is defined by inundation or saturation to the surface for a consecutive period of 12.5% or greater of the growing season. Areas that contain indicators of wetland hydrology between 5%-12.5% of the growing season may or may not be wetlands depending upon other indicators. Field indicators include visual observation of soil inundation, saturation, oxidized rhizospheres, water marks on trees or other fixed objects, drift lines, etc. Under normal circumstances, indicators of all three parameters will be present in wetland areas OB3ERVATION3 Exist�in.g Site Documentation. Prior to visiting the site, a review of several natural resource inventory maps was conducted. Resources reviewed included the National Wetland Inventory Map, the NRCS Soil Survey online mapping and Data, WDFW Priority Habitats mapping website, and the King County iMap website. Kiag Couaty iMap�vebsite � According to the King County iMap website there is a Type F water (fish bearing stream) to the west of the site. This stream is l�own as Panther Creek. Natioaal Wetlands Iaventory {NWI) The NWI map depicts a stream to the west of the site classified as R3UB (riverine, upper perennial, unconsolidated bottom). Panther Lake/#13-204 Sewall Wctland Consulting,Inc. January 28,2014 Page 4 '" "':�- v+��'�� Y �� ;,,�=:� ft::� :�; ( � iE 1�7!1""!�1 �q= � � ' r.'1: � -�� ' i��"� i ��...:a'i� {�1� � f' �� t }�R�]��lr �`� �,.� t s.�-:as 1'�\- � . . �i �� , ;�,�"` %� _ �..,",�„�..,.R�i.�.i��rT�.� w v:� � [4 ! ' �,w �'''�� yl ��,�"� _ �r.M R'� ,i.+.. . . �c;;r ��,n�' �� t..... ,� . � .. �w��„v. r}.` - ��•.!r`' ��. I�s�J'�� . ..; �r_��' �,. � ., w+� (�� L�� i « �� y .kj� r . ,�a}��rN��,� " �j�M;z� '�[13e�dJ-ft�i'f�� . .,,.��..f'�x�� y� �� . �i'� • � ��. : ~ "x Y^ -..� ';�I,•C��,y.- ".�- ,i� � e »:. . .,�, { � ;u � � � �. )I eJ7 v. � • �� ..Stl �y �i�l��t �� t►r�� i ` �i 4 � � � ��_• ` � ;#�� rr» , . ��rn��r - F�� x �n�t� �lul�h s��a±ie:o• i :.��.� �'I+ �)�� S.J.y��'. , 11� ..��" y l� ��,� �� t,_. ..� � .:i�� >, »��w �-�5;�•4�`!`::��'- " - *..�.c�-- �rh�' � "'�+.%,�-s -� ,�� i— `�ait� , ��+� ' ' '�_._,:,��a�= � � . -- Above: King County iMap critical area.s map depicting fish bearing stream west of site. , , ; 1 s . . . � i .,�Tf � PEMC . �� . : . . PU9Hh .,� � r � PSSq P r ' PEMCd Abouoe: NWI Map o�f the shcdy area Pa�her Lakd#13-204 Sewall Wetland Consulting,Inc. January 28,2014 Page 5 City of Reatoa 3tream Inveatory The City of Renton Stream Inventory depicts a Class 2 stream (pink line) to the west of the site, and a Class 4 stream (Brown line) along the south edge of the site. '�"'� ;� . �.., �� . � �:a�.:� �� ,. � .4:* � ,�t� � ��".� � - s� ��s�► �i � ,� _.;. .�... �, .- --�:. �':. i /� q; C� ��. T� S�� . c�. w�"# �+ . � S �:h; �_' �1ti �� .�y�,, �� y� a � ' .� }'_�Tva!� �t t r. � ��{fl �l . � � . ' t , ��1 5E i�1 .; ' ... Y. >� .. . _ . . City of Renton SCream In.ven.tory Map Soil Survey According to the NRCS Soil Mapper website, the site is mapped as Alderwood soils between 6%-30% slopes. Alderwood soils are moderately well-drained soils formed under conifers in glacial till and are not considered a wetland or hydric soil. Pamher Lakd#13-204 Sewall Wetlaod Coasulti�,Inc. Jarniary 28,2014 Page 6 : �. � " 'i � ..�,....._. -�i ....+ K ww�wd I+�M W+ e+�s u u...vw rw� 40 w....1 r.+w.w� � � _R w t w t ♦ 1�`1 ' , ' �. ,'� 1 _ ti ' . ��. �f . � - r . • \ � - Above: NRCS Soil map of the study area. WDFW Priority Habitats According to the WDFW Priority Habitats mapping website, the only � priority habitat on or near the site is Panther Creek (purple line) to the west of the site. Panther Creek is depicted containing resident cutthroat ', trout as well as coho salmon. .ti. s ..�-,�-.�-�-- '�fi� • �',�-- � -+:-:' +4- a «-� � ;j� • . . �. �.r . r�. ' �, •t�'- � . �'� '!R :1 Rh`, ��'�t-�' ��,t - �w . J' ' . -�', � 'r . � ��.� `, � ,.. I� _ .� . , .. 1 ''.�'�� ' • ;,� � � � '��. f w .� . � • ; •��,r . � �•7�,�; �: .��. .,+�' ,,» ► T ;t � - Above: WDFW Priority Habitats Map of the site. Panther Lakd#13-204 Sewall Wetland Consulting,Ina January 28,2014 Page 7 Field observatioas Uvlands As previously described, the site contains several single family homes and outbuildings located along the east side of the site. These homes have associated gravel driveways, landscaped lawn areas, as well as small pasture areas on the west side of the homes. The site slopes from a high point on the east down to a low point on the west, which sits on the top of a steeply sloped ravine containing Panther Creek off-site to the west. The majority of this sloping area is abandoned pasture and lawn areas dominated by a mix of pasture grasses including orchard grass, tall fescue, bentgrass and quacicgrass. Forested areas consisted of an immature deciduous forest canopy of red alder and big leaf maple with a dense understory of Himalayan blackberry, sword fern, indian plum, elderberry and stinging nettle. Soil pits excavated along the sloping upland area surrounding the wetlands revealed a gravelly loam with a soil color of lOYR 3/3 which was dry. 1 � Wetlands Wetiand A Wetland A is a 7,744sf, slope-type, emergent wetland flagged with flags A 1-A 11. This wetland is a disturbed wetland in an old pasture and appears to have disturbed soils from past plowing and grading. This wetland is dominated by a mix of reed canary grass, soft rush, creeping butter cup and blackberry. Soil pits excavated along the edge of the wetland revealed a dark (lOYR 2/2� gravelly loam with common, medium, distinct redoxirnorphic concentrations. Soils were saturated at a depth of-9n during our site visit. It is unl�own if these areas remain saturated within 12" of the surface during the growing season. Panther I.akeJ#13-204 Sewall Wetland Consulting,Inc. January 28,2014 Page 8 Using the US Fish and Wildlife Wetland Class�cation Method (Cowardin et al. 1979), this has areas that would be classified asPEM 1 C. According to the criteria in City of Renton Municipal Code (RMC) Chapter 4-3-OSO.M.1, Wetland A would be best classified as Category 3 wetland. Category 3 wetlands are defined in Code as follows; - -- _ -- � ui. Category 3: Category 3 wetlands are wetlands which meet one or more ; �of the following criteria: ! ' (a) Wetlands that are severely disturbed. Severely disturbed wetlands jare wetlands which meet the following criteria: � (1)Are characterized by hydrologic isolation, human-related ihydrologic alterations such as dikin� ditching, channelizateon andlor outlet ' Imodification;and ! (2)Have soils alterations such as the presence of fill, soil removal �andlor compaction of soils;and � (3)May have altered vegetation. (b) Wetlands that are newly emerging. Newly emerging wetlands are: (1) Wetlands occurring on top offill materials;and (2) Characterized by emergent vegetation, low plant species richness and used minimalty by wildlife. These wetlands are generally found in the areas such as the Green River Yalley and Black River Drainage Basin. j (c)All other wetlands not classified as Category 1 or 2 such as � �smaller, high quality wetlands. 'I�pically, Category 3 wetlands have a 25'buffer measured from the wetland edge. Wetlaads B, C, D and E Wetlands B, C, D 8a E are emergent wetlands which are similar in character and appear to have evolved in disturbed soils and are dominated by low plant species richness consisting of invasive plants. Wetland B is 1,198sf in size and was flagged with flags B 1-B6, Wetland C is 274sf in size and was flagged with flags C 1-05, Wetland D is 379sf in size and flagged with flags D1-D5, and wetland E is 996sf in size and was flagged with flags E1-E8. All of these wetlands are dominated by a mix of creeping butter cup and blackberry. Panther Lake/#]3-204 Sewall Wetland Consuhing,Inc. January 28,2014 Page 9 Soil pits excavated within these wetland revealed a dark (1 OYR 2/2) gravelly loam with common, medium, distinct redoximorphic concentrations. Soils were saturated at a depths ranging from -2" to - 10"" during our site visit. It is unl�own if these areas remain saturated within 12" of the surface during the growing seasvn. Wetland E is highly altered and appears to be totally supported by artificial water sources including a roof drain from a home and garage, a gray water drain from the home and a drain tile from a previous water line construction just upslope of the wetland. Using the US Fish and Wildlife Wetland Classification Method (Cowardin et al. 1979), all of these wetlands would be classified asPEMIC. According to the criteria in City of Renton Municipal Code (RMC) Chapter 4-3-050.M.1, these wetlands would be best classified as Category 3 wetland. Category 3 wetlands are defined in Code as follows; ui. Category 3: Category 3 wetlands are wetlands which meet one or more � �of the following criteria: ; (a) Wetlands that are severely disturbed. Severely disturbed wetlands � iare wetlands which meet the following criteria: j (1)Are characterized by hydrologic isolation, human-related � � hydrologic alteratiorts such as diking, ditching, channelization and/or outlet i modification; and � (2)Have soils alterarions such as the presence of ftll, soil removal � andlor compaction of soils; and i I (3)May have altered vegetation. � (b) Wetlands that are newly emerging. Newly emerging wetlands are: ' (1) Wetlands occurring on top of�ll materials;and 'I , (2) Characterized by emergent vegetation, low plant species richness '� and used minimally by wildlife, These wetlands are generally found in the areas such as ' jthe Green River Yalley and Black River Drainage Basin. , � (c)All other wetlands not classified as Category 1 or 2 such as ;smaller, h�_qualit,�wetlunds. ; Typically, Category 3 wetlands have a 25' buffer measured from the wetland edge. Panther Lake/#13-204 Sewall Wetland Consulting,Inc. January 28,2014 Page 10 3treams Paather Creek (ot'f-site) Anther Creek is located off-site to the west approximately 70'-130'. Panther creek is located in a steep sided ravine and is relatively undisturbed with good forested buffer areas. Panther Creek is classified as a Class 2 water on the City Inventory. ii. Class 2: Class 2 waters are perennial or intermittent salmonid-bearing waters which meet one or more of the following criteria: (a)Mapped on Figure Q4, Renton Water Class Map,as Cless 2;andlor (b)Historically and/or currently known to support salmonids,including resident trout,at any stage in the species I'rfecycle;and/or (c)Is a water body(e.g.,pond, lake)between one half(0.5)acxe and twerriy(20) ' acres in size. Class 2 waters typically have a 100' buffer measured from the ordinary high water mark. Stream A A small intermittent stream is located along the south side of the site. This stream is a narrow mud bottom channel that appears to carry primarily runoff from the streets to the eats of the site. This stream is classified as a Class 4 water in the City Stream Inventory. Per Code; iv. Class 4: Class 4 waters are non-salmonid-bearing intermittent waters during years of normal rainfall,and/or mapped on Figure Q4, Renton Water Class Map, as Class 4. 'I�pically Class 4 waters have a 35' buffer measured from the Ordinary High Water Mark. 8tate and Federally Listed St�ecies Review During our review of the site, no state or federally listed species were observed on or near the site. A review of the Priority habitats mapping for the site revealed that there is no known use of the site by any state or federally listed species. Panther Lake/#13-204 Sewall Wetland Consulting,Inc. January 28,2o14 Page ]1 Wetland Functions All of the wetlands on the site are "slope type" wetlands, with varying degrees of disturbance. As slope wetlands, none of these wetla,nd store or attenuate any runoff or flows, and in fact are areas where groundwater is perched or discharging on the surface of the ground before infiltrating on the lower edges of the wetlands. All of these wetlands are Category 4 wetlands using the WADOE wetland ratings system which scores the wetland on three main functions, water quality, hydrologic function and habitat functions. They score extremely low for water quality and hydrologic function and low for habitat function. None of these wetlands contain any of the complexities or unique features that are found in wetlands of moderate to high function and values. They essentially just meet the criteria of a wetland with little or no functional value. PROPOSED PROJECT The proposed project is the platting of the property into 34 single family residential lots with associated infrastructure. Due to the topography of the site, the stormwater facility must be located on the west side of the property and is proposed in the southwest corner. This will impact Wetlands B 8s C. We are also proposing to fill Wetland E which appears to hydrologically supported primarily by artificial water sources. This will result in a total of 2,468sf of Category 3 wetland fill. As compensation for this fill, we are proposing to restore and enhance 7,774sf of Wedand A which is a total enhancement/restoration ratio of 3.13:1. Per City of Renton Code 4-3-050.M.8; If wetland cha.nges are proposed for a non-exempt activity, the applicant shail evaluate alterna.tzi.�e methods of der�eloping the property using the following criteria in this order and provide reasons why a less intrusive method of development is not feasible. In determining whether to grant Panther Lake!#�13-204 Sewall Wetland Consulting,Inc. January 28,2014 Page ]2 permit approval per subsection M2 of this Section, General Standards for Permit Appror�a.l, the ReUieuring Offccial shail ma,ke a determ,ina.tion as to whether the feasibility of Iess intrusiv�e methods of development ha.r�e been adequately evatuated and that less intrusive methods of deve�opment are not feasible: a. Ar�oid any disturbances to the wetland or bu,f'fer; The site contains three small wetlands which the developer proposes to fill and mitigate for through the enhancement of Wetland A. Due to the topography and the steep slopes, the only feasible location for the stormwater facility is on the southwest corner of the site which will impact Wetlands B 8s C. Wetland E appears artificially supported by various upslope dra.inage pipes and rains which will be cut off during the construction of the plat as well as extension of the sewer line from the north. Any development on the north side of the site to the east of this disturbed wetland will impact its hydrology so it is not likely to remain regardless of if it were impacted or not. b. Minimize any wetland or buffer impacts; To move the stormwater facility upslope to avoid Wetlands B 8s C would I eliminate the ability to get stormwater to the facility from almost half of the proposed lots. This would make the development of the plat not be financially feasible to construct. c. Restore any wetlands or buffer impacted or lost temporarily; and Restoration of this wetlands in this location would not be feasible due to the location of the impacts and configuration of the parcel and rema.ining wetland. d. Compensate for any permanent wetland or buffer impacts by one of the fouow�,.y �tr,�as: i. Restoring a former wetland and provide buffers at a site once exhibiting wetland charuc�teristics to compensate for wetlands lost; This is not applicable to this site as no historic wetlands are located on the property. Panther Lakel#13-204 Sewall Wetland Consulting,Inc. January 28,2014 Page 13 ii. Creating new wetla.nds and buffers for those �ost; and A total of 2,468sf sf of wetland will be filled. Due to the sloping character of the site creating wetlands is not feasible on this site. As a result, we are proposing using the "out of kind" provision in the Code using just wetland enhancement as mitigation for these small wetland impacts. Under 4-30-050.M.13, Out-of-kind replacement is allowed under the following circumstances I3. Out.of,Bind Replacement Out-of-kind replacement ma.y be used in place of in- kind compensation only where the applicant c�an.demvnstrate to the satisfadion of the Reviewing Official that: a The wetland system is already significantly degraded and out�f-kind repIacement will result in a wetland with greater functional ualue; or The three small, slope type Category 3 wetlands are just small areas where topsoil was historically removed to expose areas where surficial groundwater is present near the surface. These small areas are covered with invasive species (creeping buttercup and english ivy). The functional value of these wetlands is extremely small, as previously described with essentially no hydrologic or water quality function and very low habitat function. One of these wetlands (Wetland E) appears totally supported by artificial water sources from a gray water dra.in, roof drains and drains that were placed when a water line was placed through the property years ago. b. Scientific probiems such as exotic vegetation and cha.nges in wafershed hydmlogy maJce implementation of in-Idnd compensation im�ossibie or urea.coepfable;or The fact that the site slopes with a gentle slope to the edge of a small ravine with steep slopes, and the fact the remaining wetlands are slope wetlands results in a site that does not work for creating wetlands which typically involves excavating out an area so it will hold enough water to create wetland conditions. To attempt to create wetlands at a top of a slope is not prudent as it could create a situation where soils become oversaturated and could cause a slope failure. c. Out-of-kind replacement will best meet idennfied regional goals(e.g., repIacem.ent of historically diminished wetiand typesJ. Panther LakeJ#13-204 Sewall�Vetland Consulting,Inc. January 28,2014 Page 14 The use of enhancement of Wetland A at a 3.13:1 ratio (5.26:1 if Wetland E is considered a man-made arlificzal wetlanci) will enhance an existing degraded low value wetland, and create an area with a forested and emergent plant community with enhanced functional value, primarily by ra.ising its habitat function. The minimal stormwater storage and water quality functions of these wetlands will be replicated with the stormwater system. The enhancing of Wetland A will provide an adequate functional lift (ra.ising the WADOE Category from a N wetland to a III wetland) through enhanced wildlife habitat function to adequately mitigate for the lost functions of these small low value wetlands to be filled. Stream Bu,�'er Impacts The proposed stormwater outfall will be directed to the west, off-site into the buffer of Panther Creek to allow natural runofl'to continue to flow to the west. (RMC) Chapter 4-3-050.1.8b states that criteria needed for crossing of a stream or its buffer; i. Criteria for Administrative Approval of Utilities in Stream/La.ke or Buffer: New utility lines and facilities may be permitted to cross water bodies in aocordance with an approved supplemental stream/lake study, if they com�ly with the,following criteria: (a)F�sh and wildlife habitat areas shall be avoided to the m.aximum extent possible; and The proposed impact is just in the buffer and is at aright angle to the stream channel and outside the OHWM of the stream. The pipe will be above ground and anchored and then will go underground for a short section before the outfall structure. An area of 10' on each side of the pipe has been identified as the potential construction zone and restoration of this area will occur K�ithin this area of potential temporary disturbance. A Hydraulic Project Approval (HPA) will be submitted to WDFW for this outfall and will follow the requirements of WDFW. (b) 7'he utility is designed consistent with one or more of the following methods: Paz�ther LakeJ#�13-204 ' Sewall Wetland Consultmg,Inc. January 28,2014 Page 15 (I)Installation sha11 be accom,plished by boring beneath the scaur depth and hyporheic zone of the wa.ter body and channel migration zone; or NA, no work in the stream or under the strearn is proposed. (2) The u2ilities sha.il cross at an angle greater than sixCy (60J degrees to the cente�line of the channel in streams or perpendicLclar to the cha.nnel oenterline; or NA, no crossing of the stream is proposed. The crossing of the buffer will be at nearly 90 degrees meeting this criteria. (3) G'rossings shall be contained within the footprint of an existing roa.d or utility crossing; and NA (cJ New utr.lity routes sha.11 avoid paralleling the stream or following a down- r�ultey c�ourse near the channel; and The new line avoids paralleling the stream or following a down-valley course as required. (d) Th.e utility installation shali not increase or decrease the natural rate of shore m.igration or cha.nnel migration; and The construction method and restaration plan should restore the stream bufl'er to a condition that will not increase or decrease the natural rate of shore migration or channel,migration. (eJ Seasona.l work windows are deternuned and made a condition of approval; and The work was conducted during the seasonal work window approved by WDFW for the stream crossing project. (� M'r.tigation criteria of subsect�ion L3c(ii) of this Section are met. A mitigation Plan meeting this criteria ("Wetland M'ttigation Plan-Conner Panther La.ke'prepared by Sewall Wetland Consulting, Inc. will be Panther Lakd#13-204 Sewall Wetland Consulting,Inc. )anuary 28,2014 Page 16 submitted to the City. The restored wetland, stream and buffer will be monitored 4 times in Year 1, and once a year for 5 years as required by Code. If you have any questions in regards to this report or need additional information, please feel free to contact me at {253) 859-0515 or at esewall(a�sewallwc.com . Sincerely, Sewall Wetland Consulting, Ircc. .-�'"r Ed Sewall Senior Wetlands Ecologist PWS #212 Attached: Wetland Delineation/Plat Map Wetland Rating Forms Wetland Data Sheets Panther Lakel#13-204 Sewall Wetland Consulting,Inc. January 28,2014 Page l7 REFERENCES Cowardin, L., V. Carter, F. Golet, and E. LaRoe. 1979. Classificadon of Wetlands and Deepwater Habitats of the United States. U.S. Fish and Wildlife Service, FWS/OBS-79-31, Washington, D. C. Environmental Laboratory. 1987. Corps of Engineers Wetlands Delineation Manual, Technical Report Y-87-1. U. S. Artny Corps of Engineers Waterways Experiment Station, Vicksburg, Mississippi. Muller-Dombois, D. and H. Ellenberg. 1974. A.ims and Methods of Vegetation Ecology. John Wiley 8s Sons, Inc. New York, New York. Munsell Color. 1988. Munsell Soil Color Charts. Kollmorgen Instruments Corp., Baltimore, Maryland. National Technical Committee for Hydric Soils. 1991. Hydric Soils of the United States. USDA Misc. Publ. No. 1491. Reed, P., Jr. 1988. National List of Plant Species that Occur in Wetlands: Northwest (Region 9). 1988. U. S. Fish and Wildlife Service, Inland Freshwater Ecology Section, St. Petersburg, Florida. Reed, P.B. Jr. 1993. 1993 Supplement to the list of plant species that occur in wetlands: Northwest (Region 9). USFWS supplement to Biol. Rpt. 88(26.9) May 1988. USDA NRCS 8s National Technical Committee for Hydric Soils, September 1995. Field Indicators of Hydric Soils in the United States - Version 2.1 City of Renton Municipal Code Iw}__�� 0 MItl7NE ALL� HE7�5 NKTER 10EROCK LE4L Y KIXf CALN11 O�tlB DNA!VAIINTN ��I a��t �� o I �� Q �� ` A POfiTION OF THE SE 1/4 OF SECTION 32,Twp.29N.,Rpo SE,KINC3 CO.,WA �" som�o eusesaot2o• - n ; I � J s. \]p � .0 �. 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Name of wsUand(if Imowm): �c}�� }G Dde of dtc�ist �'�'�� s , f7 Ratea by �d St-•-��' Tnined by Eoolo�yl Ya No�D�te of tai�dag SPI.Ao�ehr wlland wU 6eet�x.��hd m a hoke�tjar mry F 1[�trd SEC:_TRINSHP:_RNQE_ Is SrflR in Appcad[x DT Yn_ No_ 7Lwoe�edo�Hrdongesrd�wiiw�I orpie�t�pecin(IYSs�ecls�� For the p�upoae�of this ntin6 symm,"dowroeetad•moma the�etlud is m the Map ot wrtltnd unik RWrt,,, EslNnabd slze�i 14 Sf S� ' stite or fodQd datab�ee. 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'Ihie impli5as the que�tiooe needed m nuwer how wdl lfie watl�ad fiwoUoa�. The Efydrogeomo�phie Claa of a wdl�nd an be dekrmmed uwng ffie kry bdow. 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I I3a wsltod'u Lb-fri�on t Wa w1lt Ahns6ua ad&ae�s 3 n�Iabs.A{n�e Doa the weWad ucdt mod tha fotlowing aieem fot Edwrine srctlsnd�7 L:;.::: '�` w�tliae wffilo sS mIM O�b'7 —7Le domio�at w�ta�egiene u Qd�l. ' 71�ae i�d feut I weLrd w�ibtn 44 m�. poiaa�2 `,�r;'=;.' 'I�ae�e ao weU�wlMa%sllw pinti'0 —Veoetded,ud : I —Witl�a rGeity drwler t�n 0.3 ppt — _ ^ ;� H 1 TO'PAL 9aa�- uPP�mtY�P�� -� YFS-Oo 00 3C 1.1 NO A�d IIV ioa�n HZ 1 N2 A23 H?.� �� 9C 1.1 L the wetlaod txtit writhin a Natiood Vlril�'fe Rofu�e,N�tiarl Puk, ' • + iUriAL fa H 1 Som p�ge l4 1 r Ndimr!H�nwY Raetre.N�ud Araa P�e�erve�Shee Rrk or 8duo�fiontl, Gt I J BavleanmmL�l,a SaeatiHc Re�ave desido�bd uader WAC 332-30-131 Y ?obd Rp��he Hablht 1Yvetloas-a/d We poiap far H l,8 2 add r000�d Ihe rault m �� YE9� I NO b 9C 12 8C 1]1�O�e w�etl�eA wdt�t faut 1�ars in das aid mead at Imt two of the WHarin��ee ooafition�9 YES-Gte�ory I NO-Gee�xy II C�t.I —T`e wntland i�raltliv�ely Qdi�u6ed(hu no d�7tieR.�k�b.��8. Ctit R aultivatioq ga�ne,�md hat Im tlw 10lG oove oteotfinti�re ybat �peoia. It the nou-titlw 3�vibw tpp.ue�s asly�psoiat tlut oover moro 1lae]07i o[A�e vusll�d,1wn A�s wetlaod�Fodd be diMeo a dud Dui raeng(I/II). 'f6e�ma of 3prtier w�aYd be ntad a Category II wAtik the ntb6 �eladvdy�mdi�turbed upper�w�fh�hi�e�poaie�wauld be a � Category I. Do not 6owerer.axdude tl�e uea of 9prtin io d�/eeminiod Ihe�e fheabW of I�ore. —At Iad Y.of the laodwhrd edee of tbe wetlaed hu a 100 R EufTer d rhru6t foeeO,or u�-gazed or�nmowad�wlad. —71s�etlnd hn�t lsut 2 dtEe�Ilowi�Ebdurec dAd eA�mdti deipa�ron�wiA►opao w�+t,m oaAipoa�fiahw�ier wdluda � aaeree wu.�r�-.�..r.e w..��m. r �r�oo� ww.ea x,u�rene-..e�e�w..n+� �e �ma .a.�ea 2 tker.e.m�se.�vnt�a ee�o�aoa v..�.z uP+e.r wre�vnnw a�ua.ax�oa i _ .. . _. ---i -- -, �I�N�ed�a��Er rT �vrlr/rM u�bt� wstunn�tn'[nvc RORM-wtsfBRr1 w�s�c'[�oH Dea ttie w�ud��it beis�rabed meet n�of tLe eriterh bd�w! V��Me 2-l�Me!litly]006 Lo imuw aoaoa�sd aroi�obliry a��ras If yoY unrP^at YBS b avy of 16e qrntiOro 6ebw�you wi110eed b prUeat tlie wetliod ��iW1 Od�wirl�rw NDPN I�i1Lr br Nio�iejiiiW� wooidiod b t6s�ol�doro re�rdit�the�peaid oh�nowri�4a foud in A�e wstl�d. ��c.�u.�ac�r�r- t,�.+�-� A n.��r�,�.�� +tea by rninea by Foo�oByr Yd rio_n.x ota.inin� j 8PI.1/�r dYr r�tlm�d rwff 8�w da�w�wY�d m a babft�r for ny FiJw�Afid SEC:_TWNSE�:_RNaS_ LSlf/RinAppadizDT Ya_ No_ 1�rvolmrda►&dor�nrdwl�d wpd�s�e�ei(fiSrpnra)f I . FO[�IC p{IIpO/0�Of H�D t�IL�ryfEOot,"OOOIHIIOItOd�IIIO�IM 1IM Mil��0�1M M!p d wW W1d 1M1t:FIpuN_ Estlnid slz� ' �pds or fedettl A�abws. `�- SP2.Xor Au wrtlsMd rift 6ww dxrwwiMd ar Mbu�t/Ps wry 3'�e�e IW�el 3II11QVIARY OF RATING " �0'��""�'P'd'� i.�. Par me p�.po.o.orth:�.y.oem,•aooaoedee•n�e�o.�e.ree.oa u on wo Catl�4 dfKd 0�FONCI�I�1�T$plDYlded by wEtled � � 4PpP�+k�Otle dao�6re.Iio1x WaA�eb w�itM SbM Gdea plimt�peoia oe ' M I1�1un1 Wetluid� �oe 19 otAda I Q QI iY� �x�� r�ir,��wn�owrA.beMiatr q/Pnlofey,p.el�.Werd by er. J� c.a,�r c-s��ro seo�.ro�w.rr Q�ury F.�wa � i y sa�.n�r�,.�r�r wrr�,�..�t.��.�.�,ra b ra�u�.t C�eoory a-saor.st�9 9eore�br E�yd�olopo Y�seOoot 4 F«anmpl.,Ibe.wfWd u..ban id�rttis.a fn a.s�w..�u+.Mdh. Cata�ory�-Soar 30-30 3oae Qor Aabim Fuonyoer ; � ��.�e Cdtial At�u Oedinooe,or in a loal mm�gemeat pha u Gt�y N-Soae<30 T01'AL Kore br lYvetb�s 3� �"O��P°��rgn6e�oe C�G�4 bared o�SPYCIAL CHA�A�RLS1'ICS�f wdllyd I 0_ Doa uot Appl� To aosrnlde t�s natl nart ofdu data sixet uou wlll nred�o d�era�at Nk �rniMc Claw qfdie wrllod bel�¢rorcd Fisal C�tesor7 c�eo.�w•bd�.e'o�a�.e...� � 'h hy�o800aocpleo dwBo�tion�ot�wetl�nds inb Q�oee�t fino�aa ie im�r w�ya 'flds rspli5a tho qae�tiors eeeded b�nwer 6o�r well the w�atl�ad&oetias. 1'6e Hydro`aoapryhic Chr da�wlf�d ae bo d�lermind uieg the tey beloa. See p.21 Lor more dat�itad i�trwiivn d�� Ki�e�utlea�bwt M wNl�d alt on du�watlada Lfo�rlee H.a.�.� w.a.a w..�.. M.uo.�..� o�a c.a.�iro�..� ew co..ar in+e.r�.�� xone otd�e abwe cbeot ltimle ir.mu11ip1s � FiOM dres v.en�f.a.�rYm-..A�,v.il./.. t /lyue a�o� vaf�.e lt�re-,.�e.N.ri/r. s �q�t 20a vale�2 ib b��!1r1�Salq�PMirllw 04d1�0?J vwie�317�Yd witi r�yGPV I�lfeYw Od�Of - - - — -_ � a.Wsen...4�irr_ Awne e�.ar.ar.r_., a.Ni�.otwed..a u.w ir we�eer.wat�t.�ca. s noa.m.eemro.wmne.a...c..otbe�uo�i�geri�ai., lb uet u In�vdlry.a[�hmo cEm�d,w�Me it Oels inud�led by ovab�ok �oodi�fmm 11rt meam a riwr T6e oveeb�et Aoodle`000vs at leut oea�v�y bw yem. M7T8:lar rfrinilr rdt ewr�arsh l�rratwr Il�at�t�lfArd irMh w�Mr rAt��s rrwr 6 �i wa�t�QoodY� NO-,o to 6 YES-Tb wetl�d dw i�illwr� L�,r...��.�.�.��,um�..�y�a by uaa.�.a e,m.re eoao`eooa.n �.y a.�tm.red.oa„de m,�o e��weioe.�.�e��a�,a a..n..ra ti ua 1ao-�o to 2 Yss-se w�eu.oe e1�u i�'1'Yw fi� �ore�oe,at cme Y�eo�armd me yav. 1fr......d�d.y as/.c�w�+Ac��•rrr�d.r I Tf yes.ie Ihe�dioily of fio wsler duti�period�of�nnud iw llo�v bdmv OS PIk(D�PR idnkr Q/d�e rrdaid thoawe�9 1'fd-M�Yw�Mr'1'Idd 1►�� NO-SYIw��Mr TNd 1Ny�(f�rYw) NO-P eo 7 1R3-Ths wetlmi alw u D�pw�srM {f)c+►'inBadow br daorMd r�FY�fldmll�iing rar Mr�n�u fa►l�we 7.L 1M�ntin w�tl�ed nett loodd in a veey Oat�na wifb ao obHaw dapraian rd m o�se6�n�lc .rrlmdc �f tl tr S�hnars 1iiW F}i�qr/f 4 nar�dm oe�a�t wrrla�d Wetl�tl�t Aoodioa. The mit doa uot paod�mlYoe w�ter eo�e�e�lYw�i�cl�I1e�ot mna to be were allod e�p�aine in the 9nt aad ieood e�tiau a[tbe�ind mhm ne odlod Sdt ��10d by Ngh�rO°°dw�tl°r in A�e rs. T3s wetlaed euy b dib.'hed.bot hu no oMias VYa1er 7'Wr Ft6y�in tbs Hy�a�phb QaiBation Htuulos wetlnd�wwe o�twsl oudet. ��P�Y in�a�elia edtio�.tnd Ai��eprrdon L bi�t�pt in�n N�-W to! Y�3-'lbe wMred dw i�D�p�NMI io�i�ao. To io�iY�in ooas�r bel�we�aditia�.l6a teasf^B�prdee^w+�E�ad i kapt pleus mo�,6ow�er,thst 16e ah�raotai�or ldt de8ne GbOoty I aid II e�nreiae R Your wetlad uait�eeeo�b be Aiffiadt b da�iry ad prob�bly oontain�a�+enl diffae�t H�M w�Mlyd�6aw�(�ee p. ). dnea. 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'�'` lbae�e�o wrodeA�wimio 4S mil�. !�'0 `�j S —Wig�� tlr�O.S "'r� m7 E� PP� `,� i H 2'l�OTAL 9oae- uPP��b�P��R�� _ � YE3-Oo b SC 1.1 NO_ ta::.:',..:+: ; AdrtRr soo.�: ft1.! 1 A1.l,H7.I � 3C 1.1 L Ihe aetlrd arit wkNo�Natlonl Wildlitb RelY�e.Natlanl P�t, iOTAL for H 1 9onf page 14 �� NatlooN Fidut7 R�erv0.NWnI Arc�Ptaetve,SLb Park or EdueaYanal, QL I � � Haviraeorndl,a Sdendflo Raave d�ed usder WAC 332-30-IS14 iold&an irr A�bkat l�etloer-r1d IAe poiels fbr H t,H 2 ud e000�d Ibe mnit on I� YBS- I NO b SC l.2 8C 1.2 L A�e�efl�ed aot d Icrt I aoro in dae�nd mab at laat Mo of Ihe follavi�t6ree 000ditia�ft YES-Gbsoey I NO-Gbgory II Cat I —ne.ral�sa s ret�tiv.ty maietweea(e..no ailciej,ane6iu8.8�, a�n ��l��B.aed has lee 1�10Y.oover of noo-o�tive pl�ot rpeoi�a Kth�ooe-n�f[re S,parNw�pp.ue�o aoly�peoia Crt eovar ' �ore�n 10%ofths wetl�d,tl�a�16e wedmd�f�odd be pveo�Mu! Dad � csduQ(VII). ILe ues of Spatiru wwW be nted a Caledory II w�6ila tkro ntln` tdativeiy uidLlutbed uppet arrd�w�ith rntiro epodes�wuld bo a M C�egory I.Ib not.hoae�a,exdudo the�ra of Sartim in dweedoiiy Ihe dxe tWaLold o[1�oee. —At Iwt'/.of 1be lan�w�d adge of the w�ethnd hn�10�ft b�Ta d �Iwb,faeK a�-�arsd or�mowed Rafi�td. —1bo weflMd 6n at lmt 2 o[tbe 6dlowio�6e�tidd oh�onelti d�qa�ioo�wiffi op�o wder,a oono�uor hahatler�vrAaedr. �fAMl.r Rati�t�a.-w.Y�s v.a.re. 1� a�e 70oa wr.a satl.�t4rs-w.rs�vrNqr. 1� A.pe xoor wde�2 U�i�ed w16 ww Nd��Od 2DOt Meln�2 LJpAr�w�est�W d�Eddo�OaL 7001 APPENDIX D Kristar Perk Flter Sizing Sheets Contech Stormfilter Manhole Sizing Sheets • • • • • � � / o ar � � . _, PERK FILTER �M . Media Filtration Device ' ' ' ' � .�, Advantages and Features � "��,,�� ::�%� Superior Flow Rates Poo sYsr�coNF�cuiu►noN • High efficiency in compact fooiprint • Lower media replacement costs • Optimizes design flexibility Field Validated � • High TSS removal � � • Enhanced phosphorous removal rate • In�ine installa6on eliminates 1� the need for separate juncfion ! `r'� � � �;, ::_ , structures _ - �� Washington Stcte Department of Etology VAULT STYLE CONFIGURATION � GULD for basic and enhanced phosphorous treatment • Allowed for irrline installation ll� iiLGW�f.�:��l��jl � �� .-- . ��.•"�-�1 �f��_ M �i _ � � � � '�� i � ti t, �( ► „jA 1 ' « . �. STEEL PERK FILTER • • • • • • 4 Applications Materials O �� FloGard� PERK FILTER systems are available in All PERK FILTER Catch Basin systems are vault, manhole, and catch bcuin configurations. fabricated from durable precast concrete. P E R K F I LT E R PERK FILTER Catch Basins are also available Typical installation locations include: in steel. Media Filtration Device � New drop inlets or vaults in commercial, residenfial, or industrial developments Maintenance • Preheatment for retenfion/detention systems • Easy access to pretreatment chamber for •Variety of system configurations available removal of debris and sediment t • Cartridge construction allows for easy handling when changing filter media � - � � Stackable Cartridge Design' � �� Cartridge He�ghr Treahnent How Rate Gnches) (WA DOE) (S�andar� �; 3 12 6.8 12 18 10.2 18 � 24 13.6 24 30 17 30 *5tondord cartridge heights are 12& 18 inches MANHOLE STYLE GONFIGURATION PERK flLTER CARTRIDGE S1ack as necessary to meet flow rate capacity. A close-up view oh o single cartridge FloGard" PERK FIITER concrete catch basin insiallation. A shallow cor�crete voult carfiguro•ion. � . � ` .._ ,. ; '`�— — . � . . . � - � ,_ _ s .. , – .�. , ;, , s . , � �� • � . �� .. G STRI�JTC� B'r. KriSror Enferprises. Inc • 360 Sutton Place • �anta Rosa, CP,95407 PH 8�579-8819 • FA,X 7C7-524-�186 • www.kristar.com "2010 K�tSici tn��_�y��s�s,b�_ � — — — — — — — — WADOE GULD PDD-6990 12.92' [155.00' --2X INLET/BYPASS ASSEMBLY sK-ossa. Perk FilterT"" Vault - 6' x 12' � ___ _ _ _ -- �� ; ,-:-vENrEo ►+oo�, SK-0500. 2,00+�Z.00" Cartridges, 11 Eac �.08� _- __ - � '�'�J`� -our��r, e,e.00' HDPE Treatment Flow Rate [85.007 %--_^` � a3s.zs•. 149.60 gpm / 0.333 cfs �/�. ,:. L— ,�� I � j�'�..�II - — L �� NOTES: A ' �:. ,�`~ A 1. CONCRETE COMPONENTS ARE DESIGNED FOR HS-20 TRUCK LIVE LOAD AND � — ��y�,� � MANUFACTURED IN ACCORDANCE WITH W � ASTM C857 dc C858. Q L-- ---J 2. DESIGN FILL RANGE 10"(MIN) TO 5'(MA)() � - TOP SLAB NOT SHOWN FOR CURIiY. 3. GROUNO WATER TABLE FOR STRUCTURAL INLET, 018.00" SD,—�"�� I �- 11X Perk Fiker'" ACCESS COVER dc HATCH SHOWN IN PHANTOM. �ALCULATIONS IS ASSUMED AT 3'-0" (CONFlRM TYPE), IE: 436.00'. I 12.00"+12.00" CARTRIDGE STACKS. BELOW GRADE. � 22.00" � 4. DESIGN CONCRETE COMPRESSIVE STRENGTH IS 5.000 PSI (MIN.) AT 28 PLAN VIEW , oArs. 5. PRECAST DESIGN DOES NOT INCLUDE ANY LATERAL OR SURCHARGE LOADS FROM OTHER BUILDINGS OR FOUNDATIONS 036" BOLTED & GASKEfED ACCESS COVERS.- � 48.00' X 48.00" TRAFFIC RATED ACCESS HATCH. ADJACENT TO THIS STRUCTURE. THIS p FlELD POURED CONCREfE COLLAR REOUIRED, FIELD POURED CONCRETE COLLAR REQUIRED, STRUCTURE SHALL BE KEPT A MINUMUM j BY OTHERS. r BY OTHERS. OF 1:1 RATIO AWAY FROM OTHER � .73' ADJU57 70 GRADE FOOTINGS OR FOUNDATIONS. RIM: t447.00' � a RIM: t447.00' 6. THIS STRUCTURE IS DESIGNED TO THE Q PARAMEfERS NOTED HEREIN. PLEASE �--- '� - VERIFY THAT THESE PARAMEfERS MEEf ' 8.00� SLAB ,• ' � ' • � '� ��'. �� , ` .` � PROJECT REQUIREMENTS (I.E. LNE LOAD, i FILL RANGE, WATER TABLE). IF DESIGN I PARAMETERS ARE INCORRECT, REYIEWING ENGINEER/AUTHORITY SHALL NOTIFY 4.92' OLDCASTLE PRECAST UPON REVIEW OF II [59.00'� THIS SUBMfTTAL. � 7. MAXIMUM PICK WEIGHT: BASE SECTION �22.500 LBS / 11.25 TONS. 11.00' 'ZS �' (BASE SECTION, ASSEMBLED WITH , [132.00'� ��•75� CARTRIDGES INSTALLED). j [141.00�] � � [138.257 -VENTED HOOD � OldCastle P recast� SK-0500. � aeo s��n�,a�,s,.,u R�.cn asaoi 6.58� PIr 800.579.BB7B.Fer 707 SYd.BiB6.ww.v olOcaslb.um -OUTLET, �I9.00� � d�e.00� HDPE. RFFFFFNGFMIRPOSESOIIVRNDSH/�ILN0T9FU5Ff11N4M'WRYINJIIRIOUSiOTMF /-- I MTERE5T5 OF SAD LOM7ANY. ; �`1 — -- COPVPoGlIT0201001DGSTLFPREC/3iWC./�LLPoGMTSRE6ERVED. .� ,, j =rr... . ' Perk Filter Vauft-6'x 12' IE: 436.00'= " I � ' � � 12.00"+12.00"Cartridge Stacks,11 Each � 6.00' SU8 ' '.. � IE: 435.25' c��s�o�� ESM Consulting Engineering, LLC , � —2X INLEf/BYPASS ASSEMBLY 1 1 X Perk Fllter'" =� '- � JOG Name: INLEf. 018.00" SD, (CONFIRM TYPE),- � SK-0568. 12.00"+12.00" CARTRIDGE STACKS. __ -�'_____ Gf9@I1I88f-R@f1tOf1,WA ' IE: 436.00', NEnRsi�E, SECTION A-A KRISTAR � BDA e oru M K � � � 12/19/14 XXX PCA3 JMH ISMISRA X - NU N i �2 P02 NONE VAULT WAS 6'X9', IS UPDATED TO AUBURN PLANT PREFERRED TOOLING. JPR 12/29/14 Fw��w�, PDD-6990 1 OF t 12/29114 i \ FloGard� Perk FilterT"" Cartridge Sizing Determination WA Downstream of Detention v1.01 Date 12/29/2014 Site Information Projed Name Greenleaf ProjectLocation Renton,WA Dreinage Area 7.44 ac Impervious Area 3.62 ac %Impervious 49% Runoff Coefficient 0.49 Flow-Based Calculations(�a used when downstream ddetmtlon) On-Line WQ Flow Rate(from WWHM) 0.202 cfs 90.7 gpm Cartridge SWck Height 24 in Allowed Loading Rate(1.5 or 2.5) 1.5 gpm/sf Allowed Cartridge Flow Capaciry 13.6 gpm Number of Cartridge Stacks Required 7 Downstream of Detention Peak Release Rate(QP) 7.91 cfs Treatment Release Rate(Q� 0.202 cfs Detention Pretreatment Credit SO% Mass Loading Calculations Mean Annual Rainfall(P) 39 in Required%Removal 8096 Required%Runoff Capture 91% Mean Annual Runoff(V� 467,648 cf Assumed Pollutant EMC 70 mg/L I Annual Mass Load 2038.95 Ib Filter System Unit Type Perk Filter Cartridge Stack Height 24 in Design Loading Rate 1.5 gpm/sf Cartridge Quantity Based on Mass Loading Mass Removed by Pretreatment 1019.48 Ib Mass Load to Filter after Pretreatment 1019.48 Ib Required Filter Efficiency 0.80 Mass Removal Required 815.58 Ib Allowed Cartridge Flow Capacity 13.6 gpm Mass Load per Cartridge 76 Ib Number of Cartridge Stacks Required 11 Treatment flow Capacity 033 cfs Determine Limiting Sizing Approach #of Cartridge Stacks based on Flow 7 Method to Use(Flow-Based,Mau Load) Mass Loading Summary Treatment Flow Rate Provided 033 cfs Cartridge Stack Flow Capacity 13.6 gpm Cartridge Stack Height 24 in � Number of Cartridge Stacks 11 Determining Number of �NTECH` Cartridges for Flow Based ENGINEEREO SOlUT10NS Systems CONTECH Stormwater Solutions Inc. Engineer. SKJ Date 8/5/2014 Site Information Project Name Panther Lake Project State Washington Project Location Renton Drainage Area,Ad 0.60 ac Impervious Area,Ai 0.52 ac Pervious Area,Ap 0.08 °k Impervious 8796 Runoff Ccefficient, Rc 0.83 Water quality flow 0.09 cfs Peak storm flow 0.26 cfs Fitter System Filtration brand StortnFilte� Cartridge height 27 in Specific Flow Rate 1.00 9P►nlft` Flow rate per cartridge 11.3 gpm SUMMARY Number of Cartrid es 4 A2006 CONTECH Stonnwater Solutions contechstormwater.com 1 of 1 APPENDIX E Conveyance Analysis I r�-ui3 r�-o�a N-01�5 �_N-014 �, x p-015 0 0 d d � N 12 Ni9 y 11 p-0to p.��2 z � N-009 N- 10 P-0� N-007 � $ ^ c �O � G N 3 P.� N U1 p�6 N-0Q2 Q� 'O 0 0 �d 05 N O � G Outlet N-0O1 t i On Site Conveyance System S7t 9562 ft d79 672.1 ft 463 7565�`-�37418 ft � V � o.5sz5 as ; � �'�,.� 471 6 4 ft 479 i N 2�i� .��19 f. � 0.3299 Cis 2� w � fl. w 461 6398 ft 461 62 ft 4.2686 Cfs � ir>� i;o. , GJ� W � U � � f! tn � ^ Of 468 ft 460 24 ft � 2� 463 9077 ft ,��p3 c� �a 553 c�s '� o 457 60--� ��, � .,� �; �; r. � [4d510j 450 � � 25-Year Storm Event I s�i s�s2 n 474 6724 ft 463 7567 ft q63 7318 ft � � ��ds vs a � o O ^ N �j� 471 ft 4T9 i � ft ��, _; 1: � 0.4147 cis 3�'23 � 0 w V 4^ n r 151 5398 ft 461 62 ft 5.3833 cfs :=� _1 � �� s �Z y U V � (� N y N a6e. T2 n d60 24 ft 463 9077 Ag34�' 2 g�s� Z. '�� o 457 60 b� `�ia N .i.�, D�� ft � U � m N � ��-l` lU. fi * i 100-Year Storm Event i ROUTEHYD[]THRU [OnsiteJ USING[25 yr]AND[Seattle]NOTZERO RELATIVE RATIONAL Rational Method analysis Reach ID Area(ac) TC(min) i(in/hr) Flow(ch) ��SR Full retio �ift;th Sixe nVel(ft/s) tVel(ft/s) CArea 12 in P-OSS 0.08 6.3 2.5549 0.1673 3.6488 0.0459 0.1457 Diam 2.3631 4.6457 B-018 P-019 0.16 6.4693 2.5187 0.3299 10.8975 0.0303 0.1196 12 in 61102 13.8751 B-019 P-013 0.81 6.3 2.5549 1.3809 3.7271 0.3705 0.4216 12 in 4.3892 4.7455 B-013 P-012 1.56 6.998 2.4142 2.5893 21.5617 0.1201 0.2344 12 in 18.4744 27.4532 B-012 P-015 0.34 6.3 2.5549 0.5825 3.6851 0.1581 0.2687 12 in 3.4279 4.692 B-015 P-014 0.37 6.4702 2.5185 0.6422 3.6488 0.176 0.2836 12 in 3.5044 4.6457 B-014 � P-011 1.96 7.0395 2.4066 3.244 6.0837 0.5332 0.5196 12 in 7.8676 7.746 B-011 P-010 2.64 73615 23492 4.2686 10.9708 0.3891 0.6501 18 in 5.8139 6.2082 B-010 P-009 3.41 7.4331 2337 5.319 10.7578 0.4944 0.7452 18 in 6.0692 6.0876 B-009 P-007 0.83 6.3 2.5549 0.9785 3.721 0.263 0.3499 12 in 3.9956 4.7377 B-007 P-006 1.39 63959 2.5342 1.9843 14.5768 0.1361 0.2492 121n 12.9832 18.5597 8-005;8- P-005 0.07 6.3 2.5549 0.161 8.7418 0.0184 0.0941 12 in 4.3027 11.1304 B-005 P-004 1.53 6.4768 2.5171 2.2553 12.1565 0.1855 0.2919 12 in 11.8242 15.4781 B-004 P-003 5.05 7.8231 2.2735 7.3922 32.3449 0.2285 0.4873 18 in 14.8524 183035 B-003 P-002 5.05 7.896 2.2621 7.3553 38.5782 0.1907 0.4439 18 in 16.8094 21.8308 P-001 6.07 8.019 2.2434 8.5954 74.252 0.1158 03458 18 in 27.905 42.018 B-001 HGL Analysis From To Node HG EI(ft) App(ft) Bend(ft) �unct Loss Adjusted Max EI(ft) Node (ft) HG EI(ft) 445 N-001 Outlet 449.7946 ------ 0.3288 ------ 450.1234 452.92 N-002 N-001 457.5081 ------ 0.0968 ------ 457.605 464.3 N-003 N-002 460.4686 ------ 0.0521 0.0412 460.5619 464.46 N-009 N-003 460.9042 0.5249 0.7175 ------ 461.0968 464.54 No approach losses at node N-011 because inverts and/or crowns are offset. N-010 N-009 461.2252 0.2649 0.3662 ------ 461.3265 464.54 N-011 N-010 463.5279 ------ 0.1658 0.0313 463.725 471.6 N-012 N-011 471.3091 ------ 0.2774 0.0537 471.6402 475.31 N-019 N-012 479.3895 ------ 0.1119 ------ 479.5014 484.07 N-018 N-019 479.6017 ------ ------ ------ 479.6017 484.07 N-013 N-012 471.7143 ------ ------ ------ 471.7143 475.31 N-014 N-011 463.747 0.0085 0.0033 ------ 463.7418 472.29 N-015 N-014 463.758 ------ ------ ------ 463.758 46838 N-004 N-003 463.2268 ------ 0.5082 0.1725 463.9074 467.27 N-006 N-004 468.1624 ------ 0.2038 ------ 468.3662 472.3 N-007 N-006 468.4038 ------ ------ ------ 468.4038 472.3 N-005 N-004 463.9085 ------ ------ ------ 463.9085 468.33 Conduit Notes Reach HW HW/D Q(�5) TW Depth Dc(ft) Dn(ft) Comment Depth(ft) ratio (k) P-001 1.8746 1.2498 8.6 8.75 1.1356 0.3458 SuperCrit flow,Inlet end controls P-002 1.6181 1.0787 736 2.2034 1.0511 0.4439 SuperCrit flow,Inlet end controls P-003 1.6386 1.0924 7.39 1.715 1.0537 0.4873 SuperCrit flow,Inlet end controls P-009 2.0742 13828 532 1.7319 0.8889 0.7452 Outlet Control P-010 1.6852 1.1235 4.27 1.5568 0.7922 0.6501 Outlet Control P-011 1.2479 1.2479 3.24 1.1565 0.7714 0.5196 SuperCrit flow,Inlet end controls P-012 0.9991 0.9991 2.59 1.445 0.6898 0.2344 SuperCrit flow,Inlet end controls P-019 0.2995 0.2995 0.33 1.3303 0.2368 0.1196 SuperCrit flow,Inlet end controls P-018 0.3917 0.3917 0.17 0.4114 0.1673 0.1457 Outlet Control Ml Backwater P-013 1.4043 1.4043 138 13302 0.4973 0.4216 Outlet Control P-014 1.467 1.467 0.64 1.445 03338 0.2836 Outlet Control P-015 1.1665 1.1665 0.58 1.1518 0.3172 0.2687 Outlet Control P-004 0.9568 0.9568 2.26 1.2319 0.6424 0.2919 SuperCrit flow,Inlet end controls P-006 0.8624 0.8624 1.98 1.6374 0.6017 0.2492 SuperCrit flow,Inlet end controls P-007 1.1034 1.1034 0.98 1.0662 0.4154 03499 Outlet Control P-005 1.6395 1.6395 0.16 1.6384 0.164 0.0941 Outlet Control ROUTEHYD[]THRU [Onsite] USING[100 yr]AND[Seattle] NOTZERO RELATIVE RATIONAL Rational Method analysis Reach ID Area(ac) TC(min) i(in/hr) Flow(cfs) ��fsR Full ratio n;ft;th Size nVel(ft/s) tVel(ft/s) CArea 12 in P-018 0.08 6.3 3.209 0.2102 3.6488 0.0576 0.1628 Diam 2.5261 4.6457 B-018 P-019 0.16 6.4583 3.1659 0.4147 10.8975 0.0381 0.1331 12 in 6.6774 13.8751 B-019 P-013 0.81 6.3 3.209 1.7345 3.7271 0.4654 0.4797 12 in 4.6574 4.7455 B-013 P-012 1.56 6.9501 3.0418 3.2623 21.5617 0.1513 0.2623 12 in 19.8579 27.4532 8-012 P-015 0.34 6.3 3.209 0.7316 3.6851 0.1985 0.3022 12 in 3.6547 4.692 B-015 P-014 0.37 6.4596 3.1655 0.8072 3.6488 0.2212 03199 12 in 3.7274 4.6457 B-014 P-011 1.96 6.9887 3.0326 4.0879 6.0837 0.6719 0.6004 12 in 83011 7.746 B-011 P-010 2.64 7.2938 2.9628 5.3833 10.9708 0.4907 0.7419 18 in 6.1775 6.2082 B-010 P-009 3.41 7.3613 2.9479 6.7095 10.7578 0.6237 0.858 18 in 6.4201 6.0876 B-009 P-007 0.83 6.3 3.209 1.229 3.721 0.3303 0.3932 12 in 4.2872 4.7377 B-007 P-006 1.39 63894 3.1844 2.4934 14.5768 0.1711 0.2793 12 in 13.9014 18.5597 B-005;8- P-005 0.07 6.3 3.209 0.2022 8.7418 0.0231 0.1051 12 in 4.6005 11.1304 B-005 P-004 1.53 6.4649 3.1641 2.835 12.1565 0.2332 0.328 12 in 12.6467 15.4781 B-004 P-003 5.05 7.7299 2.8705 93333 32.3449 0.2886 0.5518 18 in 15.8255 18.3035 B-003 P-002 5.05 7.7984 2.8567 9.2886 38.5782 0.2408 0.5004 18 in 17.993 21.8308 P-001 6.07 7.9132 2.834 10.8586 74.252 0.1462 0.3867 18 in 30.1019 42.018 B-001 HGL Analysis From To Node HG EI(ft) App(ft) Bend(ft) �unct Loss AdJusted Max EI(ft) Node (ft) HG EI(R) 445 N-001 Outlet 450.3826 ------ 0.5244 ------ 450.907 452.92 N-002 N-001 457.8743 ------ 0.1544 ------ 458.0286 464.3 N-003 N-002 460.802 ------ 0.0828 0.0654 460.9502 464.46 N-009 N-003 461,495 0.1441 0.197 ------ 461.5478 464.54 No approach losses at node N-011 because inverts and/or crowns are offset. N-010 N-009 461.7521 0.4207 0.5816 ------ 461.913 464.54 N-011 N-010 463.8208 ------ 0.2631 0.0496 464.1335 471.6 N-012 N-011 471.676 ------ 0.0702 0.0136 471.7598 475.31 N-019 N-012 479.431 ------ 0.1279 ------ 479.5589 484.07 N-018 N-019 479.6748 ------ ------ ------ 479.6748 484.07 N-013 N-012 471.8767 ------ ------ ------ 471.8767 47531 N-014 N-011 464.1684 0.0135 0.0052 ------ 464.1601 472.29 N-015 N-014 464.1848 ------ ------ ------ 464.1848 468.38 N-004 N-003 463.4169 ------ 0.0304 0.0103 463.4576 467.27 N-006 N-004 468.3171 ------ O.D313 ------ 4683484 472.3 N-007 N-006 468.4075 ------ ------ ------ 468.4075 472.3 N-005 N-004 463.4593 ------ ------ ------ 463.4593 468.33 Conduit Notes Reach HW HW/D Q'�S) TW Depth Dc(ft) Dn(ft) Comment Depth(ft) ratio (ft) P-001 2.4626 1.6418 10.86 8.75 1.2635 0.3867 SuperCrit flow,Inlet end controls P-002 1.9843 1.3228 9.29 2.987 1.1784 0.5004 SuperCrit flow,Inlet end controls P-003 1.972 13147 9.33 2.1386 1.1811 0.5518 SuperCrit flow,Inlet end controls P-009 2.665 1.7766 6.71 2.1202 1.0027 0.858 Outlet Control P-010 2.2121 1.4747 538 2.0078 0.8944 0.7419 Outlet Control P-011 1.5408 1.5408 4.09 1.743 0.8551 0.6004 SuperCrit flow,Inlet end controls P-012 1.366 1366 3.26 1.8535 0.7735 0.2623 SuperCrit flow,Inlet end controls P-019 0341 0341 0.41 1.4499 0.2663 0.1331 SuperCrit flow,Inlet end controls P-O38 0.4648 0.4648 0.21 0.4689 0.1881 0.1628 Outlet Control M1 Backwater P-013 1.5667 1.5667 1.73 1.4498 0.5605 0.4797 Outlet Control P-014 1.8884 1.8884 0.81 1.8535 03758 03199 Outlet Control P-015 1.5933 1.5933 0.73 1.5701 0.357 0.3022 Outlet Control P-004 1.1469 1.1469 2.84 1.6202 0.7224 0328 SuperCrit flow,Inlet end controls P-006 1.0171 1.0171 2.49 1.1876 0.6766 0.2793 SuperCrit flow,Inlet end controls P-007 1.1071 1.1071 1.23 1.0484 0.4677 03932 Outlet Control P-005 1.1903 1.1903 0.2 1.1886 0.1844 01051 Outlet Control ; Layout Report: Onsite Event Precip(in) 2 yr 24 hr 2.00 , 10 year 2.90 25 year 3.40 , ,100 year 3.90 Reach Records Record Id: P-001 Section Shape: j Circular Uniform Flow Method: � Manning's Coefficient: i 0.009 _--- -- -- Routing Method: Travel Time Shift Contributing Hyd DnNode �- Outlet ' UpNode N-001 Material � unspecified Size � 18 in Diam _ -- --- ---- Ent Losses � Groove End w/Headwall Length 49.U0 ft Slope 23.82% 1 Up Invert 447.92 ft Dn Invert � 436.25 ft _ _ _ Conduit Constraints - ---- Min Vel � Max Vel iViin Slope Max Slope � Min Cover I ' _ - -------_ _ _�— � 2.00 ft/s � 15.00 ft,'s 0.50% 2.00% � 3A0 ft - --- Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Record Id: P-002 Section Shape: j Circular ,Uniform Flow Method: � Manning's �Ccefficient: � 0.009 'Routin Method• Travel Time Shift Contr�butin H d �— g ----- —�--- , - g Y --- _ __- DnNode �-001 UpNode N-002 viaterial � unspecified Size � 18 in Diam Ent Losses � Groove End w/Headwall _ _ _- - --- -------- - Length 124.00 ft Slope � 6.43% - ---- __-- - - Up Invert � 455.89 ft Dn Invert r 447.92 ft Conduit Constraints � I I Min Vel � Vlax Vel � Min Slope Max Slope � A'Iin Cover � 2.00 ft/s � 15.00 ft/s � 0.50% j 2.00% � 3.00 ft _ _ - — -- -- -_- - - - ___ ____ .___ __�_ __ __ _ --- Drop across MA 0.00 ft �Ex/Infil Rate �.00 ui/hr Record Id: P-003 Section Shape: ��ircular Uniform Flo�v�iethod: �— Manning's Coefficient: 0.009 Routing Method: � Travel Time Shift jContributing Hyd , _I DnVode � N-002 �pNode I N-003 --- - - 1�'Iaterial � unspecified Size 18 in Diam _ __--___ __ _ _. _ Ent Losses Groove End w/Headwall Length � 65.00 ft Slope �4.52% __ _ . _ Up Invert �—458.83 ft Dn Invert 455.89 ft � Conduit Constraints ;I i Min Vel Max Vel Min Slope Max Slope � Min Cover - - ---- � 2.00 ft/s 15.00 ft.�s 0.50°ro 2.00°/a 3.00 ft - _ -_ _ _ _ - ---- _- _..._ --_- _ _ -- _. ____ _ _ -- Drop across MH r— 0.00 ft 'Ex/Infil Rate I 0.00 in/hr , Record Id: P-004 Section Shape: �— Circular L"niform Fiow Method: �-anning's �Coefficient: I 0.009 _ _ _____ _ - - - - Routing Method: Travel Time Shift Contributing Hyd DnNode �—N-003 �UpNode � N-004 ; Material � unspecified Size 12 in Diam -- _. -- -- - Ent Losses �— Groove End w/Headwall - - Length �— 53.00 ft �Slope 5.55% _ --- -- _ _ _ _ ' Up Invert 462.27 ft Dn Invert 459.33 ft ; - --- --_ _ _ Conduit Constraints _ _ - -- - -- Min Vel ' Max Vel Min Slope Max Slope � Min Cover _ _ _ _ - -- - — 2.00 ft/s 15.00 ft/s ; 0.50% ( 2.00% � 3.00 ft — -_ -- _ --_ __— — __---- _ _ — ------ Drop across:�IH � 0 00 ft �Eac/Infil Rate � 0.00 in/hr Record Id: P-005 Secdo� Shape: � Circular � Uniform Flow Method: � Manning's '�Coefficient: � 0.009 Routing Nlethod: Travel Time Shift Contributing H�d � -- - -- - - DnNode N-004 ,UpNode � N-005 _ . � __ _ _ Ent Losses i�specified G I��Z e End w/Headwall r 12 in Diam I � _ _ ---- - -- - Length � 30.00 ft �Slope � 2.87% _ __ - - -----._ _ - _----- Up Invert �— 463.13 ft Dn Invert 462.269 ft _------------ __ ---_ Conduit Constraints Min Vel Max Vel Min Slope ', Max Slope � Min Cover 2.00 ft/s 15.00 ft/s _� - 0.50% 2.00°% -� 3.00 ft � ---__-- _-_- _ __ _____.. Drop across�1H 0.00 ft E�e/Infil Rate � 0.00 in/hr Record Id: P-006 Secrion Shape: � Circular L`niform Flow�iethod: � Manning's Coefficient: 0.009 Routing Method: Travel Time Shift Contributing Hyd ', �-- - ---—-- DnNode � N-004 UpNode , N-006 'btaterial �unspecified Size ; 12 in Diam — — - Ent Losses � Groove End w/Headwall Length � 63.00 ft Slope � 7.98% Up Im�ert � 46730 ft Do Invert 4r-- 62.27 ft j Conduit Constraints viin Vel r Niax Vel � Min Slope Max Slope � Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft —� - - -� - ------- _- ----- _ —_ - - - Drop across MA 0.00 ft EaJInfil Rate 0.00 in/hr Record Id: P-007 'Section Shape: � Circular � Uniform Flow Method: �Manning's ,�cefficient: 0.009 - - -_ _ - Routing Method: Travel Time Shift Contributing Hyd DnNode � N-006 iUpNode j N-007 11-iaterial unspecified (Size � 12 in Diam Ent Losses Groove End w/Headwall Length � 23.00 ft �Slope 0.52% , Up Invert � 467.42 ft Dn Invert � 467.30 ft Conduit Constraints i� Min Vel _� Max Vel Min Slope Max Slope _� Min Cover _ � 2.00 ft/s � 15.00 ft/s 0.50% � 2.00% � 3.00 ft , Drop across i�'IH o.00 ft Ex/Infil Rate 0.00 in,'hr Record Id: P-009 Section Shape: j Circular Uniform F7ow Method: � Manning's Coef6cient: ; 0.009 Routing Method: Travel Time Shift Contributing Hyd �— DnNode r— N-003 UpNode � N-009 Niaterial � unspecified Size � 18 in Diam Ent Losses � Groove End w/Headwall - - ---- — — Length � 142.00 ft Slope i 0.50% - - -- Up Invert � 459.54 ft Dn Imert � 458.83 ft Conduit Constraints Min Vel Max Vel Min Slope :�iax Slope � Min Cover ir-- _ I III --- - __ _ - - ---- -_ ------_ ___ _ —---- __ _ _____ _ _ _ _ - - -- - - - _ - - -- 2.00 ft/s 15.00 ft/s 0.50°/a � 2.00% � 3.00 ft --- - ---- _ _ ------__ � __--- Drop across MH 0.00 ft ��x/Infil Rate 0.00 in/lu Record Id: P-010 Section Shape: � Circular Uniform Flow Method: Manning's Coefficient: � 0.009 Routing Method: Travel Time Shift Contributing Hyd � - --- DnNode � N-009 UpNode � N-010 Material � unspecified Size 18 in Diam Ent Losses � Groove End w/Headwall Length � 25.00 ft Slope �.52% Up Invert 459.67 ft Dn Invert 459.54 ft Conduit Constraints Min Vel Max Vel ' Min Slope Max Slope � Min Cover _�I l i __ � - _ _. _._ 2.00 ft/s 15.00 ft/s i 0.504% 2.00% � 3.00 ft ! --_ _ --- _ _ - ; Drop across MH 0.00 ft E�e/Infil Rate �0.00 in/hr � --- Record Id: P-011 'Section Shape: �- Cvcular Uniform Flow Method: � Manning's �Ccefficient: 0.009 ---- — Routing 1�lethod: � Travel Time Shift �ontributing Hyd DnNode �— N-010 UpNode r N-011 ____ . - Naterial � unspecified Size 12 in Diam Ent Losses � Groove End w/Headwall Length � 152.00 ft Slope 1.39% _ _ _. -- - - - Up Invert 462.28 ft Dn In��ert 460.17 ft Conduit Constraints I ' _ ,._ - -— — ' � Min Vel Max Vel ; Min Slope � Max Slope � Min Cover �� 2.00 ftis 15.00 ft/s ( 0.50% 2.004/0 � 3.00 ft Drop across AiH ` � 0.00 ft E�Infil Rate � 0.00 in,�hr Record Id: P-012 Section Shape: � C�ircular Uniform Flow Method: � Manning's Ccefficient: � 0.009 Routing Method: i Travel Time Shift Contributing Hyd � : DnNode � N-011 IUpNode � N-012 ----- ----- - -- ---- Material � unspecified �Size 12 in Diam --- ____ --- - Ent Losses � Groove End w/Headwall ____ _ ___ _ - -- _ Length � 46.00 ft Slope � 17.46% -- -.._. __ . ._--__ -- Up Invert � 470.31 fr Dn Invert 462.28 ft i� Conduit Constraints _ _ - - — - --- — ',� Min Vel �iax Vel ' Min Slope Max Slope � l�iin Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% � 3.00 ft _--- --- - - ---_ _ __ _- - _ Drop across MA i 0.00 ft Eac/Infil Rate I 0.00 in/hr Record Id: P-013 SecNon Shape: � Circular ' _ _ __ _ _ _ Uniform Flow Method: Manning's Ccefficient: j 0.009 Routing Method: f Travel Time Shift Contributing Hyd � _-- ___ — DnNode �— N-012 UpNode I N-013 - --- —,— Material (— unspecified Size ' 12 in Diam Ent Losses � Groove End w/I-Ieadwall Length � 23.00 ft Slope ; 0.52% - --- _ tip Invert 470.43 ft Dn Invert 470.31 ft -- - - -- Conduit Constraints - -- _ ___ _ i, Min Vel Max Vel Min Slope Max Slope � Min Cover 2.00 ft/s 15.00 ft/s � 0.50% 2.00% � 3.00 ft - -- -- --—- - - — — - __ ---- ---- Drop across �iH � 0.00 ft (E�Infil Rate 0.00 in/hr Record Id: P-014 Section Shape: � Circular Uniform Flow Method: � Manning's Coefticient: � 0.009 —� _ Routing Method: ( Travel Time Shift Contributing Hyd DnNode � N-011 UpNode � N-0l4 _ __ -- — Material � unspecified Size �12 in Diam - ----- - -- ---_ _ Ent Losses � Groove End w/Headwall - -- __— - -- - -I Length �—62.00 ft Slope � 0.50% I Up[nvert � 462.59 ft Dn Invert !� 462.28 ft ' Conduit Constraints , - — - — _ _ _ _— ; � Min Vel � Max Vel Min Slope Niax Slope � Min Cover i . _.__ _ _— _ — --� 2.00 ft/s 15.00 ftJs � 0.50% 2.00% � 3.00 ft _ -- _ --. Drop across MH � 0.00 ft Eac/Infil Rate 0.00 in/hr Record Id: P-015 Section Shape: � Circular Uniform Flow 1-Iethod: Manning's Coefficient: I 0.009 ----- -_ _--- _ — Routing rtethod: �ravel Time Shift Contributing Hyd - —. _ _ DnNode � N-014 UpNode � N-015 Material � unspecified Size , 12 in Diam -- __._._ _ -- _,. Ent Losses Groove End��,'Head�r�all Length 35.00 ft Slope 0.51% _ _ --- Up Invert � 462.77 ft Dn Invert � 462.59 ft Conduit Constraints _ __._ _ _ _____.___---- � Min Vel � Max Vel Min Slope Max Slope � Min Cover . --- ----_ __— r 2.00 ft/s � 15.00 ftJs 0.50% 2.00% 3.00 ft �-------- -- -- --- --_ _ _ - ___ - - -- _ _ �Drop across MH 0.00 ft E�Infil Rate 0.00 in/hr Record Id: P-018 �Section Shape: �irculaz � _ __ -- - -- Uniform Flow Method: Manning's �Coefticient: 0.009 ___ _ _- . Routing Method: Travel Time Shift Contributing Hyd _ ____ _____ ___ _ _ __ _ _-f- - --- _ DnNode N-019 'UpNode N-018 __ _ _ ' - ____ Material � unspecified Size � 12 in Diam ----- ----- - _.-- Ent Losses Groove End w/Headwall _ _ _. --- ---- --- Length � 24.00 ft Slope �- 0.50% _ _- !Up Invert 479.21 ft Dn Invert �479.09 ft Conduit Constraints �_ _-- - -i Min Vel � Max Vel Min Slope Max Slope � Min Cover i- ----r- _- -- ---__ 2.00 ft/s 15.00 ft/s � 0.50% i 2.00% � 3.00 ft _ _ _ _. __. , , - --�- ___ _--- - Drop across D�IH � 0 00 ft �Ex/Infil Rate 0.00 in/hr _-- - _ __ Record Id: P-019 - _ _ - Secdon Shape: �- Circular --- - -- - Uniform Flow Method: � Manning's �cefficient: � 0.009 ---- _ _ Routing Method: Travel Time Shift �Contributiog Hvd � _-----r-- _ _ jDnNode �-N-012 'Upnode �N-019 ,___ _ __ -- Material unspecified Size 12 in Diam _ _ Ent Losses Groove End w/I-Ieadwall ! I Length � 197.00 ft Slope �4.46% __ _ ___ ___- ---- ;tip Invert 479.09 ft Dn Invert 470.3099 ft _ --- -- - - _ - - — _ _ _ - - - - __ ,� Conduit Constraiots '� '� 1�'Iin Vel � Max Vel ' Min Slope Max Slope � Min Cover . � ___ __'� _ 2.00 ft/s 15.00 ft/s � 0.50% 2.00°ro � 3.00 ft _ —_ _ _- - __ - - - -__ � Drop across'�'IH � 0.00 ft E�Infil Rate r 0.00 in/hr � _ _ _ _ Node Records Record Id: N-0O1 --- _ _ Descrip: jPrototype Record;Increment 0.10 ft Start EL i447.92 ft iMax El. �452.92 ft _--. ___ �-__ _.—-- �--_ _ --- Void Ratio 100.00 ! I ; _ �_ _ ' __ __ Condition �Proposed �Structure Type ICB-TYPE 2-48 _ --- ---------_. _ _;__ _---- � ____ -------- ' 'Channelization;No Special Shape ___ _____._ Catch 0.00 ft Bottom Area 12.5664 sf MH/CB Type Node Record Id: N-002 �Descrip Prototype Record Increment 0.10 ft Start El. 455.89 ft �Max EL �464.30 ft � -------- - Void Ratio 100.00 � !Condition Proposed ,Structure Type CB-TYPE 2-48 � Channelization iNo Special Shape ___� ____— -- �Ca ch 0.00 ft Bottom Area j 12.5664 sf ---------- - ----- 'MH/CB Type Node Record Id: N-OU3 �Descrip: 'Prototype Record Increment O.la ft _ _------ _ _ - -- rStart El. 458.83 ft Max El. I464.46 ft - _------_ _-------f Void Ratio 100.00 —_ __ _--- _ ---- -- -- ---- _ Condition Proposed Structure Type jCB-TYPE 2-48 _.--___ _ ------- ----- ', ,Channelization INo Special Shape --- - — ;Catch �0.00 ft 'Bottom Area 12.5664 sf ------ -_ _--_----- - -- MH/CB Type Node Record Id: N-004 �crip: �Prototype Record I�ncrement 0.10 ft Stazt EL �462.27 ft �Max El. 467.27 ft — __ . __ __ _ - , Void Ratio.100.00 � '-- --- Condition IProposed Stntcture Type CB-TYPE 2-48 , -- - - ------. _. � ' Channelization No Special Shape ICatch 0.00 ft Bottom Area ;12.5664 sf _ _ _ MH/CB Type Node Record Id:N-005 __ _ _ ___ _ __ Descrip: Prototype Record Increment 0.l0 ft Start El. 463.13 ft Max El. 468.33 ft _ _ Void Ratio 100.00 Condition Proposed Structure Type CB-TYPE 1 ,Channelization No Special Shape , Catch 0.00 ft IBottom Area 3.97 sf ; MH/CB Type Node I Record Id: N-006 , Descrip: Prototype Record,Increment 010 ft Start EL 467.30 ft IMax EI. 1472.30 ft Void Ratio 100.00 ' - — � -- Condition Proposed Structure Type �CB-TYPE 2-48 _ __ -- - --� _ Channelization jNo Special Shape -- -- - _ Catch �0.00 ft Bottom Area 12.5664 sf MH/CB Type Node Record Id: N-007 Descrip: Prototype Record Increment 0.10 ft Start El. 467.42 ft Max EL �472.30 ft __ _ __ _- _--- r vo�a�t�o loo.o� Condition Proposed Structure Type CB-TYPE 1 Channelization No Special Shape _ _ ---- ----- _.___ _— Catch 0.00 ft Bottom Area 3.97 sf ---- - - -- MH/CB Type Node � Record Id: N-009 _-- - --- Descnp: Prototype Record '�Increment '0.10 ft � Start EI. i459.54 ft �!Max El. '464.54 ft Void Ratio 100.00 i — _. --- , Condition 'Proposed �Structure Type �CB-TYPE 2-48 ' _ __ ', iCha le�nn��zation iNo Special Shape - -' — - _. -- — I Catch �0.00 ft ;Bottom Area 12.5664 sf _ _ _— ' MH/CB Type Node ' Record Id: N-010 _ ---- _ Increment '0.10 ft Descrip: Prototype Record Start El. 459.67 ft Max El. I464.54 ft I - - __ _ -— ---- � Void Ratio 100.00 — - � - -- I Condition Proposed Structure Type �CB-TYPE 2-48 � —-- - --_ -- Channelization INo Special Shape — _----_------ Catch 0.00 ft Bottom Area I12.5664 sf MH/CB Type Node �I Record Id: N-011 Descrip: Prototype Record Increment A.IU ft ___--- --- - ;Start El. 462.28 ft Max El. 471.60 ft _ __- ----- - _.__ �Void Ratio,100.00 _ - ----- _ -- -- ,Condition ,Proposed Structure Type ,CB-TYPE 2-48 _ --;--- __�..---- --- , Channelization�No Special Shape _I _ __----- _ __ Catch �0.00 ft �Bottom Area i 12.5664 sf ' MH/CB Type Node Record Id: N-012 Descrip: Prototype Record Increment 0.10 ft Start El. 470.31 ft IMax El. 1475.31 ft � _ _. Void Ratio 100.00 � r - - ---- ---_ ;Condition Proposed �tructure Type �B-TYPE 1 -_.___ _ ___ _- ---- ' Channelization No Special Shape _ _- Catch OA�ft Bottom Area �3.97 sf _ - .- - - --__ ___ __ MI�'CB Type Node Record Id: N-013 Descrip: iPrototype Record Increment 0.10 ft �Start EL � �470 43 8 �Max El. 47531 ft �� —- ----- Void Ratio I100.00 , �— � � _ _--------- �Condition �Proposed Structure Type �CB-TYPE 1 � � Channelization�No Special Shape �Catch 0.00 ft 'Bottom Area 3.97 sf _- ----_ ------ ----- ___ __ IMFi/CB Type Node Record Id:N-014 _- ------- --_ Descrip: Prototype Record Increment 0.10 ft ------�_ _ - ---' — Start El. 462.59 ft Max El. �472.29 ft ----- ------ - ------I Void Ratio 100.00 iCondition Proposed Structure Type !CB-TYPE 2-48 �__ _ - - --- -- � Channelization No Special Shape --- __-- --._ jCatch ,0.00 ft Bottom Area (12.5664 sf r-----_ _ _ _— ----- ,MH/CB Type Node - -- , Record Id: N-015 jD,— _ _ . _. -O.l O ft escrip: Prototype Record'•Increment �Stazt El. 462.77 ft �,Max El. ;46838 ft �__ _ _ _._ _-- -�---- 'Void Ratio 100.00 , � _ _ -- - - - Condition Proposed 'Structure Type CB-TYPE 1 Channelization No Special Shape _ _ _ _ Catch j0.00 ft Bottom Area I3.97 sf MH/CB Type Node Record Id: N-018 Descrip: Prototype Record Increment 0.10 ft Start EL 479.21 ft Max EL 484.07 ft Void Ratio 100.00 Condition Proposed Structure Type CB-TYPE 1 _— - _ -- Channelization,No Special Shape - - - - -- -' -- Catch 0.00 ft Bottom Area 3.97 sf MH/CB Type Node I Record Id: N-019 Descrip: Prototype Record Increment i0.10 ft Start El. 479.09 ft Max El. 484.07 ft _ --- _ ------r vo►a�c►a ioo.00 Condition Proposed Structure Type CB-TYPE 1 i Channelization ,No Special Shape � Catch 0.00 ft Bottom Area j3.97 sf �� _ - --- - MH/CB Type Node � Record Id: Outlet Descrip: Prototype Record�crement 0.10 ft ' Start El. j436.25 ft �Max El. ft 5.00 �� ___ _ _ _ , Void Ratio 100.00 I i Dummy Type Node Contributing Drainage Areas Record Id: B-001 Design Method Rational IDF Table: SeattleRecord Id: B-003 � Design Nlethod Rational 1DF Table: SeattleRecord Id: B-004 Design n�tethod Rational IDF Table: SeatNeRecord Id: B-0OS Design Alethod Rational IDF Table: SeattleRecord Id: B-006 Design Method Rational IDF Table: SeattleRecord Id: B-007 __� Design�tethod Rational 1DF Table: SeattleRecord Id: B-009 Design�lethod Rational IDF Table: SeattleRecord Id: B-010 � Design viethod Rational IDF Table: SeattleRecord Id: B-011 Design 1�lethod Rational IDF Table: SeattleRecord Id: B-012 Design�lethod Rational IDF Table: SeattleRecord Id: B-013 __� Design 1�lethod Rational IDF Table: SeattleRecord Id: B-014 Design�lethod Rational IDF Table: SeattleRecord Id: B-0IS � Design�iethod Rational IDF Table: SeattleRecord Id: B-018 ___� Design�lethod Rational IDF Table: SeattleRecord Id: B-019 _� Desigo Ntethod Rational IDF Table: SeattleRecord Id: B-POnD � � APPENDIX F Operation & Maintenance Manual APPENDIX A MAINTENANCE REQUIREMENTS FLOW OONTROL,CONVEYANCE,AND WQ FACILITIES N0. 1 -DETENTION PONDS Maintenance Defect or Problem Conditions When Mainbenance(s Needed Reaufts F�cpected Whan Componant Maintenance Is Performad Slte Trash and debris Arry Uash and debris which exceed 1 cubic foat Trash and debris deared frnm site. per 1,OOp square feet(th's is about equal ta the amount of trash il would take to fiil up o�e standard size otfice garbage can). In general, there should be no vfsual evidence of dumpfng. Noxious weeds My noxious or nuisanoe vegetation which may Noxious and nuisance vegetation constiwie a hazard to Courrty personnel or the removed according bo appliceble public. reguletione. No danger of noxbue vegetation where County personnel or the public might normally be. Corrtaminanls and My evidence of contaminants or polution such Materials removed and disposed of pollution as oil,gasoline,concrete slurtles or paiM. accor�ding to epplicable regulatlons. . Source control BMPs implemented ii appropriate. No cantaminanffi present other then a surface dl fYm. Grese/groundcover Gress or groundcover exceeds 18 inches in Grass or groundcover mowed to a heigM. height ra greater than 6 inches. Top or Side Sbpes Rodent holes My evidence of rodent hdes if facdity is acting RodeMs removed or destroyed and of Dam,Bertn or as a dam or bertn,or any evidence of water dam or berm repalred. Embankment plping through dam or berm vle rodent holes. Tree growlh Tree growlh th�eatens integrily of slopes,dces Trees do not hinder faality not aYow maintanance acc�ss,or irderferes with perfortnance or malntsnance mairrtenance adivity. IF trees are not a threat or adiviti�es. nol iMerfering wdh aocess or maintenenoe,they do not need to be removed_ Erosio� Eroded damape over 2 inches deep where cause 5lopes atabfllzed uang apprvpriate of damage is s411 preseM or where there is erosan corrtrol measur�es. tf erosion polential for continued erosion. Any erosion is occurring on oompaded sbpe,a observed on a oompacted stope. licensed avil engineer should be consulted to resohre aouroe of � erosan. Settlement My part of a dam,bertn or embankment that has Top or side slope restored b design settled 4 Inches lower than the deslgn elevatlon. dknensions. If setUement is , slgnlficant,a licensed Gvll engineer ' should be consulted to determine the quse of the settlement. Slorege Area SedimeM Accumulated sediment that exceeds 10%of the Sediment cleaned out to desiflned , accumulation designed pond depth. pond ahape and depth;pond reseeded if necessary to coMrol erosion. Liner demeged Llner is vislble a pond does nol hold weter sa Llner repairod or replaced. (If Applicable) designed. " InIeUOuUet Pipe. Sediment Sediment filling 2096 or more of the pQe. inleUouUet pipes dear of sediment. accumulation Tresh and debris Trash and debris accumulffied In inlet/outlet No trash or debris�pipes. p�es(Includes tloatables and non-Iloatebles). Damaged Cracks wider than%:-inch at the joini of the No cracks more than'/,-inch wide at InleUoutlet plpes or any evldence of soll entering the joint ai ttie InleUouUet pipe. at 1he joir�ts of the inleUoutlet pipes. Emergency Tree growth Tree growth inpedes flow or threate�s stabfllty of Trees removed. Overflow/S piqwey splAway. Rodc missing Only one layer of rodc exists ebove native soll in SpilMvay rnstored to desfgn area five squara feet w larger or any exposure of standards. nafive soil on the spillway. ll9/2009 2009 Swface Water Design Manual—Appendix A A-2 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO.4-CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem Condkion When Maintanance is Naadad Results Exp�cbed When Cornponent Malntenance b Performed Structure Trash and debris Trash or debris of more Man'�cub4c foot which No Trash or debris Wxkhg or is located Immediately In iront of ihe structure potentlalty blocking entrance to opening or is blocking capacHy of the strudure by structure. more than 10%. Tresh or debris in fhe strudure that exceeds'!, No trash or debris in the strudure. the depth from the bottom of bas�to invert the bwest pipe into a out of fhe basin. Deposifs d garbage axceeding i cublc toot in No oondkion present which would volume. atUad or suppaR the breeding of fnsects or rodents. Sediment 5ediment exceeds BO%of the depth from the Sump of structure coMains no bottom of the structure to the�vert of the lowest sediment. pipe irdo or out of the structure or fhe bottom of the FROP-T section or is within 6 inches af the fnvert ot the lowest pipe inbo or out of lhe s6ucture or the bottom of the FROP-T section. Damage to frame Comer of irame extends more than'/.inch past Freme is even with curb. and/or top slab curb faoe iMo 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'/.inch. Frame nol sitting flush on top slab,I.e., Frame is sitting flush on top slab. separation of more than'/.inch of the freme irom tt�e top slab. Crecks in walls or Cracks wider than'/e inah and bnger thart 3 feet, Structure is sealed and strudurdlly bottom any evfdence of soil particles entering structure sound. thrnugh cracks,or malntenance person judges that structure is unsound. Cradcs wlder than'f,Inch and bnger than 1 foot No aacks more than'/�inch wide at at the joint of any inlef/outiet pipe or any evidence the jant d inleUoWlet pipe. of sdl particles entering strudure through cradcs. SettlemenU Struchire has settled more than 1 inch or has Basin replaced or repaked to design misalignment rofeted more than 2 inches out of alignment standards. Damaged pipe jo�ts Cracks wider than'r4-inch at the joint of the No cracks more than'h-inch wide at InleUoutlet pipes or any evidence of sail erdering the joirrt of inleUoutlet pipes. 1he structure at the joint of the nleUoutlet pipes. Conteminanb and My evidence of contaminants or pollution euch Materials removed snd disposed oF poNutlon as oil,gasoline,�crete slurries or paint. according to applicable regulationa. Souroe control BMPs implemented if aDProDriate. No contaminants present other than a surface al t�m. Ladder ru�gs missing Ladder is unsafe due to missing runga, Ladder meels design standards and or unsafe misalignment,rust,c►acks,or sharp edges. allows maintenance person safe acoesa. FROP-T Section Damage T section is not securey atlarhed to structure T sed'an securely attached to wall wall and outlet pipe struclure should support et and outlet pipe. least 1,000 Ibs of up or down pressure. Structure is not in uprigM position(allow up to Structure In oorrect position. 1096►rom plumb� Connectlons to outlet pipe are not watertight or Connectione to outlet pipe are water show signs of deterforafed grouL tlght;structure repalred or replaced and works as designed. My holes�ther than designed holes--in the SUucbure has no holes other than atrudure. designed hdes. Cleanout Gate Damaged or missing Cleanout gate is missing. Replace cleanout ga�. 2009 Surface Water Design Manual—Appeadix A 1!9l2009 A-7 APPENDIX A MAINIENANCE REQUIREMENTS FLOW CONTROL.CONVEYANCE,AND WQ FACII.FTIES NO.4-CONTROL STRUCTUREIFI.OW RESTRICTOR Malntenance Deted w Problem Condition YYhen Mainterpnce Is Nesded Results Expected Wfien Component MaiMananco is P�rformod qeanout getie is not watertlght, Gate is waterdght and worka as designed. Gate cannot be moved�and down by one Gate moves up ard down easily and maintenence persan. is wateAipM. Chainhod leading to gabe is miasing ar dameged. Chsin fa in place and works as designed. Orifice Plete Damaped or missing Control device is not warking properly due to Plate fa in place and worka aa misaing.out of place.or bent orillce pleSe. desipned. Obstruclbns My trash,de6ris,sedimeM,or vegetsHon Plate is iree of al obatructions and blocking the plete. works as designed. Overflow Pipe Obstructlons My trash or debris blocking(or heving ttie Pipe Is free oF a�obstructions and pobeMfal of bbcking)the overtlow pipe, worka es desipned. Defortned or damaged Lip o�overflow pipe Is bent or defortned. Overflovr pipe does not allow Np oveAbw at an elevatlon bwer than design InIeUOuUet Pipe Sediment SedfineM filYng 2096 or more of the pipe. Inletloutlet pipes clear of aedtnent. accumuletbn Tresh and debria Trash a�debris accumulated in inlef/oudat No trash or debris h pipes. Pipes(mcludes Iloatebles and non-lbafables). Dameged Cracke wider than'rS-inch at the jolnt of the No aacka more than'/.-fnch wlde at Mlef/outlet pipea or arry evidence of soil eMerinp tt�e Jo6i!of tlie InleVoutlei pipe. et the joints d the inietloutlet pipes. Metal Grates Unsafe grate open�g Grale with opening wider than'/,inch. Gra�openinp meets desipn (If Applk:able) atanderds. Trash and debris Trash and debris that is blocking more than 2096 Grate free of trash and debris. of grate su�faoe. iootrale to guideines for disposel , Damsged or missing Gre1e miasing or brolcen member(s)oi tt�e prate. Grete ia in plaoe and meets deslpn sfanderds. Manhole CoveNLid CoveHid not in pfece CoverAld Is missing or only pertialy in place. CoverAid probeds opening b Any opw�structuro nquk�s urp�M struchire. melntenance. Locldng mechanism Mechanism cannot be opened by one MechaMsm opens wifh proper tools. Not Worfcine mainfenance peraon with pioper tods.Bolts cannot be sealed. Self-bdcing cover/lid does not worlc. Coverllid diRicuk io One maintenenoe persan canrat remove CoverAid can be removed and Ramove coveN6d aflerappying 80 Ibs.of Ytt reinstelled by one mairrienance D��- 1/92009 2009 Stuface Weter Design Manual—Appendix A A-8 APPENDIX A MAWTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO.5-CATCH BASINS AND MANHOLES Mainbnance Dsfect or Problam Condkion VYhen Yai�nanc�b Nesded Resulfs Exp�cttd WMn Component Mainteesncs Is Ps►i�ormed Struclure Sediment Sediment exceeds 60%of the depth from the Sump of catch basin contains no bottom oi the catch besin to the invert of fhe sediment. bwest pipe into or out of the catch baein or is wkhin 6 inches of the irneA of the lowest pipe into or out of the catch basin. Trash end debAs Trash or debris of more than'Fi cubic foot whkh No Trash or debris Wocking or fs lacated Immedlatey In iront of the catch bastn pobenliay blocking entrance to opening or is blodcing cepacNy of ihe cetch basin catch basin. by more than 1096. Trash or debria tn the cetch basin that exceeds No trash or debris fn the cetch basin. '/�the depth from the botbm of basin to imeR tlie bwest pipe into or ou!o(the basin. Dead animala or vegetation fhat could generabe No dead animals or vegetation odors that coukf c�uae complaints or dangerous present within ptch basln. gases{e.g.,methane). Deposits of garbage exoeeding 1 cubic foot in No condftbn present wMch would vdume. attrad or support the breeding of insects or rodents. Damege to Frame Comer ot frame extenda more than'/.inch past F�ame is even with curb. and/or top slab curb face into the street(If apppcable). Top alab has holes lerger than 2 square hches or Top slab is free of holes and cradcs. cracks wider fhan'/.(nch. Frame not sitting flush o�top slab,i.e., Frama is aitinp flush on bop slab. ' separatlon of more than'✓.inch of ihe frame from the top sleb. Cradca in walls or Cradcs wider than i4 inch and longer then 3 feet, Catch basin is aealed end bottom eny evide�ce of soil parUcles entering cetch SWdurely sound. basin through crecks,or maintenance person judpes Nat catch basin is unsound. Crecks wider than'h inch and bnger than 1 foot No crecks more than'/,i�ch wide at I et t�e joint of any inleUoutlet plpe or any evidence the jolnt d inleVoutlet pipe. of sdl paRicles ente�ing calch basin through Crec�cs. SetdemenU CabcA bas�has seUled more than 1 inch or hes Basin repleced or repeired to design misalignment rotated mare than 2 inches out of alignmant. standards. �� Damaged pipe joints Cracks wider than'�4-anch at the joint of the No cracks more than'/+anch wide at , inletloutlet pipes or any evidence of soil er�tering the�ird d inlatloutlet pipes. II the catch basin at the joint of the inleUouUet pipes. Cor�mknants and My eridence of oontaminants or polution such Malerials removed and disposed of poAution as oil,gasol(ne,ooncrete slumes or paiM. aocording to applicable regulafbns. Source control BMPs Implemented N appropriate. No contaminar� present other than a surface oil film. InIeUOutlet Pipe Sediment Sedimerrt 811ing 2096 or more of fhe pipe. Ir�eUoutlet pipes deer of sediment. accumuietion Trash and debris Trash and debris eccumulated in inleVoullet No trash or debria in pipes. D�C��+�s fbatsbles and non-lbatablea). Damaged Cracks wider than 3S�nch at ihe joint of fhe No cracka more than Y.-inch wide at InleUoutlet pipea or any evidence oF soi�entering the jdnt of the inledoutlet pipe. at the jointa d the iniaUoutlet pipes. 2009 Surface Water Design Manusl Appa�dix A 1/9/2009 A-9 AFPENDIX A MAINTENANCE REQUIREI��NTS FLAW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 5-CATCH BASINS AND MANHOLES Maintensncs D�fect or Probkm Conditfon YVhan MaiMsrqncs k Need�d Resulls Expect�d When Component Mai�nance is Prfonned Metal Grates Unsafe grate opening Grate with opeNng wlder than'/e inch. Gra�e opening meets desipn (Catch Baslns) standards. Trash and debris Tresh and debris thal is blodcing more then 209G Grate iree of trash and debris. of prate suAece. footrw6e to�fdelMes for dleposal Damaged or miseing Gra1e missing or broken member(s)of the grale. Grale is in piace and meets design My open structure rsquires urgent standards. maintanance. Manhole CoveNLid Cover/id rat In plece Cover/id is misaing or oniy partiely in pleoe. CoverAfd proteds opening to Arry open strveture requiras urgent strudure. malMenance. Locking mecheniem Mecheniam camat be opened by ona Mechaniam opens wifh proper tools. Not Workinq maln6enance peraon wiTh proper tools_Bolts cannot be seated. Self-lodcing covedW doea not woric. � CoverAtd dMRcuk to One maintenanoe person cennot remwe CoverAid cen be removed and Rerrave coveNNd atter appying 80 bs.of If(t. reinstaMed by one maintenance Person. 1/9/2009 2009 Surface Water Design Manual—Appendix A A-lU APPENDIX A MAINTENANCE REQUIREMFNTS FOR FLOW CONTROL,CONVEYAPiCE,AND WQ FACILTTIES NO. 6-CONVEYANCE PIPES AND DITCHES Mai�benanca Defect or Problem Conditions When Mainbnance is Needad Results Expscted When Component Maintenance la PeAormed Pipes Sediment 8 debris Accumulated sediment or debris that exceeds Water flows freely ihmugh pipes. accumulatbn 2096 of the diameter oF the pipe. VepetatioNroots Vegetation/roots lhat reduce free movement of Water Aows ireey through plpes. water through pipes. Confaminents and My evidence of contaminarrts or polution such Materials removed and disQosed of pollution as oil,gasoline,concxete slurties a paint. axording to applicable regulations. Source contrd BMPs implemented lf appropriate. No contaminar� present ofher than a surface dl film. Damage to pro�cfive Protective coating is damaged;rust or corrosfon Pipe repaired or repkaced. coat�g or corrosbn is weakening the structural integrily of any part of pipe. Damaged Any dent that decreases the cross section area of Pipe repaired or repleced. pipe by more than 20%or is detertnined to have weakened structurel integrily of the pipe. Dkches Trash and debris Trash and debris ezceeds 1 cubic foot per 1,000 Trash and debrts cleared fran square feet of ditch end sbpes. ditches. Sediment Accumulated sedment that exceeds 20%of Uie DRch cleaned/flushed of all sediment accumulation design depth. and debris so that it matches design. Nozious weeds My noxious or nufsance vegetatlon which may Nopous and nuisance vegefation consti4ite a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious veyetaHon where County personnel or the public might normally be. CoMaminants and Any evidence of contaminants or pollution such Materials removed and disposed of poNution as oil,gasoGne,conuete slurries a pairrt. according to applicable reguhations. Source control BMPs implemented K appropriate. No r,o�taminants present other than a surface oil film. Vegetatan Vegetatlon thet reduces free movement of water Water Ilows freely through ditches. through ditches. Erosion damage to Any erosion obaerved o�a ditch sbpe. Slopes are not eroding. sbpes I Rock lining out of One layer or less oi rock exists above natfve soil Replace rocks to design standerds. place or missing(tf area 5 square feet or more,any exposed native Applicable) soil. 2009 Surface Water Design Manual—Appatd'nc A 1/9/2009 A-11 � APPENDIX A MAIIVTENANCE REQUIREMEN'IS FLOW OONTROL,CONVEYANCE,AND WQ FACILITIES NO.7—DEBRIS BARRIERS(E.G.,TRASH RACKS) Msintonance Defoct or Problem Coodition MYhen Malntenance Is Ne�ded Rewlts Expecbsd When Component Maintenanc�is Performed. Site Trash and debrfs Tresh or debris pluggfnp more than 2096 of the Berrfer dear to recefve capadly 1bw. aree of the barrier. Sediment Se�iment accumulatbn of preater than 2096 of Bartiar clear to recaNe capacity flow. aocunwlebon fhe aree of the bertier Structure Credced broken or Struclure which bars attached to is damaged- Struclure barrier attached b is bose pipe is bose or credced or concrete atrudure is saund. cradced,broken of loose. Bara Bar spadng Ber spacing exceeds 8 inches. Bars heve at mos18 inche specing. Damaged or miss�g Bar6 are b�t oul ot shape more than 3 inches. Bars�place wilh no be�ds more bars than'/.inch. Bars ere miasing or entire berrier missing. Bers in place acoording to deai�. Bers are loose end rust fs CeuBing 50% RepaM or replaoe bartier to design d@�B�IOfH�011�D 8fly/�f1 Of bBTBf. 8ffifld81d8. i�rzoo9 zoo9 s,�waut ne��„�-a�X A A-12 � � �_ � APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES , NO. 8-ENERGY DISSIPATERS Maintenance Defect or Problem Conditions When Mafntsnance is Needed Results Expected When Compone� Maintenanc�is Performed. Site Trash and deb�is Trash andla debris accumulation. Diasipater clear of trash andlor debris. CoMaminants and Any evidence of contami�ants or pollutlon such Materials removed and disposed of pollutbn as o�l,gasoline,concrete slurties or paint. aocord'mg to applicable regulations. Source oontrol BMPs implemented if appropriaie. No contaminants prese�t other than a surface al film. Rodc Ped Missing or moved Only one layer of rock ezists above native soil in Rock pad prevents erosion. Rodc area five square feet or larger or any exposure d native soil. Dispersbn Trench Pipe plugged wilh Accumulaisd sediment that exceeds 2096 of the Pipe cleanedllfushed so that it sediment design depth. matches design. Not discharging wa6er �sual evidence of water discharging at Water discharges from feature by properly concer�rated points along Uench(nortnal sheet flow. condition is a"sheet flo�of water abng trench). Perforations plugged. Over 114 of perForations In pipe are plugged with Perforations freely discharge flow. debris or sediment. Water Flows out top of Water Aaws out ot distributor catch basin during No fbw discharges from dislnbutor 'distributor catch any slorm less than the design stortn. catch basin. basin. Receiving area over- Water in receiving area is causing or has No danger of landslides. saturated potential of causing landslide problems. G�b^$ Damaged mesh Mesh of gabion broken,hvisted or defortned so Mesh is intacl,no rock missing. structure is weakened or rock may faq out. Corrosion Gabion mesh shows corroslon through more than All gabion mesh capable of '/.of its gage. containing rodc and retaining desgnedform. Collapsed or Gabion besket shape defortned due to any All gabion baskets intact,structure defortned baskets cause. stands as designed. � Missing rock My rock misaing that could cause gabion to No rock missing. bose structural Integrlty. Ma�hole/Chamber Wom or damaged Siructure dissipatlng flow deteriorates to'�,or Structure is in no danger of feding. post,baflles or side of orlglnal slze or any concenUated wom spot chamber exceeding one square foot which would make structure unsound. Damage to wall, Cracks wider than Yrinch or any evidence of soil M��chember is sealed and frame,bollom,andlor e�tering the structure through cxacks,or strudurally sound. top slab maiMenance inspedion personnel detertninas that the structure is not structuraly sound. Damaged pipe joints Cradcs wider than'/rinch at tfie joint of the No soi!or water enters and no waiar nleUoutlet pipes or any evidenoe of soil entering discharges at the jolnt of inleUoutlet the structure at the joint of the inlet/ouUet pipes. Pipes. 2009 Surface Water Design Manual—Appe,ndix A I/9/2009 A-13 i APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACIII7TES NO.9— FENCING Meinbn�nce Def�et or Probkm Condkions When I�Rairrt�nancs is lioeded Resuks Expoctsd Whan Compon�nt MaMbnance is P�rform�d Ske Eronion or holes Eroabn or hobs more than 4 inches hiph and 12- No acxass under Ihe fence. under fence 18 inches wlde permittlnp eccess through an opening under a fence. Wood Poats,Boards Missinp or damaped Mfssing or broken boerds,poat out oi plumb by No yeps on fence due to mfssing or and Cro�s Members paRs more than 6 inches or crosa membera broken broken boarda,post plumb to within 1�4 ind�es,cross members sound. Weakened by rotlirp My part showing etructural deterioratlon due b ai�rts or rer,oe ere str�,�r„r�y or Insec� rottlnp or insect damags saund. Damaged or falled Concrete or metal aRtachments deteriorated or Post foundation cepable of post foundation unable to support posts. supportlng posts even kt etrony wind. Metel Posts,Rafla Oamaged parts Poat out of plumb more lhan B inches. Post plumb to within 134 inches. and FabriC Top rails bent more than 6 inches. Top rail iree of bends greater than 1 InCh: My paA of fence(indudinp post,iop ralls,end Fence is aligned and meeta desiyn fabric)more than 1 foot oul of design aAgnmenL standarda. Mbalrg or boae tension wire. Tenabn wire In pace and holding tabria Deteriorated paint a PaR or parts that have a rustinq a sceling Struc4rally adequate posls or parts proledive ooating condition ihat has eBecfed strudurel adequacy. with a unifortn prutecGve coedng. Openirge In(abric OpeNnga in febrSc are such that an 8-hch Fabiic mesh openhigs wrhfn 5096 of diameter baY could fit through. grid eize. 1/9I2009 2009 Swface Water Design Manual—Appadix A A-14 APPENDIX A MAlNTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACIL]TIES N0. 10-GATESBOLLARDS/ACCESS BARRIERS Maintenance Defect or Problem Conditions Whsn Maintenance Is Naeded R�sults Expectsd When ComponeM Mainbnanee is Parfortn�d Chain Link Fencv�g Damaged or missiny Missing gate. Gates In place. Gate members Broken or missing hinges such that gele cannot H�ges intad and lubed.Gate is be easily opened and closed by a mafnlenance working(reely. person. Gate is out oi plumb more than 6 inches and Gate is alfgned and vefical. mae than 1 foot out of design alignme�t Missing stretcher bar,stretcher bands,and ties. Stretcher bar,bands,and ties in place. Locking mechanism Locking device missing,no-funcfioninp or does Locldng mechanism preve�ts does rat lock gate not link W all perts. opening of gate. Ope�ings in fabric Openings in Eabric are such that an B-inch Fabric mesh openings within 50%of diameter ball could fit throuph. grid size. Bar Gate Damaged or missing Cross bar does not swing open or cbsed,is Cross bar swings fully open and cross bar missiny or is bent to where il does not prevent cbsed and preverrts vehide access. vehicle access. Locking mechanism Locking device missing,no-functioning or does Locking mechanism prevents does not lock gate not link to all parls. opening of gale. Support post Support post does not hold Cross bar up. Cross bar heid up preventlng vehicle damaged access iMo facility. Bollards Damaged or missing Bollard broken,mfssing,dces not fit mlo support No access for motorized vehicles to hole or hinge broken or missing. gel into facility. Does not lock Locking assembly or lock missing or cannot be No access tor motorized vehides to attsched to lock bolard in place. get into facility. Boulders dislodged Boulders not bcated M prevent motorized vehicle No access for motorized vehides to access. get hto facility. Circvmvented Motorized vehicles going around or between No access for motorized vehides to boulders. get into facility. � 2009 Surface Watet Design Manual—Appendix A 1/9/2009 A-15 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES N0. 11 -GROUNDS(LANDSCAPING) Maintananoe Defect or Probkm Condkfons YVMn MairKs�ance Is Needed Results Expecbed When Component Mainbsnance is Pertormed Slte Trash or Iltber My trash and debris wh�h exoeed 1 cub�foot Trash and debAs de�+ed from ske. per 1,000 square feet(this is about equal to the amount oi trash it would take to fill up one standard size oftice garbage can). In general, there shoWd be no visual evidence of dumpinp. Noxious weeds My noxious or nuisance veyetation which may Nobous and nuisance vegetatlon constiute a hazard to CouMy personnel or the romoved according to applicable puWic. reyulstbns. No danper of noxious vegelatio�whero County peraonnel or the pub�c migM normally be. Cordamhanis and My evidence of contaminarrts or polution such Materiala removed end dbposed d poludon as oil,gasollne,concxete slurttes or paint. axording to appllcable repulatlons. Source control BMPs impleme�ted if aPProPrfate. No oonMaminaMs present other than a surface al film. Gress/groundcovar Grass or groundcover ezoeeds 18 fnches in Grass or grvundcover mowed to a hefpht. heigM no greater than 6 in�. Trees and Shrubs Hezard My tree or Nmb d a Vee identified as having a No hazard trees in facllily. poEantial to fal and cause property damage or thresten human life. A ha:erd tne identlfl�d by a qualtfled arboris!must be remowd as soon as possible. Damaped Limbs or parta of trees or ahrubs thet are splN or Trees and shrubs with lesa Ihan 5% brolcen which afrect more than 2596 of the totel of total foliage with split or broken foiape of the bee or shrub. limbs. Trees or shrubs that have been blown down or No blown down vepetation or knodced over. knocked over vegetation. Trees or shrube iree of injury. Trees or shrubs wh�h are not adequatey Tree or ghrub in plece and supported or are leaning over,causinp e�osure adequabely suppa�ted;dead or of�e roots. dlseesed trees removed. 1/9R009 2009 Surface Water Design Msnnal—Appendix A A-16 i ' APPENDIX A MAINTENANCE REQUIREMEWT'S FOR FLOW CONTROL,OONVEYANCE,AND WQ FACILITIES NO. 12-ACCESS ROADS Malntsnanu Defect or Pwblem Condidon When MaMenanoe is Needed Results Expectad When Component Maintenance fs Portormfd Site Trash and debris Trash and debris exceeds 1 cubic toot per 1,000 Roadway drlvable by mairrtenance squaro feet p.e.,tresh and de6ria would flll up vehicles. one standards size garbage cany. Debris wh�h could damage vehicle tires or Roadway drivable by meirrtenanoe prohibR use of road. vehicfes. Cordeminents end My evidence of contaminants or polutlon such Materials removed and disposed of polfuiion as oil,gasoilne,concrete slurties or pairrt. according to applicable reguletiona. Source control BMPs implemented'rf appropriete. No contaminaMs present other than a surface oil fiim. , Blocked roadway My obstruction wfiich reduoes dearance ebove Roadwey ovefiead dear to 14 feet road suriace to less than 14 feet. high. My obstruction restriding the access to a 10-to At least 12-foot of width on acoess 12 foot width tor a distance ot more than 12 feet road. or any poinf restricting access to less than e 10 foot width. Road SurTace Erosan,settlement, My surface defeet wlwch hinders or preve►rts Road driveble by maiMenence potholes,soR spots, maintenance access. vehicles. ti� Vegetation on road Trees or other vege4aGon preveM acoess to MaiMenanoe vehicles can axess surface fadlity by maintenance vehicles. facilHy. Shaulders and Erosion Erosbn within 1 foot of the roadway more than B Shoulder free of erosion and Dkches inches wide and 6 inches deep. matching the sumounding roed. Weeds and brush Weeds and brush exceed 18 inches in height or Weeds and brush cut to 2 nchee in hinder maintenance acCess. heigM or deared in suCh a way as to apow meinten�ce eccess. Modular Grid Cor�minanb and My evidence of contaminaMs or pollution such Materlals removed and disposed of Pavement polution as o�l.9asoNne,ooncrete slurties a pai�t. accord'mg to applicable regulatlons. Souroe control BMPs implemenled N appropriate. No contaminerrts present other than a surface oil flkn. Dameged or missing Acoess su�fa�compacted because of broken on Access road surfaca restored so missing modular biock. road infiltrates. 2009 Surface Water Design Manual—Append'n�A 1/9/2009 A-17 APPENDIX A MAINTENANCE REQUIREMIIdTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIFS NO.21 -STORMFILTER{CARTRIDGE TYPE} Mainbenancs Defect or Problem Condition When Malntenance Is Needed Results Expected When Component 1Aainbnance is PerFormed Sfte Traah and debris Any trash or debrls which knpairs the functlon of Trash and debris removed(rom the faciBty. facility. Cornaminants and My evidence of contaminants or polution such Matexials removed and disposed of poAution as oils,gasoline,concrefe sWrries or paint. according bo applbable reguletions. Source control BMPa fmplemenbed if appropriate. No contaminants present other than a surface al film. Life cyde System has not been Inspected for three years. Fadlity Is re-inspected and any needed maintenanoe perfortned. Vault TreatrneM Sedimerrt on vauR Greater than 2 inches of sedmeM. Vault is free of sediment. Area floor Sediment on top d Greater than X inch of sediment. Vautt is free of sediment. cartridge6 Multiple scum Ifnes Thfek or muitlple scum Ilnes ebove top of Cause of plugQinp corrected, above top oi cartridges. Probebly due to plugged canisters or canisters replaced H necessary. caRridges underdrain marrfdd. Vaufl Slnwture DamaQe to wall, Cradcs wider than frinch and any evidence ot Veult repleced or repafred to design Frame,Bottom,and/or sdl particles eMering the structure through Uie spedflcations. Top Slab cracks,or qualNfed inspedbn personnel i detertnines the vault is not structurally sound. Beffles damaeed Baffbs corrodinfl,cracking warping,andlor Repsk or replace baftles to showing signs of fallure as determined by spedlicetion. maintenancehnspeclion person. Filter Media Standiny water n 9 inches or greater of stadc waler in the vault for No atanding waber in veult 24 hours vault more tt�an 24 hours folbwing a rain event and/or after a raln event. overflow occurs frequeMly. Probably due to plugged filter medie,underdrain or outlet pipe. Short clrouitlng Fbws do rat propery enter fNter cerfridges. Flows go through filler media. Underdralns and SedimenUdebris Undetdreins or dean-0ub partially plugged or Underdrains and deanouts free of I Clean-Outs flMed with sediment and/or debris. sedM►►ent and debris. InIeVOutlet Pipe Sedimenl Sediment fillnp 20%or more of the pipe. InleUoutlet pipea dear of sediment. accumulation Trash and debris Trash and debris accumulated in inleUoutlet No tresh or de6ris in pipes. pipes(includes doatables and non-fbatables). Damaged C�acks wider than'/rinch at lhe joint of the No cracks more than'/.-inch wide at inleUoutlet pipes or any evidence of sal entering the jaM of the inleUoullet pipe. at�e joiMs of the inleUoutlet pipes. Acceas Menhole Covedlid not in place CoverNd is missing or only partially In plece. Manhole accesa oovered. Any ope�manhole requires immadiabe malntenance. Lockinp mechenism Mechanism cannot be opened by one Mechan(sm opens with proper taols. not warking maintenance person wRh proper bds.Bolts canrot be seated. Self-lodcing covedGd does not work. CoverAid dfficuft to One meiMenance person cannot remove CoverAid can be removed and remove cover�id after applying 80 Ibs of lift. reinslalled by one maintenance person. Ladder runge unsate Missing runga,miselig�ment,nist,or erocka. l�ddsr meeb desipn standards. Albws maintenance person safe access. Larye access Damaged or difficult Large accesa doors or plates caMot be Rep18Ce or repai aCoess door So it doors/plate to open opened/removed using normel equipment. can opened as designed. 1/9/2009 2009 Surface Water Design Manual—Appendix A A-30 I_ , APPENDIX A MAIIVTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 21 -STORMFILTER(CARTRIDGE TYPE) Maintonanca Defect or Problem Condition When Mairrtenance is Needed Rssults Expected When Ccmpo�e�t Mdntenance b Perfom►ed Gaps,dcesn't cover Large access doors not flat and/or access Doors cbse flat and cwer access completeiy opening not completely covered. opening completely. Lifting Rings missing, Lifting rir�s not capable ot liftfng weight of door Lifting rings suftldent to Gft or rusted or plate. remove door or plate. 2009 Surface Water Design Manual—Appendix A 1/9/2009 A-31 /r\ � � � FloGardO Perk Filter Systems Operations and Maintenance Manual . � ., , , := / r- � - ----_ � ,-=" ;- ,, ,. t. i' �- - , , ; _ � - •= ; �` ' ,�\' , --= -___ I _'i��=�� J. ' � �11 _ 'F =s ' J �• f � -�� 3 z-=. �i �� _ :�j; � % � ; :�,%' ' �' .3��\ \ - � z% - -- Version WA DOE June 1, 2010 2 � P :� 3 e FloGard• Perk Filter System 0& M Manual FloGard�l Perk Filter Systems- Radial Media Filtration Description/Basic Function The Perk Filter is a stormwater filtration device used to reduce pollutant loading in runoff from urban developments. Impervious surFaces and other urban and suburban landscapes generate a variety of contaminants that can enter stormwater, polluting downstream receiving waters. The Perk Filter captures and retains sediment, oils, metals and other target constituents close to the source and reduces the total discharge load. The Perk Filter cartridge is manufactured from durable polymeric components with a polymer-coated steel support screen and stainless steel hardware. Its base construction allows use with a wide variety of inedia chosen to address site-specific pollutants of concern. Perk Filters may be installed as a retrofit to suitable existing curb inlet, drop inlet, or combination catch basins, as an integral part of a coated steel-or concrete-housed stormwater inlet system for commercial, residential, and industrial developments, or as centralized modular treatment system installed either on- line or off-line. Prefiltration Systems constructed with a catch basin inlet are equipped with a FloGard�Plus Catch Basin Insert for pre-filtration. This insert captures gross pollutants such as trash, debris, hydrocarbons, and large sediment particles. Gravity Separation Some Perk Filter systems have an inlet bay wherein the initial stormwater flows are received. This is separated from the main treatment chamber by a baffle wal�with weir assembly. Medium size sediment particles are retained in the inlet bay. A drain down assembly to eliminate standing water from the inlet bay area between storm events is included in standard configurations. Media Filtration Once the stormwater enters the treatment chamber, it will pass through the filtration cartridges containing I the project-specified filter media as the water level rises in the chamber. Very fine pollutant particulates will be retained in the filter cartridges as the water flows through the media to an interior perForated pipe, dropping the treated stormwater into an outlet chamber below a false floor. Peak Flow Bypass Perk Filter systems are designed with a peak flow bypass to ensure the system will not back up and cause upstream flooding during extraordinary storm events.The bypass weir is an integral part of the baffle wall assembly in the inlet bay and allows peak flow stormwater directly to the outlet chamber. � �� . : � - .::� s� ,;'C �r" .�rY ,,. _ � KriStar Enterprises,Inc. 360 Sutton Place Santa Rosa,CA 95407 (800)579-8819 www.kristar.com I 3 � a a g e FloGard• Perk Filter System 0& M Manual Maintenance Overview for FloGard�Perk Filter Systems State and Local regulations require that stoRnwater management systems be maintained and serviced on a recurring basis. The purpose of maintaining a clean and obstruction free Perk Filter system is to ensure the system performs the intended function of the primary design.Trash and debris, floatables, gross pollutants and sediment can build up in any stormwater system. This can cause the system to function improperly by impeding flow in and out of the system and reducing the operating efficiency of the media filters. Downstream and upstream, areas could run the risk of flooding and deleterious environmental impact. Recommended Frequency of Service It is recommended that FloGard�Perk Filter systems be serviced on a regularly occurring basis. Ultimately the frequency depends on the amount of runoff, pollutant loading, and interference from trash, debris and gross pollutants as well as proper maintenance of upstream pretreatment devices. However, it is recommended that each installation be inspected in accordance with the following guidelines: Level 1 Inspection Service—Six(6)months after unit is placed into service, or six(6) months after a Level 2 or Level 3 inspection. Level 2 Inspection Service-Four(4) months after a Level 1 inspection. Media filter cartridges shall be exchanged during this service(10-month intervals). Service Procedures Inlet Bay 1. The inlet manhole cover(s) and or grate(s)shall be removed and placed to one side. 2. For systems with a FloGard Plus Catch Basin Insert, the insert will be cleaned in accordance with the general specifications for maintenance of those devices.After cleaning the filter shall be removed and set aside. 3. Any debris will be removed from the inlet bay(s)and disposed of in accordance with local I regulations. 4. Check and clean the area behind and under the inlet weir/bypass assembly. Remove assembly as necessary to cvnduct inspection. 5. Check drain down assembly and clean if necessary. 6. Re-install catch basin insert filter. 7. Re-install grate or manhole access cover. Cartridge Bay 1. Remove and place to one side the manhole access covers above the cartridge bay. 2. A Level 1 inspection service shall consist of a visual inspection from the surface level. Observe and note the condition of the cartridge bay and the cartridges, measure sediment level, if any, and note on maintenance record. Physical entry is not required unless the depth prevents the entire cartridge bay area from being observed. 3. A Level 2 inspection service shall consist of a physical, confined-space entry into the cartridge bay.The filter cartridges and filter media shall be inspected for condition and filter media life, the sediment level, if any, measured, and any trash or debris removed and disposed of in accordance with local regulations.All information and recommendations shall be noted on the maintenance , record. , KriStar Enterprises,Inc. 360 Sutton Place Santa Rosa,CA 95407 I (800)579-8819 www.kristar.com � 4 � " � ,: FloGard� Perk Filter System 0& M Manual 4. A Level 3 service shall consist of a physical, confined-space entry into the cartridge bay. The fifter cartridges shall be removed and replaced with re-charged exchange filter cartridges.As an option,the filter media may be removed of on-site, the cartridges cleaned, and replacement media be installed into the cartridges. All spent filter media shall be disposed of in accordance with local regulations. 5. Upon completion of inspection/service, re-install the manhole access cove�(s). 6. The manhole cover(s)and/or grate(s) shall be replaced. Inspection/Maintenance Requirements Listed below are some recommendations for equipment and training for personnel to inspect and maintain a FloGard�Perk Filter system. Personnel— OSHA Confined Space Entry Training is a prerequisite for entrance into a system. In the state of California personnel should be CaIOSHA ce�tified. Equipment— Record Taking(pen, paper, voice recorder) Proper Clothing (appropriate footwear, gloves, hardhat, safety glasses, etc.) Flashlight Tape Measure Measuring Stick Pry Bar Traffic Control(Flagging, barricades, signage, cones, etc.) First aid materials Debris and Contaminant collectors Debris and Contaminant containers Vacuum Truck Disposal of Gross Pollutants, Hydrocarbons, Sediment, and Filter Media The collected gross pollutants, hydrocarbons, sediment, and filter media shall be disposed of in accordance with local, state and/or federal agency requirements. KriStar Enterprises,Inc. 360 Sutton Place Santa Rosa,CA 95407 (800)579-8819 www.kristar.com I� ■ � StormFilter Inspection and Maintenance Procedures _ . _ _ - _ _ _/ - — _, � ' � � t, .� � � R` ♦ ■' ' t i - ' �` ti • '," '�_ 's � i� t,� _`. ,�-y � �,�l �.� '� � f ��L: �•�' _ t��M'*�.. ;.. _ � f �^!IY ��.�'i� :�` � __ �:�; .��. * . ..:.�~.e.x _- � .�� .. e �r+1 . �� . . .. � rrR�� SfiormFiiter• Maintenance Guidelines In addition to these two activities,it is important to check The primary purpose of the Stormwater Management �e condition of the StoRnFilter unit after major storms for StormFiker"is to fitter out and prevent pollutants from entering Potential damage caused by high flows and for hgh sediment our waterwa Like an effective filtration accumulation that may be caused by localized erosion in the ys. y system,periodically drainage area.It may be necessary to adjust the inspection/ these pollutants must be removed to restore the StormFilter to its maintenance schedule deper►ding on the actual operating full efficiency and effecrtiveness. conditions encountered by the system. In general, inspection Maintenance tequirements and frequency are dependent on the activities can be conduded at any time,and maintenance should poflutant load characteristiu of each site. Maintenance activities occur,'rf warranted,in late summer to early fall when fbws into may be required in the event of a chemical spill or due to the system are not likely to be present. excessive sediment loading from site erosion or extreme storms.R is a good pradice to inspect the system after major storm events. Mdl�'tt@�'1dt1C@ F��U@�'1C�/ The primary fador controlling fiming of maintenance of the Maintenance Procedures StormFlter is sediment loading. Altfiough there are likely many effective maintenance A property functioning system will remove solids from water by options, we believe tfie following procedure is efficient and trapping particulates in the porous structure of the filter media can be implemented using common equipment and existing inside the cartridges.The flow through the system will naturally maintenance protocols. A two step procedure is recommended decrease as more and more particulates are trapped.Eventually as follows: the flow tfirough the cartridges will be low enough to require 1. Inspection replacement.It may be possible to extend the usable span of the Inspection of the vault interior to determine the need for �artridges by removing sediment from upstream trapping devices maintenance. on a routine as-needed basis in order to prevent material from being r�suspended and discharged to the StormFilter treatment 2.Maintenance ��m Cartridge replacement ' Sediment removal Site conditions greatly influence maintenance requirements. StormFiker units located in areas with erosion or adive Inspection and Maintenance Timing construction may need to be inspected and maintained more At least one scheduled inspection should take place per year with often than those with fully stabilized surface conditions. maintenance following as warranted. The maintenanoe frequency may be adjusted as additional first,an inspection should be done before the winter season, monitoring information becomes available during the inspection During the inspection the need for maintenance should be Program.Areas that develop known problems should be determined and,if disposal during maintenance will be required, inspected more frequenty than areas that demonstrate no samples of the accumulated sediments and media should be problems, particularly after major storms. Ultimately,inspection obtained. and maintenance adivities should be scheduled based on the historic records and characteristia of an individual StormFilter Second,if warranted,a maintenance(replacement of the filter system or site.It is recommended that the site owner develop cartridges and removal of accumulated sediments)should be a database to properly manage Stormfilter inspection and performed during periocfs of dry weather. maintenance programs. Prior to the development of the maintenance database,the following maintenance frequencies should be followed: Inspection , One time per year After major storms , Maintenance i, As needed,based on results of inspection(fhe average " ' maintenance lifecycle is approximately 1-3 years) �' Per Regulatory requirement In the event of a chemical spifl �z• '�r�,� Frequencies should be updated as required.The recommended initial frequency for inspection is one time per year.StormFilter =�•r �;�.,�;,__ � �-�' units should be inspected after major storms. ��r-^� "� ' ., �Yi•.��r' *€� . `� r�-'_.� 2 Sediment removal and cartridge replacement on an as needed 7.Remove safety equipment. basis is recommended unless site mnditions warrant 8.If appropriate,make notes about the local drainage area Once an understanding of site characteristics has been relative to ongoing construction,erosion problems,or high established,maintenance may not be needed for one to three bading of other materials to the system. years, but inspection is warranted and recommended annually. 9.Discuss rnnditions that suggest maintenance and make decision as to weather or not maintenance is needed. Inspection Procedures Maintenance Declslon Tree The primary goal of an irupection is to auess the condition of The need for maintenance is typically based on results of the the cartridges relative to the level of visual sediment bading as inspection. The fdlowing Maintenance Decision Tree should be used as it relates to decreased treatment capadty.k may be desirable to a general guide. (Other factors,wch as Regulatory Requirements,may conduct this inspection during a storm to observe the relative need to be considered) flow through the filter cartridges.If the wbmerged cartridges _ , �� are severely plugged,then typically large amounts of sediments ry . ! will be present and very little flow will be discharged from the "4 drainage pipes.If this is the case,then maintenanoe is warranUed and the cartridges need w be replaced. Warnin�:In the wse of a spil,the worker should abort :; inspection activities until the proper guidance is obtained. Notify the local hazard wntro)agency and CONTECH Construction Products immediately. To condud an inspection: Importarrt: Inspection should be performed by a person who .�� is familiar witt�the operation and configuration of the,r• ` StormFrlter treatment unit ';��-y"� - ' ;�° '. 1.If applicable, set up safety equipment to protect and notiiy surrounding vehide and pedestrian traffic. 2.Visually inspect the enternal condition of the unit and take 1.Sediment loading on the vauh floor. notes concerning defecWproblems. a. I�>4"of aaumulated sediment,maintenance is � required. i- ,. ; 2.Sediment loading on top of the cartridge. a. ff>1/4"of accumulation, maintenance is required. - - 3.Submerged cartridges. � - ��' a. If>4"of sWtic water in the cartridge bay for more "``" �'K � f � �• that 24 hours after end of rain event, ^�a�nte�ance Is � � ��,�j,�,'' " �� required. � � y,A±?• ��..:'�,. ._ 1 r 4.%ugged media �"~ _y a, If pOre space bet��een mea a granoles �� absen; : • ' ., "` � maintenance is requ��rd - , ,,, . .� —�.+ - -^--"""—' S. ass condition. :S''�v�,.. . � a. If inspection is conduded dunng an average rain f, �'�.s„�. ; , • event and StormFiRer remains in bypass condition H ' � ,�-^ �� ~'-�- {water over tfie intemal outlet baffle wall or submE 'a��l��`.. _ ,�:;.'�:.; . �� cartridges),maintenance is required. 3.Open the access partah to the vauk and allow the system vent. 6.Hazardous material release. 4.Without entering the vault,visually irupect the iruide of the a. If hazardous material release(automotive fluids or other) unit,and note accumulations of liquids and solids. is reported,maintenance is requirecf. 5.Be sure to record tt�e level of sediment build-up on the flooi of 7.Pronounced scum line. the vault,in the forebay,and on top of the cartridges. If flow a. If pronounced xum line(say Z 1/4"thicW is present is occurring, note the flow of water per drainage pipe. Record above top cap,maintenance is required. all observations.Digital pictures are valuable for historical documentation. 8.Calendar Lifecycle. — 6.Uose and fasten the access portals. a. If system has not been maintained for 3 years maintenance is required. 3 Assumptions � • No rainfall for 24 hours or more . � • No upstream detention(at least not draining into StormFilter? " • Structure is online • Outlet pipe is dear of obstruction •. . �, f i • Construction bypass is plugged , � , Maintenance � � � Depending on the configuration of the particular system, �• "� maintenance personnel will be required to enter the vault to !�`'" •� - perform the maintenance. � Important:ff vauR entry is required,05HA rules for confined ?` space entry must be followed. _ , � : :��`� Fifter cartridge replacement should occur during dry weather. _ � �:�,w __,�.• It may be necessary to plug the fiher inlet pipe if base flows is ' � • occurring. � �� Replacement cartridges can be delivered to the site or customers � _ - fadlity.Informafion concerning how to obtain the replacement ;�' ` , �' `� _ cartridges is available from CONTECH Construction Products. � � � �+ ' „ Waming: In the case of a spill,the maintenance personnel �, should abort maintenance activities until the proper guidance is obtained.Notify the local hazard control �� agerxy and CONTECH Construction Products immediately. To conduct cartridge replacement and sediment removal _�� :z"'�� maintenance: Importa�t:Note that cartndges conta�ning leaf inedia(CSF)do 1.If applicable,set up safety equipment to protect maintenance not require unscrewing from their connectors.Take care person�el and pedestrians from site hazards. not to damage the man'rfold connectors.This connector 2.V'aually inspect the external condition of the unit and take should remain installed in the manifold and could be notes concerning defecWproblems. �Pp�during the maintenance activit}rto prevent 3.Open the doors(aaess portals)to the vauR and allow the sediments from entering the underdrain manifold. � system to vent B. Remove the used cartridges(up to 250 Ibs.each)from the 4.Without entering the vault,give the inside of the unit, vault. induding components,a general rnndition inspection. �mportarrt•Care must be used to avoid damaging the 5.Make notes about the extemal and intemal condition of cartridges during removal and installation.The cost of the vauh.Give particular attention to recording the level of repairing componenu damaged during maintenance sediment build-up on the floor of the vauft,in the forebay, will be the responsibility of the owner unless CONTECH and on top of the intemal components. Construction Products performs the maintenance activities 6.Using appropriate equipment offload the replacement and damage a�ot relaLed to discharges to the system. cartridges(up to 150 Ibs.each)and set aside. C. Set the used cartridye aside or bad onto the hauling 7.Remove used cartridges from the vault using one of the truck. following meNiods: D. Continue steps a through c until all wrt►idges hav�e been Metl�od 1: removed. A. This activity will require that maintenance personnel enter the vault to remove tfie cartridges from the under drain MethOd 2: manifold and place them under the vault opening for A. Enter the vault using appropriate confined space lifting(removal). Unscrew(counterclodcwise rotations) protaols. each fiRer cartridge from the underdrain connector. 8. Unscrew tt�e cartridge cap. Roll the loose cartridge,on edge,to a convenient spot beneath the vauft access. C. Remove the cartridge hood screws(3)hood and float. Using appropriate hoisting equipment,attach a cable D. At location under structure access,tip the cartridge on its from the boom,crane,or tripod to the loose cartridge. side. Contad CONTECH Construdion Products for suggested attachment devices. a ImportaFtt:Note that cartridges containing media other than the leaf inedia require unscrewing from their threaded connectoa.Take care not to damage the man'rfold '`'' connectors.This connector should remain installed in the manifold and capped if necessary. ' ��- . D. Empty the cartridge onto the vautt floor.Reassemble the empty cartridge. C F=� E. Set the emply,used cartridge aside or bad onto the �R� � hauling truck. � ------� � _ � - f. Continue steps a through e until all cartridges have been removed. ,t. . - �` , .. �.�� ... ;' .�� - �� ..�. � - � .� + :� F; - 1 •• � � j. � 4 • � �i, . _f .� ��.r,� . ... . -.- ' - . R ._ � ' 1.�� .'.. " . 'T s.� - >. .��+�..'�{�i�. . __ t ^ I I !t r'\ � � � ' - �a. :� •�• 8. Remove accumulated sediment from the floor of the � vault and from the forebay.This can most effectively be . accomplished by use of a vacuum truck. � 9.Once tt►e sediments are removed,assess the condition of the =�� Y �"� ' vault and the condition of the connectors.The connectors <- ' I are short sedions of 2-inch schedule 40 PVC,or threaded - schedule 80 PVC that should protrude about 1"above the floor of the vauk.Lightly wash down the vauR interior. "` -- =� a. Replace any damaged wnnecto►s. " ~ , �0. Using the vacuum truck boom,crane,or tripod,lower and instap the new cartridges.Once again,take care not to damage connections. 11.Close and fasten the door. t 2.Remove safety equipment. 13.Finally,dispose of the accumulated materials in accordance with applicable regulations. Make arrangements to return the used emotv cartridges to CONTECH Construdion Products. 5 Related Maintenance Activities - Material Disposal Performed on an as-needed basis The accumulated sediment found in stormwater treatment StormFiRer units are often just one of many structures in a more and conveyance systems must be handled and disposed of in comprehensive stormwater drainage and treatment system. accordance with regufatory protocols.R is possible for sediments to contain measurable concentrations of heavy metals and In order for maintenance of the StormFilter to be successful,it organic chemicals(such as pesticides and petroleum products). is imperative that all other components be properly maintained. ,e,r�s with the greatest potential for high pollutant bading The mainbenanceJrepair of upstream facilities should be carried include industrial areas and heavily treveled roads. out prior to StormFilter maintenance activities. Sediments and water must be disposed of in accordance with In addition to considering upstream facilities,it is also important all applicable waste disposal regulations.When scheduling to correct any problems identified in the drainage area.Drainage maintenance,consideration must be made for the disposal of area concerns may indude:erosan problems,heavy oil loading, solid and liquid wastes.This typically requires coordination with and discharges of inappropriate materials. a local landfill for solid waste disposal. For liquid waste disposal a number of options are available including a municipal vacuum truck decant facility,local waste water treatment plant or on-site treatment and discharge. �I RECYCLED �MPER ^ �� 800.338.1122 www.contech-cpi.com Support • Drawings and specifications are available at contechstormwater.com. • Site-specific design support is available from our engineers. �2009 CONTECH Construction Products Inc. CONTECH Construction�roducts Inc.provides site solutions for the civil engineering industry.CONTEQi's portfolio includes bridges, drainage,sanitary sevver,stormwater and earth stabilizaCwn products.For informatian on other CONTECH division offerings,visit tontech-cpi.com or call 800.338.1122 Nothing in tfiis catalog sfiould be consVued as an expressed warranry or an implfed warranty of inerchantability or fitness for any particuiar purpose.5ee the CONTECFI standard quotatio�or acknowl�dgement for applitable warranties and other terms and conditions of sale. The product(s)desa'Ibed may be protected by ooe w more ot tM�otlowi�g US patm� 5,322,629;5,624,576;5,707,527;5,759,N S;5,76H,848;5,985,157;6,027,639;6,350,374;6,406,218; 6,fi47,720;6,511,595;6,649,018;6,991,114;6,998,038;7.186,058;niated forcign patMts or otl�er prtenb p�ndinq. i I I • - . ' - • • � Date: Personnel: I Location: System Size: I System Type: Vault ❑ Cast-In-Place ❑ Linear Gtch Basin ❑ Manhole ❑ Other ❑ Sediment Thickness in Forebay: Date: I Sediment Depth on VauR Floor: � Structural Damage: � Estimated How from Drainage Pipes(if available)� I Cartridges Submerged: Yes � No � Depth of Standing Water: I StormFilter Maintenance Activities(check off if done and give description) ❑ Trash and Debris Removal: � ❑ Minor Structural Repairs: � ❑ Drainage Area Report ( Excessive Oil Loading: Yes � No � Source: I Sediment Aaumulation on Pavement: Yes � No � Source: Erosion of landscaped Areas: Yes � No ❑ Source: � Items Needing Further Work: ( Owners should contad the local public works department and inquire about how the department disposes of their street waste residuals. I Other Comments: � � � � � � � � � � II I � APPENDIX A MAINTENANCE REQUIREMENI S FOR FLOW COIv'TROL,CO'V�'EYANCE,AND WQ FACILITIES II NO. 24-CATCH BASIN INSERT � Maintanance Defec!or Probkm Conditlons Mfhen Maintenance is Needed Resuks Expected When Component Mafntenance Is P�rformed Media lnsert Visible Oil vsible oil sheen passin9 through media Media inset replaced. Insert does not fit Flow eets into catch basin without going through All flow goes through media. catch basin ProPeAY media. Fiker media plugged Fifter media plugged. Flow through filter media is normal. � OII ab�orbent medfa Media oit saturated. Oil absorbent media repleced. I eaturated ' Water saturated Catch basin insert is saturated with water,which InseA replaced. no longer has the capadiy to absorb. 5erviae Ilfe exceeded Regular�t�vel replacement due to typ�al Media replaced at manufaclurers average 4fe of inedia insert product,typicapy one recornmended'ntervaL month. Seasonal When atorms occur and during ihe wet season. Rertave,dean and replace or insffiII meirrtenance new inseA after major storms, monthly during the wet seasw�or at manuFacturer's recommended � intervel. 2009 Surface Water Design'.vtanual—App�dix A 1!9/2009 A-35