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Home My WebLink About03717 - Technical Information Report - Drainage � ' � ' � '� � STORM DRAINAGE REPORT (Including Downstream Analysis) Lakeside Fairwood Plat Location: 18621 116th Ave SE Renton,WA 98055 a.k.a. K.C. PARCEL 3223059ll3 April 26, 2013 Revised August 30,2013 , By , Hagenson Consultants,LLC Seattle,Washington 98136 HC Job No. 201210 • ' Renton File No. LUA09-079 , `.1 �v \� ��';✓o�f�A�—�F� .� � � �,,-�� ' �,,,..�'l� ,� � �I, � � ,, � � ( � \ n��r ;;�iP`l�i%�.1 T ', � � � �' i-7 .'�, �i F�1 E�z 'I�; � �v�''� ��Tc�cr - �`� ` � 1 �,'��:,�_;' .r� ,� �ti ( ''Jn,iAi` ' n \� � r�� a�;-�ia , '" �� II ' � �.. � � � � �� -.. � �' r`� '` I 3 �/ 7 TABLE OF CONTENTS A. Core and Special Requirements Analysis �y �a B. Technical Information Report I. Project Overview ��j � II. Preliminary Conditions Summary ��j � III. Off-site Analysis (Appendix) P9 �3 N. Proposed Drainage Improvements ��(� V. Conveyance Systems Analysis and Design �y �'�' VI. Basin and Community Planning Areas �t� }G� v 11. Other Yermits �{�� 4q VIII. Erosion/Sedimentation Control Design �� 4� IX. Bond Quantities Work Sheet, Retention/Detention Facilit��, �� 5�' Summary Sheet and Sketch, and Declaration of Covenant, Declazation of Covenant Prohibiting Leachable Metals X. Maintenance and Operation Manual Appendix - Post Office Mailbox Approval -Geotechnical Study - Level One Dov�mstream Analvsis KING COUNTY. WASHINGT'UN. SURFACE WATER DESIGN MANUAL ;� � TECHNICAL INFORMATION REPORT (T1R) WORKSHEET Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND PROJECT ENGINEER AT(Al yV�Ueg ��iJi DESCRIPTiON LAll.F5if1"r QEtl�E.r1�'1� ►url='.sr'►�E�rCs Project Owner Project Name IAI�E 5►i�e �J��f�W DOL� �''-Kk� �flt�� 24,C-227� iL�_�;�� Phone BBE�Permit# L U A CG-L�7q Address ��`�''�"i�i::� S; Location Township -2�f1 Si:4ilLL. Uiil:. 4�l f,� Range � � Project Engineer �a�- �p'�'�''SDN Section 5��!4 �2 Company f-iRf�U50hi C'oti s�:su�tfs. Lii Site Address ��'4 ��'''"AV� `` Phone ZUiv- �i'+�-1:.1bk f!c:itDf�; U,1� Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS � Landuse Services ❑ DFlN HPA ❑ Shor+efine Subdivison ! Short Subd. / UPD ❑ COE 404 N�anagement ❑ Buiiding Services ❑ DOE Dam Safety � Structuraf M/F/Commericai / SFR RockeryNaultl ❑ Ciearing and Grading ❑ �ERAA Fioodplain ❑ ESA Section 7 ❑ Right-of-Way Use ❑ COE Wetlancfs ❑ Other � �� Part 5 PLAN AND REPQRT INFORMAT1l�h� Tecfinical It�formation Report Site Improvemer►t Plan (Engr. Pians} Type of Drainage Review EC—WL�/ Targeteci / Type(cirde one)_ �� I Modified i (cirde): Large Site StTiall Site Date (indude revision `'' �='''�'�� Date (indude revision ��-�"t� dates): dates): Date of Final: Date of Final: Part 6 ADJUSTMENT APPROVALS Type(circle one): Standard / Compiex / Preapplication 1 Experimenta!I Blanket Description: (indude conditions in TIR Sedion 2) � Date of roval: 2005 SurFace W ater Design Manual 1/1/OS 1 K1NG COUI�'TY, WASHlNG7'UN, SURFACE WATER DESIGN MANUAL i TECHNICAL INFORMATION REPORT (TIR} WORKSHEET Part 7 MONfTORING REQUIREMENTS Monitoring Required_ Yes / lo Describe: Start Date: Completion Date: Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan : �k�� '�'t{ �''--�`� Special District Overlays: Drainage Basin: p A�� e 'c= Stormwater Requirements: LE�c�IL Ffl�.irr� C��u ta►rr2�,� -[�r��i� 1ua� �s�i►> rru Part 9 OIdSiTE AND ADJACENT SENSITIVE AREAS ❑ River/Str+eam � Steep Slope EX`�P�-R�NZa t� 2:' � 1 ❑ Lake ❑ Erosion Hazard 0 WeUands ��-��ch�'�F��- ❑ Landslide Hazard ❑ Closed Depression ❑ Coaf Mine Hazard ❑ Floodplain ❑ Seismic Hazard ❑ Other ❑ Habitat Protection ❑ Part 10 SOILS Soil Type Slopes Erosion Potential f1 G V��`:-L�'_fIUDGOD ff�f<4:�;cu,j��-�- 5. 4 D�!b �'I oD'`4ttTC ❑ High Groundwater Table(within 5 feef) ❑ Sole Sour�e Aquifer ❑ Other ❑ Seeps/Springs ❑ Additional Sheets Attached 2(}OS Surfaee Water Design Manual I/1/OS 2 � r— KING COUNTY, WASHiNC�T`�P�, SURFACE WATER DESIGN MANUAL TECHNICAL lNFORMATION REPORT (TIR) WORKSHEET Part 1'1 DRAINAGE DES(GN LIMITATIONS REFERENCE LIM(TATION/SITE CONSTRAINT � Core 2—Offsite Analvsis ��'� � Sensitive/Criticai Areas '�`:,�"� ❑ SEPA ❑ Other ❑ ❑ Additional Sheets Attached Part 12 TIR SUMAAARY SHEEf rovide one TIR Summa Sheet er Threshold Discha Area Threshoid Discharge Area: name or descri tion t�f_'��LT S� Core Requiremer�ts(a118 applyj Dischar e at Natural Location Number of Natural Discha e Locations: 1 Offsite Analysis Level: / 2 / 3 dated: -'�-ag Flrnnr Control Levef: 1 / Ql! 3 or Exemption Number � incl. facil' summa sheet Smalt Site BMPs Conveyance System 5pill oontainment located at ^bl.rf�� I�W�1+�.�..� Erosion and Sediment Control ESC SiEe Supervisor. N�..: a;i�F::- �f=�.*a`� Contact Phone: . "?,;� - �i�: :.;..,� After Hours Phone: 2��• �s a 5�.- ir�1 uq: Maintenance and Operation Responsibitity: Private / Pubfic, If Private, Mairrtenance L R uired: Yes /No Financial Guarantees and Provided: es / No Liabii' �� Water Quality Type: (Basic)! Sens_ Lake / Enhanced Basicm / Bog (indude facitity summary sheet) or Exempfion�Vo. Lanrisca Ma ement Plan: Yes /t�io S cia! R uirements as a iicable Area Spec�c Drainage Type: CDA/SDO/MDP/BP/LMP!Shared Fac./None R uirements Name: �Ioodplain/Floodway Delineation Type: Major ! Minw / Exemption / None 100-year Base Fiood Efevation (or range): Datum: Flood Protection FaG7fies Describe: Source Control Describe ianduse: (comm_/industria!fanduse) DescR�e any structu�al cor�trols: 20Q5 Surface Water Design Manual 1/1lOS 3 KWG COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL " � TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control High-use Site: Yes / Treatment BAAP: Maintenance Agreement: Yes / No with whom? Other Draina e Structures Describe: W_i -i�°i�►�'f i D f�t t'�i�U Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION � Clearing Limits � Stabitize Exposed Surfaces � Cover Measures � Remove and Restore Temparary ESC Facii'�ties � Perimeter Protection � Clean and Remove Alt Silt and Debris Ensure � Traffic Area Stabil¢ation Operation of Permanent Facilities ❑ Sediment Retention ❑ Flag Limits of SAO and open space preservation areas ❑ Surface Water Control ❑ p�er D o�t co�wa � Construction Se uence Part i4 STORMWATER FACIUTY DESCRIPTIONS Note: Indude Facitity Summarv an� Ske+�:� Ftow Control T /Descri tion Water Qual' T /Descri tion , � Detention ��N� ❑ Biofiftration ❑ infiltration � Wetpoot ��1��' ❑ Regional Facility ❑ Media Fitration ❑ Shared Facility ❑ Oi( Control ❑ Smal! Site BMPs ❑ Spill Control ❑ Other ❑ Smalt Site BMPs ❑ Other i, 2�05 SurFace V1%aterDesign Manual �� 4 � ICING COUNTY, WASHINGTON, SURFACE WATER QESIGN MANUAL �' TECHNICAL lNFORMATION REP�RT (TIR) WORKSHEET Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYStS . � Drainage Easement ❑ Cast in Place Vautt ❑ Acxess Easement ❑ Retaining Wall Q Native Growth Protection Covenant ❑ Rockery>4' High ❑ Tract ❑ Structural on Steep Slope ❑ Other ❑ Other Part 17 SIGNATURE OF PROFESSIONAL ENGIPVEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorparated into this worksheet and the attached Technica! Information Report. To the best of my knowledge the information prnvided here is accurate. �� r ��.. �.��. �;��=I�h S' ned/Date 2005 Surface Water Desigu Manual I�}�Q.; 5 � A. CORE AND SPECIAL REQUIREMENTS ANALYSIS This section of the TIR is intended to meet agency specific requirements for a report addressing all Core and Special Requirements of the 2005 King County Surface Water Manual and the Renton Surface Water Manual Addendum. Core Requirement 1. Discharge at the Natural Location The discharge location from the existing and developed site is identical. Currently,the site slopes northwesterly between�% and 40%. General drainage patterns run from the site toward the northwest corner of the property. Post development runoff will be conveyed to a wet detention pond,then to a piped conveyance system and rock discharge pad that will release drainage near the northwesterly property corner Core Requirement 2. Offsite Analysis A level one-offsite analysis is required and is provided in the appendix of the Technical Information Report (TIR}. Core Requirement 3: Flow Control Per City of Renton Flow Control Applications Ma�, the site lies in a Conservation (level 2) flow control area. A single cell combined wetJdetention pond is proposed to mitigate increased storm water runoff. Storm water modeling is achieved using the 2005 King County Surface Water Manua1, under which the project is vested. Section 1.2.3.3 (KCS WM pg 1-44) requires flow control BMP's be applied to individual lots. Per Section 5.2.1.3, and Table 5.2.1A, since the lot is less than 10,000 s.f. then bmp's are required to be applied to 10%of the site/lot. These BMP's will be deferred to the individual building permit stage, at which time limited infiltration, dispersion, rain gazdens, permeable pavements or rainwater harvesting may be applied. Normally, Full Dispersion. (see KCSWM Appendix C,page G24) is required, but since this site is small and will be densely developed,the required native growth flow lengths are not available. If full dispersion is not possible,then full infiltration must be used if feasible (see pg. C-38). Feasibility is based on the presence of 4 to 6 feet of cobbles, coarse or medium sands which are not indicated in the project geotech report. The Geotechnical Engineering Study by Geotech Consultants, page 2, da.ted 6/19/2009 (see appendix) indicates up to 7 feet of silt�T sand fill overlaying glacial till. Limited infiltration(per KCSWM Appendix C.2.3 is also not feasible given the character of the � soils. The project geotech report indicates the soils conditions up to 7 feet of silt�r sand fill � overlaying glacial till with perched groundwater conditions at 4 to 7 feet depth. Although KCSWM generally allov��s infiltration in fill if it was placed in accordance with geotechnical recommendations and peres greater than 8 inches per hour, this fill was placed long ago under unknown conditions. Therefore, site and/or roof downspout limited infiltration is not suitable for the site. .� If full roof dispersion nor full infiltration is feasible, then mitigation BMPs must be applied. (See pg. �-6 and G14, including a selection of limited infiltration(pg G23), basic dispersion (pg. C- 49-51), rain garden, pervious pavement, rainwater l�arvesting or reduced site impervious coverage covenants and native growth credits. (pg 5-6 and C-52 to C-71}. Our conclusion far a BMP design strategy is that since fu11 dispersion and full infiltration and limited infiltration are not possible, we propose that these BMP's will be defened to the individual building permit sta.ge, at which, rain gardens, permeable pavements or rainwater harvesting may be applied. Table 5.2.1A requires BMPs on 10%of the 43,570 s.f. site or 20%of the 29,645 s.f. target impervious area whichever is less. This goal is therefore met at 10% of the site or 4,357 s.f. Roof drains will be tight-lined to the detention tank. See Section IV of the TIR for details. Core Requirement 4: Conve��ance Svstem A conveyance system has been designed to direct runoff to the combined wet/detention pond. A conveyance analysis is included in section V. Core Requirement �: Erosion and Sedimentation Control Preliminary Erosion Control Systems are recommended in Section IX of the TIR and include a stabilized constn�ctinn �nt_rance, silt f�nc�, and seeding_ A CSWPP is �lso provic��c� in Sectinn IX. A separate ESP Plan has been prepared for the Final Construction Document Phase. Core requirement 6: Maintenance and Operations A maintenance and operations manua.l sections has been included in Section X of the TIR. Core Requirement 7: Financial Guarantees and Liabilit�r `I'he proposed project will include improvements to SE 186�' Pl and 116�`Ave SE. Therefore, per paragraph 1 of KCSWM 1.2.7, financial guarantees are required and provided herewith. See Section IX. Core Requirement 8: Water Quality The Renton Surface Water Manual (Pgl-63) reyuires that runoff from multifamily projects must meet the enhanced basic water quality menu unless otherwise exempt. Since this is a residential project, and the project lies within the basic water quality area,basic water quality will be provided by the wetldetention pond. Water qualit��wetpond calculations are included in Section IV. S�ecial Requirement#l: Other adopted area-specific requirements. The site is located in the Panther Creek sub-basin of the Black River Basin. r Special Requirement#2: Floodplain/Floodwav delineation The project does not contain nor is adjacent to a stream, lake, wetland or closed depression. The project is not listed in a floodplain per FEMA mapping. Therefore, this requirement does not apply to the site. Special Requirement#3: Flood Protection Facilities The project contains no streams nor flood protection facilities. Therefore, this requirement does not apply to the site. �ecial Requirement#4: Source Controls Since the project does not require a commercial building/commercial site development permit, �, Source Controls are not required. ', S�ecial Requirement#5: Oil Control �� Since the project is not a High Use Site, defined as Commercial, industrial and multifamily '�, projects, Source Controls are not required. ', ,-� , � I. PROJECT OVERVIEVV The Proposed Development consists of 81ot single family residential project located at 18624-116th Ave SE on approximately 1.0 acres. Existing Zoning is R-8. The proposed residential development requires a new public access road (SE 186`i'Pl) and Frontage Road Improvements (116`}'Ave SE) consisting of new sidewallcs,curb and gutter and storm drainage. Site design criteria are based on the 2005 King County Storm Drainage Manual along with the City of Renton Surface Water Manual Addendum as adopted by the City at the time of the pre-application conference. II. PRELIMINARY CONDTTIONS SUMMARY The property has an existing single-family residence with landscaped yard, garage and driveway. The house and all site improvements will be demolished. A small category 3 wetland is located in the NW corner of the properry and a Critical Areas Exemption has been granted to allow development in this area. E�sting grades slope generally towards the center of the property. The Hearing Examiner's October 5,2009 report,Page 5,item 10,indicates that a manmade made slope in the northwest corner of the site slopes greater than fifteen percent(approximately 40%), but the geotenchincal letter dated 9/14/2009 (see appendix) suggests the slope can be regraded and development permitted. Drainage from the site is sheet flows southeast to northwest and then travels to the west in pipe and ' ditch conveyance systems to SR 167 Panther Creek drainage system. Site slopes vary between 2 and ', 4n pPr�Pnt. Site s�ils are classified in SCS mapning as Alderwood gravell}�sandy loam(AgC),6 to ', 1 i%slopes,hydrologic class C,till soils. Alderwood series have slow permeability;runoffpotential '� is slow to medium and a moderate to server erosion hazard. There aze no indications of closed 'I depressions on the propert}�. A review of available information indicates there aze no floodplains, wetlands, aquifer protection ', areas, liquefiable soils, erosion hazards, landslide hazards nor coal mine hazards on the site nor in � the immediate area. As indicated above,there is a small steep slope area which can be regarded and developed at �.�:1. : o jNBQ � ,n, , r: �i„r `�_ � 'i .. ,�t,�..'a''h's� S.� . i "� , � ^:t �-.a�a: � i� ,"� 'L''�r��7" '� �t . . . •iY: .4: . �a�� .•' 1 � � . C`�Ti�. . .'L ];�_�i��N�'R1, �.�� }t � �'" �- � - �- . �k: � _ . 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't. � �ti; i'i�- � �. -.� C120091(fn COVn1 ^ 1a\`r�`:;' ,r�-L'',�. ! e Y i:;:_ s `�J- _. -��. 1��. 0 'f26 l.f f!p�si bypo!jotlroet e!po:d jt!n bq!i bL'cf f o!�n qjrhe!cz!L�ohl DDvo¢!t�D��n!b!r�b�f iz!PQt pvstlf t!oce!jt I t vclf dJip!d boM!x ju pW oP4�/!L�oh Dpvazln 61 f t!op!A q91 f o�byoot Ip9x Gs�oyF t-!f yq�t t�p5jn qgf e-!bt!ip!bddv�-!c�n qrtxf of t t-!yn f�jmf t t-Ip��hi U I Wlu f!vt f!pQt vd!jo�si bypol lF jt!epdvn f aljt!opJjoJ cef e!�5vt f Ibt Ib!t vs+f zq�evdf!L7ohlQpvoiz'ti b�pJd!qbcfi'�boz!M of ffixi[qf 4brt1Joq4�!jo�ef o�Wrip�dpotf r vf oubm a ebn�hf t!�odue�oh-!cvJop�T j6 elip-I�pt�5 Mf ovf t!p9ipt�c�pt 15 t v�ohippn!u f!v[f!p9n jt N f tpQu f!jcxysi bypo:�o�bjof elpolu jt!n bq!!Boz!t b�filpg King Cour�ty �lt!�bQ'Pglo��b4Po!Pa!�Jt!�bQ4��q�i Jqd eM yM quczx qW o!Qf si p tJPoIpQL�oh!�pvoal Ehif::3�98124!!!!!!!!!!Tpvsfi:!LjohlDpvo¢IjN B('1.!O�qF sz!.D�si Dypo!)i uq;�cx xfi f�I OTpv�O-IJfQN BQ iMAP � y � � � `, �� '� � -��' � _ ..\\ `.�,, � `��. �� ,•i o �' ^1 �a � '' -J �-�--� o, � o `` � �, .r y' �, � '; ,a, ti � `. 1� t ti � � �� ; .� � �—� � � .,, _� �� a� ��-� '��, , _\ � `� � � � �� r� � � r 1 1 �-�-�- � �� i t ii � I� � ''>> Z��I ��I � �� 5,� 1 � \ �5 l �'r� 15� W � � �.-.-� �. \ � 4, �� , �\ � � ti� \� �� _; � � � ~ r � � �o, r ` i . +�O.f`�. 1 �� li � I ` 'I ► r �� 1 �. �� \ \ � ,, � �r � � �J ` � `ti � �� +r � �� ` � I � .� , \ \�� `�t� � \� � � `y � �ti SE 188ifI 5f � � y '�� 1 , i ', \ \ � ��/~� `�r . . . _. . '' ` .. �` . .. .. '\__ _� �\i1' � �'•; ir�� \ \ti I �� ,,155, '�l\ . -- ��,� `��--. Renton j� `•�, �� - � � ''•` f=_ I' ,',,' \ i ._� � ''��Jr��r: � : - ' _ ��-_. � ` ;� -�� Q _�� -------___---��_� _�� ,� - �i �� ,� -- --.t f r---, i ;-� f� `�- r ��/�~�� ^� � � I r �'. -� � � ' �l �i 1 �`� /�f��- . 1 ;'I .� �i �� ` �� `�-�_.�9D� - —_ l�l � / ��f. t� '•,,`� � �---- ,i�y�^�Y�.-� �0_ �� --fY 3D5=--_ y�r�--.�-�`�—-- ��- ` �`\ ., � � � ., �� --�-�� i � i__= _5_10_ -- ---_ , ' (C I 2008 Kmg County O 126ft � I The infwmation included on this mep hes been comqletl by Kmg Gounty staff hom a va�ery of sources antl is subject to change without notice.King Courrty makes no rapreser�tioru or werranties.express or implied,as to acwraq,completeness,tvneliness,or rights ro the use of wch irrFortnation. This document is not iMended fw use as a survey product.King County shall not be liable for any general,special,indirecl,v�ddental,or consequentiel a damages includmg.but not limited tn,lost revenues or lost profits resulting from the use a misuse of the iniortnation contained on ths map.My sale of King County this map or information on this map is prohibited except by wntten pertniss/on of King County. Date:6J23/2009 Source:IGng Canry IAAP.P-Property Information(http:Ihvww.metrokc.gwlGlSfiMAP) � . . � - _ ,: , - - _.�;= , ...: .,, . , : . '• � - - �;� _ - �`• . �s��ns ', . , ;, . + .� 1�'e ,''f' .. ' �_ _ . � fl� f _ .-? - � ' � � � - � � _ .. .:�+E . . _ . �. - ♦ Yt7� d� _ . .ty . _ �� '� �� t . � ��. . - - '��'gy . - , -z :Y��' - � � � ; � _ '� . .� . .. � .. ;;. � • i: . s� � ; "'%� W � � i -� �� • . !-7 " � .� . " ��1Y� . �- . ` - - ? 1 � t �p � ' � a�Y .� b S, - _�� , • � '. q . ' E �� 4 'Y'Y .. � � ` � � ,� '�.t86241t6thAveSE,f�enton:'UWA - <'�. � i� .ss...Ertr+[�r'..� 1 �, _ ` e� '.� �.' - . � . .•�. w.� ` ' '" , � p � � � � � y y � �y 3h � � . . �+'k ' Y ¢ y�� 4�� _ � _ � • , �.. �� ' � n.s�P. � � � i 3 r��., €1�,�'� . �' s � ` , �.4�:�w f � y. . � `�o�lc earth� L��' .�r� } . y. ��£ - : �....1:�:�7�t.. -op � � �. ` '� -'- .1 #�. _ i • � • 1 � � ' • � •�• ' . I � ' • i � 13 III. OFF-SITE ANALYSIS (LEVEL ONE DOWNSTREAM DRAINAGE ANALYSIS) OFFSITE DRAINAGE ANALYSIS) See Appendix. � f� �� O�' �n ��5 �Vr� , r�'��''"�" N r , — � Q �� s ��a . ��„a se,erme� e ¢ 6 . `- S�T� �� b[,tl' ' �p � �, � ,E,.o,.P, , Q � � ' � L.•"'_--� el fI ((�� II II II � �� r� � � IV. PROPOSED DRAINAGED IMPROVEMENTS Flow Control Per City of Renton Flow Control Applications Map, the site lies in a Consen�ation (level 2) flow control area. A single cell wet/detention pond is proposed to mitigate increased storm water runoff. Storm water modeling is achieved using KCRTS methodology in compliance v��ith the 2005 King Couniy Surface Water Manual (KCSWMj. Section 1.2.3.3 (KCSWM pg 1-44) requires flow control BMP's be applied to individual ]ots. Per Section 5.2.1.3, and Table 5.2.1A, since the lot is less than 10,000 s.f. then bmp's are required to be applied to 10% of the site/lot. These BMP's will be deferred to the individual building permit stage, at which time limited infiltration, dispersion, rain gardens, permeable pavements or rainwater han�esting ma�-be applied. Normallv. Full Dispersion. (see KCSR'M Appendix C, page G24) is required, but since this site is small and will be densely developed,the required native growth flow lengths are not available. If full dispersion is not possible,then full infiltration must be used if feasible (see pg. C-38). Feasibility is based on the presence of 4 to 6 feet of cobbles, coarse or medium sands which are not indicated in the project geotech report. The Geotechnical Engineering Study by Geotech Consultants,page 2, dated 6/19/2009 (see appendix) indicates up to 7 feet of siln� sand fill overlavin� �lacial till. Limited infiltration (per KCSWM Appendia C.?.3 is also not feasible given the character of the soils. The project geotech report indicates the soils conditions up to 7 feet of silty sand fill overlaying glacial till with perched groundwater conditions at 4 to 7 feet depth. Although KCSWM generally allows infiltration in fill if it was placed in accordance with geotechnical recommendations and peres greater than 8 inches per hour, this fill was placed long ago under unknown conditions. Therefore, site and/or roof downspout limited infiltration is not suitable for the site. If full roof dispersion nor full infiltration is feasible, then mitigation BMPs must be applied. (See pg. S-6 and G14, including a selection of limited infiltration (pg G23), basic dispersion (pg. C- 49-51), rain gazden, pervious pavement, rainwater harvesting or reduced site impervious coverage covenants and native growth credits. (pg 5-6 and C-�2 to C-71). Our conclusion for a BMP design strategy is that since full dispersion and full infiltration and limited infiltration are not possible, we propose that these BMP's will be deferred to the individual building permit stage, at which, rain gardens, permeable pavements or rainwater harvesting may be applied. Table 5.2.1A requires BMPs on 10%of the 43,�70 s.f. site or 20% of the 29,64� s.f. tar�et impervious area whichever is less. This goal is therefore met at 10% of the site or 4.3>7 s.f. � � This would typically involve applying BMPs on 2 of the individual lots. Roof drains will be tight-lined to the detention tank. See Section IV of the TIR for details. Installation of a rock pad for storm water outflow at the property line is allowed when 100 year peak flows are less than 0.2 cfs (design peak outflow discharge is 0.084 cfs). Water Quality Treatment The Renton Surface Water Manual (Pgl-63) requires that runoff from single family residential projects must meet the basic water quality menu unless otherwise exempt. The single cell wetpond facility is allowed where the wet pond volume is less than 4,000 c.f. (4,179 c.f.design)or where the length to width ratio is greater than 4:1 (5:1 design). Access to the pond can be truncated 4 feet above the pond bottom where the pond bottom is less than 1500 s.f. (489 s.f design). 5.2.1 INDIVIDUAL LOT BMP REQUIREMENTS FIGURE 5.2.1A FLOW CHART FOR DETERMIlVG INDIVIDUAL LOT BMP REQUIREMENTS Is the project on a sitellot es !s it f�sible and smalier than 22,080 square�eet? � appfi�bie to anplement full Y� Nlo f�ather BMPs Apply one or more of the fotlowing to ir�vious area dispersion far the required_ Note: _>10°�6 of srteJlot for siteJfot siaes<'11,OOQ sf and a 20°k of roof area as per AnY ProP�� site/lot for site/iot sizes betwcen 11,000 and 22,OOd sf(For Sec�ai C21? connection of roof projeas located in raitical aqraferrecharge areas these downspouts to knperviais area amounts doubte� � bcal drainage 1. Limited i�Hil6ation{Section C23) is it feasble �em rtxst be 2 Basic Dispersion(Sedion C24) via perForated 3. Rain Garden(Section C25j and appGc�le pipe coonedion 4. Permeable Pavement(Sedion C2.6) � ��p��t Y� per SecUon 5. Rainwater Harvesting(Sedian C2_'n �11�� C.2.11. No 6. Yegetated Roof(Sectiort C28) of the roof 7. R9dUC@C��fflp@�1/IOUS$!(YICE Cd@��1 C.2.9� NllOff 8S(�:f 8_ Native Growth Remrrtion Credit(Section C2'10) �O�C� Is!he pro�ect on a s 22, square feet or larger with impervious surfac� Yes !s it f�sible and co of 45%or less? appl�ble t°�ement iult�ispersion on a9 Y� ��o�s No further BMPs surface as per re4uired_ Note: One or more of the following BMPs tn�t be implemBnted SeCtion C217 �� for that portion of target impervlo�s surface not addressed ��o�� with full dispe�or with full iniltration of roof runoff: �'�O dra�age system 1. Fup Irtfilbation(5ection C22�Section 5.4) Is it fea�le and a�plic�bte to rtuist be via � 2. Limtted Inf�tration(Section C2.3) � implement full infiltrat�on af 3_ 9esi�D��sion(Section C:24y the roof runoff as PerF°rabed PiPe P� con�on per 4. Rain Ganden(Section C2.� Secii�C.1.[or Secaon�_4?J SSc;ia-��2.�;. 5. Permeable Pavernent(Seclion C26) Y� 6. Rainwater Harv�esting(Section C2� Yes 7. Vegetated Roof(Sedion C28) Is there any rema�ing targei 8. Reduced Imp�vious Service Credit(Section C29) impervio�s surface not � 9. Native Grovrth Rebention Credit Section C2.10 addr�d with fu8 dtspe[sion or w�h full irfiltraition of roof nmoft'? I The ptojed must be a sftelfot 22.000 square feet i or larger wah hnpervious surface �s it f�le and ooverage of more than 45°�6? appl�cable to imptement ful�cRspetsio�on au larget nnpervions No surface as par Projeas with impervPo�area gEeaber tlian 45%and equat to or Sec6on C21? less fhan 6596�e or more of the�olbwing must be appGed to an impervious area gre�ater than or equal to 20%of the site or 4096 of Y� tlie target 6r�ervlons snrface whichever is less OR for projeds greater fhan 65°i6 impervious ane or more of the foAowing must be No fertther BPAPs appfied to an impervious area greater than or equs!to 1Q%of si�ee reqimed. Note: or 20"6 of ta�get h�ervfous surface.whichever is less_ �,�� 1. Full InfiMratfon{Secxion 5.4) ��f 2 Limited fr�filtration(Sechon C.23) �� 3. Basic Dispersion(Section C2.4) bca!drainage 4. Rain C,arden(Section C25) y,��be 5. Pem�eable Pavement(Section C26) ��,d 6. Rainwater Harvesting(Saction C2.7) 7. Vegetated Raof(Secfion C.2.8) ��O° - -. Per Sedion 8. Reduced Impervious Senrice Credit(Section C29) C211. 9. Native Gmwth ReteMion Credit(Section C210) 2005 Surface Wazer Design Mannal ll2412005 5-11 r 1.1.2 DRAINAGE REVIEW TYPES AND REQUIREMENI'S ��j FIGURE I.1Z.A FLOW CHART FOR DETERMINING TYPE OF DRA[NAGE REVIEW REQUIRED Is the p�oject a single famify residentia!or agricultural SMALL PROJECT DRAINAGE RL-VIEvI� project that results in?2,000 sf of new impervious Section 1.1.2.1 surface and meets one of the following criteria? Note:The project may also be subject to •The project results in 510,000 sf of total impervious Targefed Drainage Review as determined surtace added since 1/8/01 and 535,000 sf of new below. pervious surface,or for sifes zoned as RA, F, or A, new pervious surtace_<70,000 sf or 35%of the site, y� whichever is greater,OR •The project results in<4%total impervious surface and 5159�a new pervioas surface on a single parcel sJfe zoned as RA or F, or a single/multiple parcel site zoned as A, and all impervious area on the site,exoept 10,000 sf of it,wilf be set back from its natural location of discha►ge from the site at least 100 ft for every 10,000 sf of tota! impervious surface? No Does the project result in>2,000 sf Does the project have the characteristics of one or more of the of new impervious surface or following categories of projeds(see the more detaifed z35,000 sf of new pervlous threshold language on p. 1-14)? surface, OR is the project a 1. Projects containing or adjacent to a flood,erosion,or steep redevelopment project on a parcel s/ope hazard area;projects wrtthin a Criticat Drainage Area or combina6on of parceis in which No or Landst'ide Hazard Drainage Area;or projects that propose new plus rep/a�d impervious >7,ppp�{(3 ac if the project is in Small Project Drainage ^. surface tatals?5,000 sf and whose Review)of land disturbing activity. valuation of proposed improvements 2. pro'ects ro - (excluding r�uire�rnih�atinn 3��) 1 P P��ng bo construct or modffy a drainage o pipe/ditch that is 12"or larger or receives n�noff from a 12" frontage improvements)is>50�of the assessed value of existing or lar�ger drainage pipeJd'rtch. improvements? 3. Redevelopment projects proposing>_$100,000 in improvements to an e�dsting high-use site. � No Yes Reassess whether TARGETID DRAINAGE REVIE4t' drainage review is Sec�ion 1.i22 required per Section 1.'I_1 (p. 1-9). Is the project an Urban Planned DevelopmeM(UPD), FULL DRAINAGE REV�W OR does it result in�50 acxes of new impervious No� Sedion 1.12.3 sarface wifhin a subbasin or mut6ple subbasins that are hydraulically connected,OR does it have a project site>_50 acres within a crifica!aquifer recharge anea? Yes LARGE PROJECT DRAINAGE REVTEW Sedion 1.12.4 _�. 2005 Surface WaterDesign Mannal 1/24200� 1-I1 ' - - - - : � �� w;��ff 1 r' � ��+�� n 1 �. �r��r ��•�O�y -.�,�r� �..r.- - - - ''�. .�1t � � �� `� �� ' ��.� _� �°`` - - - ;'d'�,..�� .�,��_ .��, l\ .�' � - ' � �� _° �, _1�� , . �� vas � � f Y�'I .c. I r � � �. � � e�� ,�, ��. 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' � � m �. � �,� � - �� r-- ��F�� lL,>, �n 5€ �ry � , \` ' �Y ��\\1. '� 1�hP�� . 1g6l�Av E r... �e��' G N f0 N e• /"fC�. ' � . ,. J� 1 16BthAv E � �% ` . � 1 /A¢ � 1 � - y � � � � � � � � 1�l �-`P ' � �7!I,Ave \•1�____ `_. i _ _ /�.J� �.;',��°36 p � � . /�i-. �E • 1 � � N (� ' .� ) �� ey . ��'6�\} � __� ' �� . . .. / �r �y '£L� _ �e � �. }� ,fi �/ L.� ' y Z \ . �.��. .�_`D-�"(` 17 th v - _ - m m_I ��9e� �. r � -�� / � �mct 1 n'-�P p 17B AveSE � � B3rd W SE �•��•L• m Ave 3 N � -� 3gonv�s�Bt Qd � �_-_ .�A�rv - � (s ,!��o. y �e�e �$ � -- =��7:w�. . y! i I"' �, `� . Y ��,.� ��I � I SECTION 3.? RUNOFF COMPUfATiON AND ANALYS(S METHODS - � r � FICURE 3.2Z.A RAINFALL REGIONS AND REGIONAL SCALE FACTORS ST 1.0/ ST 1.1 _ ST 1.0 �q 0.8 Lq 0.9 LA 1.0 LA 1.2 - i`�C ' SMOHOYISN COUIITY ' Y�MG COUM�Y i:,fy � �5p' ? b .� r' � r .� C - i' i { i i `i; ; j -- �.1� �: „'n l -...'� �'� 6 _ Q •--� ' - ( � � �i,_,,y, i .:r "'�" '. .; ;`, ___ ' , i f $ i i ? ' � ��:N6 ND:�S•�� T ' j. �� f i�! � _P�"L-', - •j . . ; � \� � i } � I � ? � ^ i� s� i � p `'� ' ¢ ��'. �,_„��is �; e , � ' ' ; c �„` � I EUEKue 4�,"F a.. � � -' ' ..E �'` ,uz. � .� �u� 1 ' i � .� rucm -' �i � � � T �1 � t r�", ��-�. , ;�' - - i�-. SBATTLE a � ; a�"°°°"� `r�_,_ .�1 � , ti ��:�i .� �-=� , ; � � -�- � � ,...� � ,..�„ v ' .�, '-, � ' r j i •F _ — " ,; �- i , , p – n', ...�„- ' � ' o a ; , ; �i�e�c�� . TAC� �� ` , .` � ; '' , LANQSBURG � � � Y � a ...� �� o ., »r,. , � , �� - , � r �� ,; � s� � � ��, � _ � .�,, a'°v' Q �� ' `� �; .� p , ,� �— _. ^ ` ,!; '\. � - v '� � \ -- 'i ,�—�–.,� �_. \ � .�.,.. ; , _ -�i--�. r t ST 1.1 �.n �'°�:, ; � � � � r q _ / �� 6 i iwc couerr P16HCE COUMTY ST 1.0 � s � Rainfafl Regions and �o;$ �~ � � Regional Scale Factors � 0,9 '� p LA 1 A LA �.2 ti ;__�_; lncorporated Areap �� RnreNl.akep Major Road� � _ 1/24f2005 ?005 Surface Water Design Manua' 3-22 _ 3_?.? KCRTSlRUNOFF FILES METHOD—GENERATING TIME SERIES �; �. TABLE 3Z2.B EQUIVALENCE BETWEEN SCS SOIL TYPES AND KCRTS SOIL TYPES SCS Soil Type SCS KCRTS Soil F�otes -- liydrologic Group Soil Group Alderwood (Ag6, AgC,AgD) C Till F- Arents, Alderwood Material (Am6,AmC) C Till Arents, Everett Material(An) B Outwash 1 Beausite(BeC, BeD, BeF) C Till 2 Bellingham (Bh) D TiN 3 Briscot (Br) D Till 3 Buckley(Bu) D Till 4 Earlmont(Ea) D Till 3 Edgewick(Ed) C Till 3 Everett EvB, EvC, EvD, EwC A/B Outwash 1 Indianola (InC, InA, InD) A Outwash 1 Krtsap(KpB, KpC, KpD) C Till Klaus(KsC) C Outwash 1 Neilton (NeC) A Outwash 1 Newberg Ng) B Till 3 Nooksack Nk) C Titl 3 Norma No D Till 3 Orcas Or) D Wettand Oridia Os D Till 3 Ovall (OvC, OvD, OvF) C Titl 2 Pi�hudc Pc) C Titl 3 Puget(Pu D Till 3 r`�ci��aiiii 'r ' E3 TIII 3 Ra nar RaC, RaD, RaC, RaE) B Outwash 1 Renton Re D Till 3 Salal (Sa C Till 3 Sammamisfi (Sh) D Till 3 Seattle Sk) D Wedand Shaicar(Sm D Tif! 3 Si (Sn) C TiU 3 Snohomish (So, Sr) D Till 3 Su{tan(Su) C Till 3 Tukwila (Tu D Till 3 Woodinvilie (Wo) D Till 3 Notes: 1. Wher�e outwash sals are saturated or underiain at shallow depth(<5 feet)by glacial till,the�shoufd be treated as til�soils. 2. These are bedrock soils, but calibration ot HSPF bp King Courrty DNRP shaws bedrock sais to have similar hydrologic response to till soils. 3. These are allu�ial soi}s,some of which are undertain by giacia!till or have a seasona8y high water table. In the absence of detailed study,these srnls shoutd be treated as till soils. 4. Buckley soifs are formed on the iow-permeab�lity Osceola mudflow. Hydrobgic response is assumed to be similar to that of till soils. 2Q05 SurFace Water Design Manual 124/2Uf?5 3-25 EXIST NG BASINS 4- 23- 13 � � ��'i'�� -..�� ; � '� �� i ;� �� ;, � �.� �. �� , � , � ��rrr��p �ri-, , �� IP_ �_,Iff�l,,`.�� I � �":`"I � i t._ . � ' i ' .(' �'�,h' ! ; I ,% � , !� �� `i ( � [SHED ��-.. - - - � - _� S, l--�66A4' "T '�` ��r��. •- - ; 99.85. �65.08' . I I � � m - - - - - - -i— g I- - - � RACT��A�� s�i3sF � I DRAINAfi�� i 6931�1"- � � I � � ' LOTS I '�= I s�T� �� 4509 SF I � I � ��—�o� � ; � `'� I 66.03' I I 63.b4' I I 99.82' - - SO_52'_ � - - - - I- - - 20�/ - - -1\� ' \ N/ �/1� �w W \ H/ �fl� IN/ W I W � - _�� S89•33'01'W _ TvT�T1�m �7�� _ - - - y C.n�J�IIVV��7YIJIIV - C�- - r �+--430'—�-j�---3i o ao + 5 60822 SF = 1.40 ACRES � (INCLUDE��. 116TH IMPROVEMENTS) � ,� 58.95' - -I 58.63' � - --58.73' - � - - 58;60' r I 45.96' J rs� r ' 1 inch = 40 ft. S"Eo � I i i i i LOT 1 �� ; I �678 SF I j �� I � LOT 5 � ^ LOT 4 � LOT 3 � 45008 SF 4 OED[CABED A$_.�� _ 4534 SF 4316 SF � 4514 SF � n RD��ITIONAL I � , � � � r � � � � � � �38,82' � ...�g�� I�,��, 513.73'. .��_.- ,.�.... 58.60' �--i r�:�61,4r6�' � . .� _...� : � �. 6 :J , , � PROPOSED BASINS 4-23- 13 ,�_ i ' � � � � � � ,f,� _-�I If ��s. i.�l I �;l�l =�.�,�� ,� � .._� �� , ' � � �!lll�)I��_� � I.i:J � c. � ii I_� I ; �,,�� ''� � � ;; ' +I 5)Z�,�`�• ! i ,' I [ SHED I ---�� — ^�_ 63.08' I .' . � - BIDG EN4ELOPE i I � I � ------------- — � . �T�� -- — — ---------T-- p+ �513 SF ' I) I ' � � I 6934 SF I / �I' ' � I I �I� I I / ' I � L0T8 � �£ i 4s�T� � / � �� I � 4309 SF � � �� I I I I I I l0' I / � I I � I I I �°g� 66.03'� _ j_ � _ 65.64' � _ 5.52'_ � — 168. � � � � � � � � � T � � �. I 't � � � �� '� � � � � ` � � � i . � � � L L.. � PAVING7SIDEWA K _ �_ � + — _�� S89'33'Ol_4�y � — — — — — et — � — r— , L � 0 40 � — — — — — — — — � — — — — — — — �— — — — — — — — — — � I - _____�______-_- _____-___ __===-rr__,�_�__ _ , � ��8,95' �58.63. — . 38.60' I�6' . / 1S. � . . / � 1 inch = 40 ft. � I , � � T AL LOT AREA = 3 ,�8 SF � �o � � � � � 8 � � ( � MA�; BLDG COVE G PER/ 4678 SF i i� � � �� LOT5 � 4 � 4-2�-110A = 18, 4 � F� / t I I I = 0?4 � LOT 3 4 LOT 2 �� I� ^ +zoe � I � �5 3� S F � 43 SF 4314 SF �I I � � I I I I / / I � � ' I I � _ �8.82' � _ _ 38.63' �_ u 758,73' _ I_ 38.60' — — 61.46' _ +:, i� ., __ _ _ .:,:-. " � � . �..'- _...._...._ c �[.�f�; . . i , � I � � !4`��it1L rtktR,tJucop �EJ� 4-Z2.-1 5 I � 5 �� sr�TiS�, c.� - s-�� t � ' ` 13�s r�t M�p_ E{-�f�w rtH � �� E�;E� 6�� C ru c Lvn—� 11�t� ,m�re�r.►nc�� s.�� <r,;�=-�; �'��:E sT : � � � ' �r(�l'`DS�L' p�.S/y :!r c,i v�l�, 1!::�. �i��atr�..tn�'�c} , ; ; . " � 1L��J��f.1c��.��+ lt�kFS�C��.N�.F1� 1(; t:,,�i. .-r iI`)f=.,,�� . ` r �- — �b,2�5 5F t.,f}TS X SOra ti't�X lM��V �y� �4� �: l Mt�Y '_ �,��'< RCC 4-L-�IDA� � -�:,i.�. 't,��-�� `';; . � _ , ln� �L �-,f r . . �. . 7 Z �.1._ I - . . '+''� r _, _ i , Y _ • __ _'.'_ . .- . , '"'. �'D46i- NVo � T�Li � � � �C=. �3CD?Ci.-t CC.G�r C/C.t � I =.'.�UV,� _-�i+� ��C�DT�,` S�'.:G""A� �.'Z � —;�,q; i _ ( � �i G�a,ruu j l� �'ru -�1'�- (�attJLy41v;.�' � .,!"ti�! �^ �r— � � '�c,�� r�- �.; ,�DLi� f G � VVETPOND DESIGIV' Project Name: Lakeside Fairwood Short Plat By: HEH Project Number: 200326 Date: 4/23/2013 � DRAINAGE CRITERIA: 2D05 King County Surface Water Design Manua; RAINFALL METHOD: King County Runoff Time Series (KCRTS} METHOD OF ANALYSIS: (Section 6.4.1.1 KCSWDM) Step 1) Determine volume factor f. f= 3 Basic:f=3. Large:f=4.5 Step 2) Determine rainfall R for mean annual storm R = 0.039 ft See Figure 6.4.1.A Step 3) Caiculate runoff from mean annual storm Vr= (0.9Ai + 0.25Atg + 0.10Atf+ 0.01 Aog)* R Ai = Area of impervious surface 29645 sf Atg = Area of till grass 31363 sf Atf= Area of till forest 0 s' Aog = Area of outwash grass 0 sf R = Rainfall from mean annuai storm 0.039 ft From step 2 Vr= Vol. runoff from mean annual storm 1346 cf Step 4) Calculate wetpool volume Vb = f Vr f= Volume factor 3 From Step i v'i= viii. iuiiGii iiuiTi iiiCaii ci�iiu8i Siuiiii i;�•+o ci rrom 5'tep J Vb = Volume of wetpool 4039 cf Step 5) Determine wetpool dimensions a} Determine geometry of first cell Votume in first cell 1010 cf 25-35°�of totai voi.,try 25°ro Depth h (1 st cell, excl. sed. storage) 4.0 ft 3 to 6 teet Required average surFace area 252 sf Provided 1 st cell dimensions: width ft length ft Provided 1 st cell ave. surface area 0 s` Aprov'd>Areq'd or Provided 1st cell top surface area "IS89 sf Provided 1st cell bottom surface area �489 sf Provided 1st cell ave. surface area 1089 sf Aprov'd>Area'c Provided Volume in first cell 4356 Aprov'd>Areq'a b} Determine geometry of second cell Volume in second cell 0 cf 65-75%of total vo� try 75°� Depth h(2nd cell, excl. sed. storagej 0.0 ft 3 to s feet Required surface area #DIV/0! sf Provided 2nd cell dimensions: width ft length ft 6.4.1 WETPONDS—BASIC At�'D LARGE—AIETHODS OF A:VAL 3'SIS FIGURE 6.4.I.A PRECIPITATION FOR MEAN ANNUAL STORM IN INCHES(FEET) ST 1.0/ � �_2 ST 1.1 ST 1.0 LA 0.8 LA. 0.9 ��„�,„�,�„„ � �� -.-..a `« - �`�=--=-.:�--_ � �,w�<o�.,,, � �l ^�� ';� ~ �� Y ?�� '' I ^� s ar�j� .-{— ___��e _i ,�+ i f �• •– . : . ..` ,,.—_.r. !'� ---- I... �..,,.a �' � b . +....Ri NC�� y ��}_�' � vacc .J�` _ _ Yr � � I _ �J i_ � .la... � ;E ..'I; �. �c e.rt, 'J �,�. �-- � .e �aj� — _ ^ � I � Elliett �:i.� I�' ,.-BELtEYtE �,.� � ' � e.1 �; u: i • 6 � � :� ?'k Y , � -� � ` i�i,..l �..w SFATT E . - �p '� � �� _��5."�� `7 � ��.�,`I 1� _ �csr - ; I � j � - ' O G.. �� ,� tz, EttiU � �+ �: I �. T . -4� , �__ . ,'- � O ��.f t- /Lj taa�`-! ,v:� 0 0 �x 3 kt.. . �� 'S ~ r .u.�,. _. �� r � � � � � � � �` '' �� - , - „ ,v� CJ � � � r� •- �,� � Q � > O t ��i � t, � i `� � � ,�.-.-,.. 't: � n. ' _ ; ,• � _ �" 0.54" s-� e' , k , f :� � - (0.045') e' �'- ' 6 I[IM4 COYN[> �IEtf[COIIMiv . 0.47•• (0.039') n I - `� �� Incorporated Area �� --�� ...c� RiveN�.ake 0.47" Z — Major Road �0_039'} 0.52" (0.043') 0.65" NOTE:Areas east of the eastemmost isopluvial should use 0.65 �.56'� (�.�54'� inches unless rair�fali data is available for the location of irrterest (Q.Q47') Z^The mean annual storm is a conceptual stortn famd by drviding the annual precipi[ation by the total number of stortn everNs per year result,generates large amounts of runoff. For this application,till soil types include Buckley and bedrock soils, and alluvial and outwash soils that have a seasonally high water table or are underlain at a shallow depth(less than 5 feet)by glacial till. U.S. Soil Conservation Service(SCS)hydrologic soil groups that are classified as till soils include a few B,most C,and all D soils. See Chapter 3 for classification of specific SCS soil types. i ?005 Surface Water Design Manual 1124/200� �, 6-71 �L�.(�a t�Je ��t?c�� 4-�.�- `R �~�- : �� W�i ( C��K�` j r- � r,� ..+^�.t ��5��SN �� t�X�'-�— --', ��c..='`:s> �-`�"�`c�c �t�L. ��aTJ �� .:�''�,��.�,."_�,-=c - �=�-D�J�` _, 1/;�� pr�t�;; - ��7q � , i � � ��= LD�faUf� ��k Vfl�Ulu� �t1M � g��f� 1�� t r . ._ �� C.F� �� _�._..�,��e_.� ��___— , "_¢��-,� 1!a -� ��&,� � r;�,� �bq -e� 6,��1��t � '�7� �g� Z io� Z(o� 47� ��8 �� °�� 4$D ;D�Z `��5' J�bl 4�t l��D 1�1/ �� 1Z 4��.� 1��9 I J��- �:"7�r ' `.VV i�lf t r `� 1 �4f� � r_ ; = o �-,` : ,��i�, r;tt�t :��i�i . MlL.D�rt .a � . . �.� __�..}<< (�o. � .. Y!I`...r�t C� _ ' �.7� ��e` ✓. �- /K I:. " '_'.'� t t�� g�= ' ; �, �"< t o. _� _' `_�!"i�_ �c� �': i?�,-� _ �. �` N�7"c . �ttu�tt `.�u ��D�� tr L:t�,�� 4: t � '��y� �-�,�� x--��;� ��:.� -rn ��4(��- �JfJ��. �.��'-�� i,�e'�'��j.0 �=s§":��!'�� r�i��"f�• �= %c`t�;�S' ��$°f 41=�'g�l,� $ , ; � 1 � ; , __ � a �� !t?'� . .��1�rJ �.�ix-� �Jhv�� j � � �_ ' � `�Y I ;� - J _ ,___ ____- � ��S -_-��+�vi ��4c.= 'C� ��Q "; —Oh 4,Q ; ; ; ; �� f ��.� � ' �J '9 =�':�'� '=�� J r, � '� j i , b = � ;��-' � ,� ��a� _ ��'.l�tYl�� = G.l�'�%�-�� >t�3 1h �� °r t�_ i _ L a s�16��a•q _ . __ ..., � ��i _ ' I �,-,��—r�°,�.� ;^v--�� 7 "'��—� '4�t , .. _ � __�.d � ' J.� i �� . � �' � I f � � i � 3 - /✓ � Lakeside Fairwood Short Plat KCRTS Modeling Create a time series and Compute peak flows for conveyance using 15 min time steps .�" _,� n. �;��o � ►�s c� �r_a�t��xi�� Er�dv�tim a IGmeEf ii�e�ies ::cject;nce.ia i�:-ia= ic►put.ng ieri� deve:oped�veqance.tsi ;�:�:s��F�� i aa Dace tope B�scoric i�tin=16-unate iiie 5eries Fiie iDad:ra Ti�e xr:�File:��C'Si�N�%�D1Tj�51'C,1�9.rn! 6B ':1_Gr:ss �.68�cres Scaliag fr:60 ;oad�eg'ne�er�eile��I:5'7p�LC_DlT1�Ili�.n: 60 :►oerv:oas 0 72 aeres 6ddmg Yr:SD To^.al are3 : 'I�acres 'rxk s:�:aarce :?S�:�at 11 15�Dx 29 in 1996 :t�rinc Ti�e Series Fiie:d�.aeiapedc�ae9aroe tsf SO Tve Seria�pated F�f,a�d Enia the{nalpns'NOLi Kadule ioalqsis Taols�wnod :.o�pwte?FJ�and Flrn Fre�om..nes ioaaing Stagr/]hhsckarge ccrve develapedx�ve9ance.tsf Flw Freqaeocc dnalqsis IogFearsoc I:I CcetEicien�s iice ieries File:develope�veqaace-tMean= -0.311 St�ev- [.168 :-cie�t Iocatim�-''a:. 9t�r '..101 �:er:�;.ies e Peats szeed tc iiie re�+eicoea�cv�qas.�pi: � k - #`-': �- z.. �;� _' 'S - _ ' �8'��i41l� .��,r.� . , �" k�:[;.. . .. .' , r�`� t'.;.; .-_ .... �,j��.: . .. _..i �� I�)��-l��li:��_�5�� . . �: Coi�ncai Peaks !.S: 107.00 0.990 - Ca:ated Penks 1.2: 50.60 0.980 Crn�a;ed Peaks 8.97_ 2i.0U 0.960 Cra�ud Pesks �.7t1 18.00 0.900 �-a>ed Peaks U.61: 9.00 8.8)i n:ed Feak� U SSS i.OD �8D0 jCci�::ed Feaks f 3a[ �D'.' [.SI[ � �Ccma:aj Feaks C_31t :3B [13'. � � -- — ---- -- — � l� .___.,_.�.-m,_,. _. _ -: _ _. _._- ., ., � a`;��_�;'�`, 5fraut� ��f:�n:Gf 20L��G��31>ic r Nxr:. �.U�f � ,-I e �,j]'al��v q� 25 year peak developed q=0.971 cfs �; � Create a time series for detention using 1 hour time steps ' � - - - - ; � ��g-- � rP ' - _ _- - ��v...-��.�c�_,.-7-x �.��. . .. ' � -- -. . . . . . 'I � � f � � � t j3IXJ�AW7ly TGO(!f�lLE 5E[:CS FIO�Idt 4ersian 6.OD 1 fiies vill 6e readivritten in ice 4caking Guectaq � iing Duettarq:C:�s�watu; ; C(8:�Cawd i �iL•a nev Ti�e Saies � Pzodactim of Rrmo:!Ti��Cr.� E P:a7ecllncati� 5r�ia� � Capatinc Ser� :es.stur.ts: �aiaoal�caie Fa�� :.00 € tata iyoe:&istm�ic �C�ting 5ontlp iir�eries Fiie � Io�ing Tne Series File,C.�57[�%C D1Y1�517F60fl nl Sf �Till Fm�est 1.16 aces Sralinc Fr 50 � iota�dr,� 1.10 acr� IPeak Gischarg� G.091 G5 at 5:00�iu i in?99J St�ting Ti�S�us Fi1e:�s:�ng tsl 6f Ti�e Senes;�pated [CQIS Cauanz (�l;E a nev iue Sa:� Ptodoctica at Tvncf;ii�e ieri� Project locati�. �ea-Ta� Ca�pating Ser:� deaelu�ed.ts. i�g:�a!Scale Fatt� 1.07 �ata iype 3ist�:. :i:a:t�nQ Bo�la iu=S�ies Fiie ]oa�nrg Ti�e 5eries i:le�:�Y_S�UN'�EC D�il�S1i��603 tef SC i-il:Grass 0.72 aaes 5caling Yr 5� ]oadi�g Ti�e Series iile:C:�%=�1f�%C DSTI�S1EI60�,mf SO 'ti►P�'P� 0 68 aQes ldding ➢-:50 Toul lrea : LIG acr� C-�D:srbarge 8.122�at 6:OD�Jar, 9 ie 1491 Sto¢:�g Ti�e 5ei:es Pile:deee:aped tsf 6� Tue�ries i;o�ntej � 'u -- — __ -- — -- �� '��CP-�� h��: ��rJ.rL'tOS �,�Ql�ac Rr. ��s ,�k:P,bMa'kfr. � ��,��';i�'j��! kD7P�'. � ' - _ .�. ---��.�_--�-.-L�_ �_. __ -.-s, .- _ :- ,; . Compute existing peak flows .� � J{ � �p��s-�:s c� - Ca�{wte PE6�and Flw freqamc:es Iaaeing Ti�e Series File:eaisting.ts[ SO eia Freqoeacp L�alpsis 1,oaPears�II?fneff:�i�ts Tne Series File:�s:ug.ts'. l�ae= -1.41:St�ev- 0.23? Pmjec:I�catia:�ea-Tac 9�er•-0.:3E �, F-e�ae�cies i PeaKs sa�ed k file:�stug.�s . � � ``� y �� ;�i�-�' `��-,�-�y��`€� ��s��;�iJ� +S 1:17i r�� 'f'rf. :,. .� .�--�•�t,� , i..,..' < � , .. ; , ..,.a. ...., z ,� _., ., �; _ . _ _ , ��`��: .t: , ; �? � G.�21 3f, 1�06i6c 3:60 0.011 18 i.3's 0 6�C - �.OSS 11 L19i6�11:�0 0.010 19 2.19 U�.G 0.03� 23 1/113/68 23:U� 0.039 20 2.56 O f10 0.03. 27 11/B3/6817:00 0.036 21 2.H O S90 C.02? 3{ 1/13/10 23:�0 0.032 22 2.32 0 6i0 C.D2i 11 1LB6/70 B�GO 0.03� 23 2.22 OS6U 6.O�E 7 1/2Bi72 3:UU 0 93� 21 2.13 0.53U �.029 2? ll13R3 6:�0 0 0"s2 25 2.�4 O.S1D U.�3i 26 1/1$!1t 2:00 0.032 26 1.96 0.190 U.018 12 1226i1123:00 O.U32 27 1.99 0.{70 0.029 30 12/02�1i 20:00 0 031 28 1.8? 8.160 U.003 60 321�11 19:00 0 029 29 1.75 0.{30 O.V26 3� 12�10�7 11:00 0 029 38 1.70 �.�1D O.UIs 16 2n2�l9 7:00 0.029 31 :.6� U.390 U.0{1 1� 12n5�19 9:90 0.028 32 :.59 0.310 0.022 40 1226�Bf 3:00 0 028 3? '..Sd U.350 O.�ll 18 lU/06�811::70 V.027 31 i.19 0.330 O.OlO 19 IN6/83 8:09 0.027 36 :.45 0.31� 0.021 35 1/lU8112:00 O.U26 36 1.11 0.29: O.G13 IB 2ni/95 5:00 O.OlS 31 1.3� 0 2ii 0.068 6 1/18�86 20:00 U.021 38 1.33 0.251 �.05a 1� 11/21/B6 4:00 O.Oi3 39 1.38 0 2?1 0.02? 13 1i11i6812:�0 0.01? 10 11] 0 2:1 O.D13 47 {�06i8916:�0 0.02? 11 1.2� 0:91 0.094 1 1/09/90 9:�0 O.OiI 12 1.21 O.lil 0.083 4 UB6i91 2:00 0.021 13 1.18 0161 0.028 33 1i27i9217:00 O.U20 44 1.16 0.131 0.029 31 3r13/93 O:UO O.Bib 45 1.12 0.111 0.006 19 3N3i9d 4:U0 O.B15 16 1.iC 0.091 0.0�? :5 1/19�96?0:� 0.113 17 I.UB 0.�71 �.091 3 2i09i96 1:00 0 013 48 1.06 O.OSI �.OIE ,1 v02�97 9:00 0 808 19 1.03 0.031 �.OIE 16 1�07N811:00 0.003 SO :.0] 6.011 Ca�puted Feaks 0.111 100.00 0.990 Capute�Peaks 0 098 fi�.00 U.980 Capated PeaYs 0 081 25.OU 0.96U Ca�pate3 faiks 8.061 10.� 0.900 Cwpate�Pxts 0.063 9.00 0.816 Ia�uted t'eaks 0 063 �.00 �.8�f CAput�Peaks G.0?4 :.09 0 6CP C�putsi YeaYs 0.0:: 1.30 D 2:1 � , --- - -- -- ---- ��I-�� ;��r►�� i,�a�mr.�m��, �6jKa��a, ,�our�r r��l�':��:1�A�'''3��i3v�� _ _ 100 yr pre-developed peak Q=0.111 cfs � , Y �, Compute developed peak in flows to flow control facility �"�''I' _ � - '�- . -�� _ v�" ` acair,is irols(duan: � i fmpa:e PEIKS a�Flae Fre�eacies :aabix Ti��es F:ie:deveioped.tsf �[ Flcs F�ieal?sis iw,°earsm II:C�efEici�is ' ii�.Sertes Fii�:develaax.ts`. 1�= -Bb61 St�eP O L'� ' Project Iacati¢:�ea-iac Sker= 0.39f Fre�ies 6 Peaks saved to Fi�:deveioped pks � � ��' C.!Bo 37 12/21/61 1�0� 0 P4b 1' i f3 0 E70 � [.:89 36 INi/66 10:00 0 i14 18 2.E5 0.650 - [.�88 8 11n3�6619:00 0139 19 2.i0 0.630 :.306 6 82�/6810:00 0.2�' 20 2.66 0.610 :.173 Il 12�U3�6816:00 0.226 21 2.1! 0.690 [._91 32 1n3�7�22:00 0.219 T ?.�? 0 570 :.'.B4 38 12N�7U 8:00 0.21� 23 2.t? 0.650 '.?97 1 2R7�J2 7:00 0113 2� 2.13 0 630 :.166 16 1�13�t3 2�00 0.210 25 2.01 U.610 :.206 28 11�18i73 9:00 0.20? i't 1.96 0.l90 ;.276 9 1226�)!23:00 0.2V6 21 1.89 0.170 :.173 10 12�02i1S 20:00 0.206 28 1.82 0.150 :.190 33 8/�6�77 2:00 0.203 29 1.76 0.130 :.2fi� 11 9/12i7819:00 0.19� 30 1.7G 0.41U :.?2s 21 9N8�1915:00 0.19; 31 1.61 0.39G '.26[ 16 12�11�)911:00 0.191 3? 1.59 0.37t u.25f ;3 11/Tl/BO11:00 0.130 3's l.il 0.35[ 9.36[ � 1NB6/El 0:00 6.190 ?! 1.19 U.33C �.216 17 1N2B�6216:C0 U.1B? 35 lA5 0.310 0.20: i9 1N3iB� 1:00 O.1B? 36 1.11 0.291 C Ifii 14 N06iBs 22:U0 O.IBti 3i 1.3� C2?1 t 252 :6 lilE�9b 16:00 0.181 38 1.33 C.26: f.299 6 1a16�8d 0:00 0.181 39 1.38 C.23: [.129 14 L11�88 0:00 U.113 IU 1.27 �.211 C.16� 16 &�21i9?17:00 O.1T3 Il 1.N 0.191 0.42: 1 v09i90 6:�G U.111 a: 111 0.111 0.38U 3 ll�N�90 P:�U U.16S 13 1.18 0.151 0.19? 3C li2ii9?15:00 0.16i !4 1.15 U.131 f.12i SU :2�10i9? 6:�0 0.166 16 ;.12 U.11: [.41 18 ;1�3�/93 2i:0� 0.163 16 i.10 8.09: P.19? 31 iv3�i9� 1:00 0.161 11 1.Oe 0.011 f.211 i� vOR�9610:0U 0.111 IB 1.05 O.OSi [.2l1 1B 1i02i97 6:00 0.129 19 1.03 0.031 G.t63 12 1N0l�9116:00 0.121 SO 1.01 U.OI: famted l�aFs 0.11d 18[.DO 0.930 c��[� a�� S�.oa o qao i.a�puted Peaks 0.36i 2'..00 �.9ot Cawted PeaFs 0.313 1fi.00 0 9JC Cawt�Peaks 0 302 fi.00 0 616 Cawt�Peaks 0.273 :.00 0.800 Ca�t�E2aks D?ll �.00 0 SJ� i,ao�t�Eza}s 01i6 :.30 7:3: � � �!��I`� �' ':_htr�`t� '�-.ai.aiko�2 !�R�i�o�o�MCa �,,UPIri._ -�.- - � -� ...___- Q��li�� _ � ��r '� � � S , �'3:H%" 100 year post developed peak Q=0.446 cfs inflow to flow control n, `� �-, Compute and plot probability exceedence performance curves 0 � roouf.dur � �arc�tdur + � f , � R � �. � �� ,. _ � �'�Y��y n � - � 0 .___ `�. � � ��, � � _ �, � C�.y � = o �'n�� _ � 0 M W �� `� ,^ �v O 1'' O � I I '. I �' ��. I I I I �. . I � I �I I ��.. �I . I 10� 10�� 10� 10�3 10�� 10�� 10° Prob�i�y E�de�ce � , � , � � j fi�� Compare durations exceedence , _ _ _ _ _ _ _ � i� . Taols�aduie - .. � ieai9s:s Tmis Cman'_ 'SHPIPE F:ov Gua:ions iaadinc Ti�e Seri�File�is'�i�tsf S� i.mputing Uuati�s:Cmpieted fs:60 Cmprting Auati�s:trnpieted Yr:60 Durat.o�Cmpazism l�ayisis 6ase:ile eaisti�g.tz: !ev File rdcat.tsf :mratio�C�s?arisoo Cm�tec a�Sav� (k�mit Fiie:o�paze ptr. analris Twls i�and �74�to itea:ais�eenu &eteaiim/Deteat:�F�_litc fks:� FA:t Faciiitc � � i y; � �-� , - �r��1`f'�`�tt�,•`F'r *- �-�* -- - , . , _: � _ : , � ,.7LO i Il1C5 S i] : . ---Fraciien o'.ii�e---Cexk of Tol�a�ce- - �toff � Aev Y.Chanae Prohebilitp nase Hev�hange �I �.011� 6.10E-01 U.79E-02 -23.6 �� O.IUE-Ol 0.017 G.OH -17.i I 0.023� [.62E-02 0.61E-0� 10.0 0,62E-02 0.023 f.021 3S 0.029� �19E-02 U.2BE-�2 -2.6 D 29E-0? 0.�29 L.029 -0.? O.U36� f.17E-02 0.22E-0� 28.B 01➢E-02 O.Q36 f.039 S.Z O.D4:� f.11E-02 �.11E-�2 33.1 , �.11E-02 D.0�1 C.041 8.0 D.D11� G.67E-03 0.89E-�3 31.2 i �.61E-D3 �.G47 0.�6[ o.E O.Oi3 � 0.!{E-03 �.62E--03 1�.7 I 0.l4E 93 J.GS3 O.OSE I t 0.069 � C.30E-03 7.21E-03 -1:.4 � 0.30E-83 8.059 0.06£ -].� 9.D66 I C.?lE-�3 �.12E-03 -41.1 � 0.21E-0? �.06i 0.961 -�1 �.�71 � O.IIE-�3 7.37E-Gd -07.3 � O.11E-03 0.0�1 O.U6� �; OA,'6� 0,�9E-7� 7.23E-C6 -36.2 � �.SiE-01 �.090 0.069 -1�� D.79�� 0.3?E-0� 0.23E-fS -92.9 � 0.32E-@� �.032 0.�11 -13.� 0.�8&I �.68E-OS O.00E+00-1UC.0 � 0.68E-0� C.098 0.�16 -t6A �.994 I 0.23E-US �.00E�OU-10Q.0 I 0.23E-Of f.091 0.08� -1[.7 daainu p�itiae eeausim=0.001 cfs(11.�;� xc�uri�g a.0 032 cfs�tbe�se Dau:esistiea.tsf and at 0.03n cfs o�tne Hev�ta:rdout.tsE tlaaiiue neaati�e e¢vrsia�=]UOa cfs(-21./"ii xcmxing ai 0.0?8 cfs m the�se Jaca:eaistina.tsf �at D OL cfs c�the. Vec>_.e raT�t tsf , ;��j �a - --- -- --- l'1�7J-�� •_1�6u-Nu�et0. ��tf.ai�DcQUt�[�. I,KQ(1��ja'-I�:t i 3.: - - F� ��}��t��"536�1', _ _. .� . . -- -_. ��-- To..._�.____ __� _. _ _ r � � , Although level 2 flow control is based on matching durations, not peaks, peak outflow from the detention facility is computed below. �� '__� e x�rts e��a - _ � ��r��i�raors�ie � � �;�:5 r�u:,�a fmpate FF1$5 and Floe F�cia i ioadinc Ti�e Saies File:idoat.tsf S� [ F1cQ Fraqoeocy inairs:s Ingieatsao I:?CaeEfic�ts � T:�e Seria File rdw:tsi Mea�= -1.SB5 Stges= O,i80 Praiect Incatim:5ea-iac 9�er= 0-C?S � Fimamcies�Peets saved to File:rdout.pks :� � � �'�'r,r �:•- a u �''�.�� . -. tlilfl't!C. ,4rr�r�; �� fi �� ., �> _ ,_, ,.: , ., „-: ,....� , ;.: a. "'G"G��iif.�3�'fiEbr'0"��'d'?,�7�"��"i t-S9 - �; C.OI:� il i�i7/7l 3:C0 0-C24 I.Sti :. :.�'t C.570 - OA21 31 12/lU/)B 16.00 O.C28 1.31 i3 i.2't 0.660 0.062 6 3/8��12:00 O at° 1.2$ i4 2.13 0.63D �.048 12 12R6/�2 d�0 OA26 116 26 2.01 0.610 0.026 26 1/18/7418:00 0.025 1.21 i6 1.96 0.490 0.013 �i 1/1lri 18 G0 O U26 l.2. 2i 1.84 0.{)0 0,013 36 12/01/Ti 20 00 0 026 1.2: 28 1.8� G.460 � � ' 0.010 SO 8/26/7? 9.00 O.U26 4.20 29 L76 0.430 u.039 18 12n6r118:OD O.C21 Li9 30 1.70 0.�10 U.OIl IB 2/13/1913:00 O.G21 1.12 31 1.b4 0.?90 � O.OiB 6 12/17/�9 20 OD 0 020 1.11 3? I.64 0.710 ; 0.021 30 12�l0/89 22:00 0 017 4.U9 33 1.54 0.360 ; 0.048 13 1D�OW8:19 00 �016 {.OE 34 1.�4 �.370 � 0.021 2? 1�08i8) 3:00 O CH 1.06 36 1.4i 0.31U ; 0.012 14 12/13BJ 8:00 0 C13 3.96 36 1.{I U.291 j 0,012 13 11�12/84 2:00 0 013 3.81 ?7 1.37 0.21i O.U21 2l 1/19/8i 13:U0 0 C13 3.1� 38 1.33 0.2Si �.U63 9 11r1U8o 9:00 0.013 3.69 39 1.30 U.231 1 0.013 11 12/10/8? 9:00 0.013 7.51 10 1.27 0.211 i 0.012 IS 11r15/86 2:U0 0.013 7.18 !1 1.2! 0.191 i 0.061 3 1N9�90 16 U0 O G12 7.18 12 1.21 0.171 ! �.0�3 e 11�2l�9016:00 0.012 3.1" 13 1.13 0.161 j 0.029 22 1�l1�9: b:OJ 0.012 3.13 Il 1.1's 0.171 j 0.011 1� 1�[W93 8:00 0.012 3.12 16 1.1' U.111 ! O.O1D 1? 2/18/91 P:00 �.012 3.0' lo I.1D 0.�91 � 0.049 11 12R�/91 1:00 0.011 2.16 �1 1.06 0.071 ; 0.010 2 2/09/90 I:UB 0.011 2.56 48 1.Oi 0.061 0.058 B 1N2/9'12:OD 0.010 2.32 4? 1.OJ D.D31 �.013 10 1R6�98 1:07 0.010 2.2� 5D 1.0'. D.OII Cmpetei Paai�s 0 119 5.11 100.0� 0.990 ted F�ks O U99 5.11 b0.08 D.9@0 �' Capated Peeics 0.081 5.10 26.0� D.96U � Cmpated FLdics O.OoO �.09 1Q98 0.9U0 (mpnted Peaics O.OaS I.B9 8.OD O.BiS � Cmpated P�ics 0.046 1.69 5.0� O.BfU �i tmpeted"reais �0'6 d.2o 2.0� 7 6(U - i,mpu:ed�eais O OIE I.D"o 1 3J L2:1 - - --- ---- - - ��C{��'� ►,�z•riuos.,. �,�zxnmwE.. �6�KrnTs,mu . I�Ka.: . ,�jK�rkat,�,,. ' _. ::_- � �a+��+:��i�'!�!`'i>:�r �._..�. . _ t.�..�..,�.�..,..,.,��._..--. -- -_ 100 year Post devefoped outflow from flow control facility= 0.119 cfs " .t Detailed tabular summary of the pre and post developed conditions ; Item Pre-developed Post developed pond outflow ! Till forrest 1.4 ac(includes 116th improvements) j Till grass 0.72 ac(includes 116t`'improvements �� Impervious 0.68 ac (includes 116th improvements i I 100 year peak flow 0.111 cfs 0.119 cfs 50 year peak flow 0.098 cfs 0.099 cfs 25 year peak flow 0.084 cfs 0.081 cfs 10 year peak flow 0.067 cfs 0.060 cfs 5 year peak flow 0.053 cfs 0.045 cfs 2 year peak flow 0.034 cfs 0.026 cfs 1.3 yr pk flow 0.023 cfs 0.016 cfs :c �y KCRTS Documentation File Ret2ntioniDetention Facil��v Type of Facility: Detention Pond Side Slope: 2.22 H: lV Pond Bottom Length: 73.25 ft Pond Bottom Width: 23.06 ft Pond Bottom Area: 1689. sq. ft vs 1689 measu��c @ el 48i. ^ Top Area at 1 ft. FB: 5439. sq. ft vs 5431 measured @ el 488 . 4 0. 125 acres Ef�ect�ve Storage Depth: 5.70 ft Stage 0 Elevation: 481.80 ft Storage Voiume: 17791. cu. ft 0.408 ac-ft Riser Head: 5.70 ft Riser Diameter: 12.00 inches Number of orifices: 3 , Full Head Pipe C_�fice # Height Diameter Discharge Diameter (ft} (in) (CFS) (in) 1 0.00 0.50 0.016 2 4.05 1. 00 0.035 4.0 3 4.35 0. 88 0.024 4.0 Top Notch Weir: None �utflow Rating Curve: None ��ge E�evation Storag� Discha--ge Ferco�atior_ Surf -ea !f'�j {ft; (cu. ft; (ac-ft) (cfs) (cfs; {sq. f�i Q. 00 481.80 0. O.00C 0.000 0.00 1689. ��. Ol 481.81 17. 0.000 O.00i C.00 1693. ��. C2 481.82 34. 0.001 0.001 0.00 1698. C. C3 481.83 51. 0.001 0.001 0.00 1702. 0.04 481.84 68. 0.002 0.001 G.00 1706. C . O� 481.85 85. 0.002 0.001 0.00 1710. C. 16 481. 96 276. 0.006 0.003 0.00 1758. C.27 482.07 4?2. 0.011 0.004 0.00 1806. C . 38 482. 18 673. 0.015 0.004 O.00 1854. C. 49 482.29 880. 0.020 0.005 O.00 1903. C . ei� 482.41 lill. 0.026 0.005 0.00 195i. C .?2 482.52 1329. 0.031 0.006 0.00 200i. C . 83 482. 63 1553. 0.036 0.006 O.00 2C57. C: . 94 482.74 1782. 0.041 0.007 0.00 2108. "� .�5 482.85 20?i. 0.046 0.007 0.00 2160. i. 16 482. 96 2257. 0.052 0.00� 0.00 2212. 1 .28 483. 08 2526. 0.058 0.008 0.00 2269. ,i .39 483.19 2778. 0.064 0.008 0.00 2321. ,�.SC 483.30 3C37. 0.070 G.00� 0.00 2375. l. bl 483.4� 3301. 0.076 O.OQ9 0.00 2429. '�.72 483.52 3571. 0.082 0.009 0.00 2483. 1. 84 483. 6� 3873. 0.089 c.oc5 O.OG 2543. 1 . 95 483.75 4155. 0.095 0.009 0.00 259�. : . 06 483. 86 44�4. 0.102 G.O10 0.00 265� . ;� t N �, 2.17 483.97 4739. 0.109 0.010 0.00 2��0. 2.28 484.08 5040. 0. 116 0.010 0.00 2766. 2.39 484.19 5348. 0. 123 0.010 0.00 2824 . 2.51 484.31 5690. 0.131 0.011 0.00 28E6. 2.62 484.42 6C11. 0.138 0.011 0.00 29��. 2.73 484.53 6338. 0. 146 0.011 Q.00 300�. 2.84 484.69 b6i2. C.153 0.01� 0.00 3062. 2. 95 484.?5 7012. G. 161 0.012 0.00 312�. 3.06 G84.86 73�9. C.169 0.012 0.00 3182. 3. 18 484. 98 7�44. C.l?8 Q.012 0.00 324€ . 3.29 485.09 8�05. 0.186 C.012 0.00 3309. 3.40 485.2C 8472. 0.194 C.013 0.00 337i. 3.51 485.31 884�. 0.203 0. 0�3 G.00 343�. 3. 62 485.42 9228. 0.212 0. 0�3 0.00 349�. 3.?4 485.54 9651. 0.222 0. 013 0.00 356� . .s.85 485.65 10047. 0.231 O.Oi3 0.00 362; . 3. 96 485.76 10449. 0.240 O. C�3 O.00 369:. 4 .05 485.8� 10784. 0.248 O. Oi4 0.00 3744 . 4 . C6 48�.86 10821. 0.248 0. 014 0.00 3?5��. 4 . G7 485.8? �0859. 0.249 O.C�4 0.00 3?5E. 4 .08 48�.88 10896. 0.250 0.0�5 0.00 376�. 4 . 09 485.89 10934 . 0.251 0.0�7 0.00 3?6� . 4 . 10 485.90 10972. 0.252 O.C19 0.00 37i4. 4 . 11 48�.9' 11010. 0.253 O.G21 O.00 37�Q. 4 .�2 485. 92 11047. 0.254 0.021 G.00 378�. 4.��3 485.93 11085. 0.254 0.022 G.00 3?91. 4 ."�4 485.94 11123. 0.255 0.022 O.OQ 3?9?. 4 .26 486.06 11583. C.266 0.026 O.00 3868. 4.35 486.15 11934. 0.274 0.029 0.00 392�. 'i.J U '�i O O.1 O 1 1 7 I J. V.G /J U.U L y . U.UU .3yLC 4.3? 486.17 12012. G.27E 0.03C C.00 3934 . 4 .38 486.18 120�2. 0.277 0.031 C.OG 394U. 4 .39 48E.19 12091. 0.278 0.032 C.00 3946. 4 .40 486.20 12�3i. 0.278 0.035 C.00 3952. 4 .41 486.21 12�70. 0.279 0.036 C.00 3958. 4 .4� 486.22 122"�0. G.280 0.03G C.00 3964. 4 .53 486.33 �2649. 0.290 0.042 0.00 4G31. 4 . 65 486.45 i313i. 0.302 0.047 0.00 4104. 4 .76 486.56 '�3593. 0.3�2 C.051 G.00 41?1. 4 .87 480'.6? :4055. 0. 323 0.055 0.00 423G. 4 . 98 486.78 �4525. 0.3.�3 0.058 G.00 4307. 5.09 486. 89 "�5003. 0.344 C.061 0.00 437�. 5.21 487.Oi 15532. G.35, G.064 0.00 445�. 5.32 487.12 16026. 0.368 C.06? 0.00 4522. 5.43 48?.23 1652?. 0.379 C.069 0.00 459�. 5. 54 487.3� 17036. 0.391 C.072 0.00 466:. 5. 65 487.45 1?553. 0.403 C.074 0.00 4739 . 5. 70 48"'.50 17791. 0.408 G.07� 0.00 47E; . 5. 80 487.60 182i1. 0.419 0.385 0.00 4�3� . 5. 90 4�7.70 187�i . 0.431 0. 950 0.00 4898. 6. 00 487.80 1925G. 0.442 "_. 680 0.00 4964 . 6.�0 487.90 1975C. G.453 2.480 0.00 503i . 6.20 48E�.00 2C256. C.4E5 2.760 G.QO 5Q98. 6.30 488.10 2C770. C.4?7 3. 020 0.00 516�. n'.4C 488.20 Zi29C. 0.489 3.250 0.00 523?. b. �0 488.30 2�8�6. 0.50- 3.470 G.00 53C1. b. C�'� �"�� . 4� �L3��'. �'.�i3 _S. b�Sn �.�� J�'�. h O I 6.70 488.50 22890. C.525 3.88C 0.00 5439. 6.80 488.6G 23438. 0.538 4 .06C 0.00 5508. 6. 90 488.70 23992. C.551 4.240 0.00 55?8. 7.00 488.80 24553. 0.564 4 .410 0.00 5648. 7.10 488.90 25122. 0.577 4 .570 0.00 57�9. 7.20 489.00 25697. G.590 4 .73C 0.00 5790. 7.30 489.10 26279. 0.603 4.890 0.00 5861. 7.40 489.20 26869. 0. 617 5.040 0.00 5933. 7.50 489.30 2�466. 0. 631 5.180 0.00 6005. Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft} 1 0. 42 0.11 0.06 5.20 487 . 00 15475. 0.355 2 0 .24 ******* 0.07 5. 40 487.20 16369. 0.376 3 0.27 ******* 0.07 5. 30 487. 10 15929. 0.366 4 0.27 ******* 0.05 4. 79 486. 59 13722. 0.315 5 0.36 ******* 0.04 4.48 486.28 12441. 0.286 6 0.25 ******* 0.03 4.27 486.07 11630. 0.267 7 0. 15 ******* 0.02 9. 19 485. 99 1130b. 0.260 8 0. 16 ******* 0.01 3.76 485. 56 9707. 0.223 ---------------------------------- Route Time Series through Facility Inflow Time Series File:developed.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: 0.422 CFS at 6:00 on Jan 9 in 1990 I rcan vu�iiGw L1SC11dYyC: V.VO4 VrJ d� GU:UU OI1 reU y 1n 1yJi � Peak Reservoir Staae: 5 .70 Ft Peak Reservoir Elev: 487 .50 Ft ' Peak Reservoir Storage: 17805 . Cu-Ft . 0.409 Ac-Ft Flow Duration from Time Series Fiie:rdout.tsf Cutoff Count Frequency CDF Exceedence Probability CFS ° ° ° - s a s 0 .001 214206 48.905 48 . 905 51.095 0. 511E+00 0.004 39988 9.130 58 .035 41. 965 0. 420E+00 0.006 55180 12.598 70. 633 29.367 0.294E+00 0. 008 52743 12.042 82 . 675 17.325 0.173E+00 0. 011 37166 8.485 91. 160 8.839 0.884E-01 0.013 23060 5.265 96.425 3.575 0.357E-01 0. 015 12039 2.749 99.174 0.826 0.826E-02 0 .018 242 0.055 99.229 0.771 0.771E-02 0. 020 193 0.044 99.273 0.727 0.727E-02 0. 022 516 0.118 99.391 0. 609 0.609E-02 0. 025 627 0.143 99.534 0.466 0.466E-02 0. 027 476 0.109 99. 643 0.357 0.357E-02 0. 029 421 0.096 99.739 0.261 0.261E-02 0 . 032 112 0.026 99.765 0.235 0.235E-02 0 . 034 43 0.010 99.774 0.226 0.226E-02 0 .036 128 0.029 99.804 0.196 0. 196E-02 r ` 0.039 146 0.033 99.837 0.163 0.163E-02 0.041 95 0.022 99.859 0.141 0.141E-02 0.043 107 0.024 99.883 0.117 0.117E-02 0.046 97 0.022 99. 905 0.095 0.947E-03 0.048 80 0.018 99. 924 0.076 0.765E-03 0.050 53 0.012 99.936 0.064 0. 644E-03 0.053 57 0.013 99. 949 0.051 0.514E-03 0.055 36 0.008 99. 957 0.093 0. 432E-03 0.057 41 0.009 99. 966 0.034 0.338E-03 0.060 45 0.010 99. 976 0.024 0.235E-03 0.062 25 0.006 99. 982 0.018 0. 178E-03 0.065 26 0.006 99.988 0.012 0. 119E-03 0.067 9 0.002 99. 990 0.010 0. 982E-04 0.069 22 0.005 99. 995 0.005 0.479E-04 ' 0.072 8 0.002 99. 997 0.003 0.297E-04 0.074 7 0.002 99.999 0.001 0.137E-04 0.076 5 0.001 100.000 0.000 0.228E-05 0.079 0 0.000 100.000 0.000 0.228E-05 0.081 0 0.000 100.000 0.000 0.228E-05 0.083 0 0.000 100.000 0.000 0.228E-05 i I � 1 1 i � L�,►��.��.:� F��.�.crvo� S�-�2� K�! `�f; ; JtYI F� �_S��N �� r Max b f7(��.�D �P�11 h I'Du�, _ �r� ��!� ��S:,i{�ib�= O.'J�4 �FS —i j ��.t� � °.°:��,c A� T�u^� F�t�. A::..��v�? �� .� �—�i� ,� I �� F � a OUE.t FLOu� i��:Y f i��.I C�N I b��(�. � D �YC��P�P : D, 44(� �F� F�-:�t F!L �.3.4 H - 0.44` E�-� bA� 12' �'��7:. �_'�.+= "�r_� 0.,�` i1=Fil: - , - ._ . - - . - _ � ,.._�, _ - _ .. _ , r¢ $�= b.4�L � � � � y',!F II ��PT X � 'r ' I / \' or 1�� / �.. `�ltLk Vif 5 = 487. 4 �0�'i:.�uQw �txtt�t'rt�� t3�. �-E;�,►�' ��a� -"Z ' 1 M r f:.l�C-��.�t,U D UEfi,'=�..��,�,) ��)l�tu _ ��,�,�r_ � :��. '.'. ?�Jf � .._. "`>�� .� f1� �.�.1•L 0o H�:.(x D�V = �.q�}�� Fi � M��.� ��: � ��'1,5 = ToP � ce� i��f:_ � ��fT, �C�.1�kt� - L��L- ...�^ � Z, r(n � �R J _= f._k �� 1 � �su .?�--�u-.}�--� ` �1"�_.�; k=�:i C` G�-- C,+�� , � `+'4�, � ' '! -y �, .. . �S'�jti i �. . �. , r ' _ . �.'�I `Pr��ou�o�o � 11-Sc� ok ,`'•4� CM�.t?E--�:-u�:, V;,�� A �?.�L. t L�.D' = 4°07. c i` i'i,t,� 't�'�AR.G = �t E::•'.;�i � ! - !?tt,"s, ' , SECTION 5.� DETENTION FACILiT(ES t - Riser Overflow The nomo�raph in Figure 5.3.4.H may be used to determine the head(in feet)above a riser of given diameter and for a given flov►r(usually the 100-ycar peak flow for developed conditions). FIGURE 53.4.H R1SER INFLOW CURVES 100 � � 72 54 48 � � i : i � � i � � 42 I � ' � I I i j 36 ! � � � � i i ' 33 '� � � II I ; i i 3o j f � z� ; � i ; � � � 24 I ; N I s � � � 21 � � ' I ' � i � � � � � � 18 W w I ' 0`> ! p i ; G ,O i , � 4� I 15 w ; � - � ' I - .� ' � ! i � v ; , a - �2 - i ; , � ; � ; � I 1 : �o� � ! i I i ' � , I � I, ; ; � � , i ; ; � , ' i ' : ' o;.�--_...__.._-- --- � �o _ ___ HEAD IN FEET(measured from crest of riser) k__ ..__ � Q,�,��=9.739 DH�2 � Q„jn�=3.762 D2H'n ! -- Q io cfs,D and H in feet ,� , �_ Siope change occurs at weir-or�ce transition r, �' 1/24/'L00� 20�5 Surface Vvater Desien Manual - , _ . - :� '' ' S-48 � V. CONVEYANCE SYSTEMS ANALYSIS AND DESIGN Conveyance systems will include catch basins and pipes. KCRTS modeling using the 1� min time step for inflow to the pond indicate 25 year peak flov��s of�.971 CFS and 100 year peak flow of L�1 CFS. While the 25 year flow design is required for new conveyance systems,the backwater analysis uses the 100 year flow for those portions of the storm system from the detention pond outflow to the discharge point from the site as a conservative approach which assumes the pond is full at the time of the 100 year event. Note that projected 100 year outflow from the pond is substantially less at approximately 0.119 CFS. While the subject site will consist of 1.0 acres after ROW dedication, the 1.4 acre contributor�- drainage basin includes portions of 116�' Ave SE and this area is used to derive flows. Using the Rational Method as a quick check: A= 1.4 acre Area Impen�=0.68 acre, Area Pervious = 0.72 acre Cave= (0.68 ac x 0.9)+ (0.72 ac x 0.2)_ .756 (Cn lawn/landscape =0.2) I�;=2.5" Q=CIA = 0.756 x 2.5 x 1.4 =2.46 cfs A 12" smooth bore (n=0.012) @ 0.3% slope yields 2.2cfs at 3.lfps full flush velocit��. ?2 cfs>0.971 cfs : o.k. full flow velocit� 3.1 fps which exceeds 3fps min velocity: o.k. Since the rational method tends to over-estimate peak flows for larger areas,conveyance backwater analysis using the KCRTS modeling flows is providedA backwater analysis has been prepared using Hydraflow Software by Intellisolve which demonstrates the adequate conveyance capacity. Tail vvater elevations were assumed to be negligible at the rock pad outflow discharge point but were assumed to be the 100 year pond level at elevation 487.4 for downstream conveyance systems. - — — — — -- — - � i ; ; LA K6E+�I yD� F A I R WO O D EMERGENCY OVERFLOW CB /5 �E II CB W/BIRDCAGE r� � , , � TE 487.52 i `>� - ��, ,= ' � ' ?YPE II-48 IE d85.02 , ; '# ��. � "' TE 496�— 6' BLACK VINYL COATED P L T� �/21 ,113 �E �,.so . ;� �' � � qiAIN UNK FENCE � �� ,, , . . , . , . ��s�,�i :... L. ,(�� ei;'� _ � — — — � � 'LX6' W ' � i' D RO'CR`�— I 126'—tY� . 8� � .. � ,ao � � -- -------- — 6 ------- ------- - -- ----------------- 4513' 481.0 r � � �� 15' � � 'SF I i �5' DRAINAGE n� � I � � q�2AINAGE & � EASEMEN7 � T/DETENTION PONO i SEWER 4e WETPOND 477.5 TO 481. � ' i EASEMENT LOT� � R4"'M� VOL RE4D = 4039 CF � � LOT 8 � `� �.. VOl PF�OVIDED = 4179 4512 $F OETEN110N 481�7 TO 48� i 4509 SF CONTi�Of: MH � VOL R�QD/P VIDEO = i 6"0 ADS CONNECT I TYPE h 5�4' / i � � ROOF DOWNSPWi � RIM: 490.0 I (TYPICAL) W1LET: 481.7a I ; i 15' SAN CLEANWT SEE DETAIL GA11_ � I f SEWER ; i � �..�� j EASEMENT � (TYPICAL) � � If � � � N �I '�—�� —� ! I— -j y , _ — � .. � i' � _ . . ��•/' 4 �:.� ... � � _. . � .. . ' �.\:' - . � .� � ' � " - '�� ' . ��., ' . '+ �9 I : / ! \� 3 - I , s •� m ar _ 10 —1 = .3 i.i _.- . + _. . ( — ' , , J, . ,, l � � ; i. � � , N : . . � � .. I � i � il �. i � � ; Y _ 3 1 4� ,� 3+00 _ _ ,._ V�.. ,:;,. , , �2+00 j y.. ,�,., , , , , ,� �'s� � I 0 _ , . . , � � � „ . , _ - ai d ` I � ! I � �� .r. . '� . � �N k � .. � .. .. : ' v; � �. . , a. .. � . . .� . ; � , . . . .;. . . •. �'� - . _..� �' . - . i. d... e !• '': i ' ,f 0 �0 — — — — — — — — — — — — — — — — — , — —' ` I i CB/3 — TYPE I; S ! � C8/2 — ; STA 2+09.60 — 9.17'RT I ` /1—TYpE U � STA 1+00.00 — . �LT 6'0 ADS CONNECT � '�9•35 � CB/4 - TYPE I STA 1+ .00 - 8. RL �,TE 494.17 1 ROOF DOWNSPOUT IE 486.67 I �A�9.3560 - 9.17�LT TE 49�.1� 'IE 491.67 1 inch = SO ft. (Typ�CAL) IE 491.4 - LOt � � I I IE 486.85 I IE 486.35-E,1� ; I I I I i i � 46�8 SF � �.. � � ! 5' T❑ BE LOT 5 �0 4 � LOT 3 40B SF DEDICATED 4534 SF 4516 :SF I 4514 SF ADDITIONAL � I ROW � i I i i I � I I ; .1 . .,. ,. ....� ��_�_ i.,i . . � � -'� -. .-.., , — , ��,- - - - , , _ _ . •M.�a'') — — , , , ,, _ ; — . ,,; , - _ ,._ �,..� - - --- -------- ----- — I t r" I Lakeside Fairwood Short Plat ! KCRTS Mode(ing Create a time series and Compute peak flows for conveyance using 15 min time steps � _ �to n��ti �s c.� �are a�t�s�� r�c��t r�s�� e�o�t t�c��:s�-t�. i�pating S�ies:deael�vegamx.tsE F�uiaoa!5cale Faetor: 1.09 lkt�i�pe:Hist�u C�ting l�ai�ute Tve Series Fiie Irmdiag Ti�Series File:C�SipnHC D1id�SlTG1i8.xnf SO iill Gress 0.6i acces Scali� F:S� ]nauing Tiie Series Eile:C:�5iD1hF:DiT6�SIEIliH.iaf SO " iapecvious 0.72 a¢es ldding Yt:iO Totallrea 1.10 xtes Y � Pealc Uisrbar9e: 1.75�at ll:ls�0�29 u 1996 � 5t�im�iue Senes File:deaelape�mveg�.tst S( � r tiie Seria C,aputed � � ft.8[S fo�and t Fnta the lnal�sis i0DI5 tiodnie � � i iaalpsis Tm1S Ca�e F f�ute PF�85 aod r"iw Fre�cies laadin9 StageJDisc�ge cuae:deaelopedcavqae�e.tst : flw Fzeqamcy lnalpsis 3mPeanm III CoeEficieau I ii�e Saies Fiie:decel�ae9a�e.tl�an= -0.)71 St�ko� C.169 ; hoje�t Iacatia�:5�-Pac 9u.r- 1.181 i i�ia&Pafks saRd to File:deaeloped�maeqa�ce.pl� : I�I:I;E3,�i`.!�";. _',... dJr D-813 1 lOiBli9?Id:l6 0.23E SB 1.01 �.011 c�cea�;�: � �a u.��a Crnpeted Pealts 1.2i SO.DB �.988 Cumte�Pea'ts U.97. S�I, 0.%9 Capate�Peats U.TII 10.0& 0.980 ;mpatad Peaks 6.612 B.B� 0.9)' i.�pated Peaks O.SS9 S.BG 0.lBO Cm�putedPeaks U.390 2.OE O.SU� impatad Peaks U.31ti 1.3[ Q23i ��.:. - �7l'�'. �_�. � �� S�::t�. �a�,_-�r�; (�,;�-.,i � :-a�;. _i�r1- :s . : , �� ,s`,j}v'�s� ,;�... (�) (�) (3) (4) �5) (6) ��) �a) (9) (��) (11) Barrel Pipe Pipe Outlet Inlet Barrel Barrel Vel. TVN Frlction w;;+� Segment Q x'.Y�' Size "n" Elev. Elev. Area Velocity Head Elev. Loss CB to CB (cfs) (in) Value (ft) (ft) (sq ft) (fps) (ft) (ft) (ft) OUTLET 5 1.51 12 0.012 481.i�0 481.60 0.79 1.92 0.06 482.00 0.191132 5 CMH 1.51 12 0.012 481.60 481.70 0.79 1.92 0.06 482.75 0.051575 CMH POND 1.51 12 0.012 481.'70 480.00 0.79 1.92 0.06 482.95 0.042474 POND 1 0.97 ' 12 0.012 479.70 486.35 OJ9 1.24 0.02 487.40 0.026972 1 3 0.97 12 0.012 486.35 486.67 0.79 1.24 0.02 487.48 0.066979 3 4 0.97 1 12 0.012 486.G7 486.65 0.79 1.24 0.02 487.74 0.011267 ,k .1�:: .s�.�:, '� r ', 0.97 12 0.012 491.�49 491.67 OJ9 1.24 0.02 487.48 0.011267 ,.� ��FS�: �;� �� . �;, �ct*:-i:.:,,•za�i;�„i..: � f'-.,.� i id (12) (13) (14) (15) (16) (17) (181 (19) (20) �"�, �"�� •�"� Outlet Inlet Appr. Bend Junc. NC"aL Heatl � d ��f ' Control Conrol Vel. Head Head HW Ground ,. r'.� �. + ,�f ..a�'r . k��V., y L.oss Lt�� , Elev. Elev. Head Loss Loss Elev. Elev. Diff. �) 'i �ft),�� ' '��.£ -� (�) (ft) (ft) (ft) (ft) ��) (ft) (ft) �>ft P j� d$��i�1 "~ 0 03 r�, �` ' �; 482.69 482.41 0.06 0.00 482.75 7.25 1.00 3.14 �_... �.a,. s. .� � .... ' A62�i�3 0.03 ,�(� .,�` �,�, 482.88 482.52 0.06 0.00 482.95 7.05 1.00 3.14 �__. _.___.�.. �{3'�, (Ji� ; Q.03 r„ CS,�� , 483.tl8 480.85 0.06 0.00 483.15 6.85 1.00 3.14 .a 7� ,�mi r,:; ; ,, 1�,�'� � � 0.00 0.00 .�� '� C).01 �.�'i�. w` 487.46 487.00 0.02 0.00 487.48 6.69 1.00 3.14 d�'��il,,..4', 0.01 ;r�'��" ' �` r; 487.71 487.40 0.02 0.00 487.74 1.61 1.00 3.14 , �I��. � 0.01 *` b"�� .; 487.79 487.38 0.02 0.00 487.82 1.53 1.00 3.14 �-...-:.._..._: " --�� . , , �� 0.00 0.00 � ,r: w '� ��+�.�,8 W., r , 0 01 fi. :l`l� 492.71 492.40 0.02 0.00 492.75 1.42 1.00 3.14 � �C 0.00 0.00 .�. _ ,r�rv, � ,s" 0.00 0.00 � � � � �a �';`' �.0� 0.00 q.';k �.�Q �.0� '1 �,,..'..hP's.in{r.��_,�:�:: ., _ 0.�0 �.�� , ,�� . �� ; � ti, 0.00 0.00 , ',�, 7 � 0.00 0.00 i ,'�.�P, : . „r, . . .'i.�, 0.�0 �.�� b a '` 0.00 0.00 h ' .� aw 5.'x,r;,�� .�� 0.�� ;. ,�.k ,a, .,`.a,,- 0.00 0.00 0.00 0.00 �:= ....+�1 Kb Kj c Y sloE>e � HW inlet or outlet pipe surch. 0 0.0398 0.67 0.0048 0.81 0.81 482.69 outlet -7.27 yes 0 0.0398 0.67 0.0029 0.82 0.82 482.88 outlet -0.25 yes 0 0.0398 0.67 -0.0607 0.85 0.85 483.08 outlet -2.15 yes 0 0.0398 0.67 0.1547 0.65 0.65 487.46 outiet -0.13 yes �"� A � �, � 0 0398 0_67 0.0030 0.73 0 73 487 7�1 outlet 0 07 yes �'�;'d�y`�`� ' D 0.0398 0.67 . -0.0011 tl.73 0.73 487.79 outiet -0:17 yes � � ,r��{`r��, ' yes f� `��,� 0 0.0398 0.67 0.0100 0.73 0.73 A92.71 outlet -0:08 yes ,;�,,,,, ��. � � �.�� +•.,, 1 . � : � �� r��p ', VI. BASIN AND C011�I1VIUNITY PLANNING AREAS (N.A.) VII. OTHER PERIVIITS (N.A.) VIL EROSION/SEDIMENTATION CONTROL DESIGN Esc Plan Analvsis and Design Erosion Control BMP's shall consist of a construction limits,rock construction entrance,silt fencing and catch basin protection for downstream facilities. A full ESC design is provided as Sheet C2 of the construction aocuments. Construction Phasing - In order to prevent erosion and trap sediments within the project site, the following BMPs will be used approximately as shown on the ESC plan and in the arder described below: • Clearing limits will be marked by fencing or other means on the ground. • The catch basin insert shown on the plans shall be installed. • At the drivewav area the rocked construction entrance sha11 be installed. _ T'_"__1_`C__'_11 "__`7__ _11____'�i_ __""_"'i_"_ _"'J "__ ____i__"'_''ll l__ _11_____1 '"_` 1___1__"__ ' I�ILilUli Wlll IlUI DC 4.11V WCCl W WllC:CI1LI'ciLC dIlU IlU WdLCI Wlli DC 'c111UWCU LU pUllll U1J(:ilctC�'C onto the slopes. • Silt fencing will be placed along slope contours at the down-slope limit of clearing. • Temporary cover measures will be used as required per the ESC notes for wet-season construction. • Sediment trap and ditch convevance are included for the project. SWPPS (Surface Water Pollution Prevention Plan) Project Description- The Proposed Development consists of 8 lot single family residential project located at 18624 -116�' Ave SE on approximately 1.0 acres. Existing Zoning is R-8. The proposed residential development requires a nev�r public access road (SE 186�' Pl) and Frontage Road Improvements (116�' Ave SE) consisting of new sidewalks, curb and gutter and storm drainage. The site consists of a total of 1.0 acres after ROVi�' dedication and is currently developed as a single-family residence with garage, gravel driveway and landscaped yard. The proposed development will create 29,645 s.f. of new impervious surface. The Geotechnical Engineering Study b��Geotech Consultants, page 2, dated 6/19/2009 (see I�li appendix) indicates up to 7 feet of silty sand fill overlaying glacial till. There are no indications of closed depressions on the property. The anticipated volumes of grading cut and fill that are proposed are as follows: Cut <900 CY Fill < 400 CY Erosion Specialist. The project civil engineer ma�� be contacted in the event that construction observation is required. Contact information is as follo��s: Civil Engineer: Hagenson Consultants. LLC 6484-48`" Ave SR% Seattle, WA 981�6 Contact: Hal Hagenson, P.E. Ph: 206-938-6168 Email: H.Hagenson,�Comcast.net Existing Site Conditions: The propem has an existing single-famil� residence. garage, gravel driveway and landscaped yard. Existing Grades slope generally towards the center. Site slopes varS�between 2 and 40 percent. There are no indications of closed depressions on the propem�. Adjacent Areas: There are no immediate adjacent areas, including streams, lakes, wetlands, residential azeas and roads that might be affected by the construction project. Drainaae from the site Sheet flows northwesterly towards the adjacent single family residential parcel. Critical Areas- There are no critical areas in the site vicinity that would be impacted by the development other than the small steep slope area which is subject to a critical area exemption and may be developed and regraded and categon� 3 wetlands which are exempt and allowed to be developed. Soil: The Geotechnica( Engineering Stud� by Geotech Consultants. page 2, dated 6,�19!2009 (see appendix) indicates up to 7 feet of silty sand fill overlaying glacial till. Indications of perched groundwater tables are therein noted at between 4 and 7 feet depth Site soils are classified in SCS mapping as Alderwood gravelly sandy loam (AgC), 6 to 15°io slopes, hydrologic class C,till soils. Alderwood series have slov��permeabilih�: runoff potential is slow to medium and a moderate to server erosion hazard. Potential Erosion Problem areas: The site is slopes moderatel�� with alderwoad soils which have moderate to severe erosion hazard. Twelve Elements—Refer to the attached erosion and sedimentation control plan for each BMP and its location. s t-; t Construction Phasing: In order to prevent erosion and trap sediments within the project site, the following BMPs will be used approximately as shown on the ESC plan and in the order described belovv: • Clearing limits will be marked by fencing or other means on the ground. • The catch basin insert shown on the plans shall be insta.11ed. • At the drivewav area the rocked construction entrance shall be installed. • Runoff will n�' �- �, _. . -- �-�� . � . , ;� ,_. , �� -,:. . � ;� _ ��, : onto the slopes. • Silt fencing wil'1 be placed along slope contours at the down-siope linut ot cleariil: • Temporary c�ver measures ��ill be used as required per the ESC notes for «�et-� � construction. • SeC�lI]leIIt r�1�i:il,.ti�. 21I1� ll.�� :��Iilr�,, '�� .�_ t�� a� ��.�II?;�iL,l;'.'u 111 i�ii_ ��1:,1i. �.. «il�l:�i��_ E��'�,�.-- ��hicl� ��ill be cleaned before final acce}�tance. • Construction Schedule — The project constructio�� ill initiat: in the rall �f�O1� and �ti�ill tal:z approximately three to 6 months to complete. Financial Ownership Responsibilities: Bond iniormation is pmvided in the �11K. Engineering Calculations: There are no required calculations. �'/�� 7 �/ ,n'3'�S/ . .. zrP��v �J . i :,��-:�'� �� ,. ! j�-�'�`'r'^.�. r�.� j} ,�i., t �j s l ,/ ' I r � ' .� -- J� ' ..._ . �, �'" ' ,� It :��j� \ r ^ �Y Y �/j � 'j = �� ,�.'.� a'�> �1 � i � �� S� I ;� � — � i( X J� LZ�� _y `�% ��S� �� = L�'-�� { Z ' '�.1� �'�',; •� = f•. �, i'x�-='J -�� , r��r/W �9 "� - '�'laf��/ Q _�- . � � 1 �� - 7�'G�'�1 =�i , ��.,��:�� .� �� cS�n,��f '/� , '" `�i� � . 3 �:��.•�=�n�;��`r �►ve� �, � �,oo Z =�' �"��' � � �' -. � � < <_� � ��, - ��?�r�r��• :il��'� r��/;�/ ; `7 — ±; � � , �� . � �J X �t� �;�; i :, ��'� -��ti�; � �'�-� • � �, 3 i , r�< �; �'�l hZ� �t� _ �.. � ''r� an"S �} �'.. _A�, '�,�'-ia = .��'" .t` ' —" �� Y�`�dt�'�,"�_� �d a?� =Z� ��'-� �l h? ��'%n�;-tA� ��'! _��.�-� �� J� � { � ��i;=y;' ��s.:- �''�h�it�'� j _ ✓I �, ,�� :�r;��:�� :�, �,�,�� : f r�. > J IX. BOND QUANTITIES WORK SHEET, RETENTION/DETENTION FACILITY SUMMARY SHEET AND SKETCH, AND DECLARATION OF COVENAn'T City of Renton TREE RETENTION r�` WO RKS H E ET 1. Total number of trees over 6" in diameter' on project site: 1. 40 trees 2. Deductions: Certain trees are excluded from the retention calculation: Trees that are dead, diseased or dangerous2 trees Trees in proposed public streets 19 trees Trees in proposed private access easements/tracts trees Trees in critical areas3 and buffers trees Total number of excluded trees: 2. 19 trees 3. Subtract line 2 from line 1: 3. 21 trees 4. Next, to determine the number of trees that must be retained4, multiply line 3 by: 0.3 in zones RC, R-1, R-4, or R-8 0.1 in all other residential zones 0.05 in all commercial and industrial zones 4. 6.3 treeS 5. List the number of 6" or larger trees that you are proposing5 to retain4: 5. �-1� trees ' 6. Subtract line 5 from Jine 4 for trees to be replaced: 6. -�-7--�.7 trees (If line 6 is less than zero,stop here. No replacement trees are required). 7. Multiply line 6 by 12" for number of required replacement inches: 7. inches 8. Proposed size of trees to meet additional planting requirement: (Minimum 2"caliper trees required) 8. inches per tree 9. Divide line 7 by line 8 for number of replacement treess: (if remainder is.5 or greater,round up to the next whole number) 9. trees ' Measured at chest height. Z Dead,diseased or dangerous trees must be certified as such by a forester,registered landscape architect,or certfied arborist,and approved by the City. ' Critical Areas,such as wetlands,streams,floodplains and protected slopes,are defined in Sedion 4-3-050 of the Renton Municipal Code(RMC). ° Count only those trees to be retained outside of critical areas and buffers. 5 The City may require mod�cation of the tree retention plan to ensure retention of the maximum number of trees per RMC 4-4-130H7a C:\Documents and SettingslHalUvly DocumentslAutoCADD DocumentsUob NosU-IC��1?��I21� BUl RentonUaeger Engineering FileslFiles Transferred 2-15-12 by Litchfield EngineeringlLakesidelPrelimlTreeRetentionWorksheet.doca �voa Site Improvement Boind Quantity Worksheet . King County Department of Development 8 Environmental Services 900 Oakesdale Avenue Southwest Renton, Washington 98055-1219 For alternate formats, call 206-296-6600. 206-296-6600 TTY 206-296-7217 Project Name: Lakeside Fairwood Short Plat oate: 5/3/2013 �ocation: 18624 116th Ave SE, Renton, WA Project No.: 201210 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, I Forest Practice Permit Number: , (RCW 76.09) Page 1 of 9 Unit prices updated: 02/12/02 Version: 04/22J02 Renton B�ND QUANTITY WORKSHEET 2011-06-06.xlsx Check out trie DDES Web site Report Date: 5/3/2013 Site Im rovement Bond Quantit Worksheet I� p Y Unit #of Reference# Price Unit Gluantit Ap lications Cost ' EROSION/SEDIMENT CONTROL Nurnber Back(ill & cornpaction eil�bankinent ESC-1 $ 5.62 CY Check dams, 4"rninus rock ESC-2 SWDM 5.4.6.3 $ 67.51 Each 4 1 270 Crushed surfacing 1 1/4" minus ESC-3 WSDOT 9-03.9(3 $ 85.45 CY Ditching ESC-4 $ 8.08 CY 20 1 162 Excavation-bulk ESC-5 $ 1.50 CY Fence, silt ESC-6 SWDM 5.4.3.1 $ 1.38 LF 484 1 668 Fence, Temporar NGPE ESC-7 $ 1.38 LF Hydroseeding ESC-8 SWDM 5.4.2.4 $ 0.59 SY 4000 1 2360 Jute Mesh ESC-9 SWDM 5.4.2.2 $ 1.45 SY Mulch, by hand, straw, 3" deep ESC-10 SWDM 5.4.2.1 $ 2.01 SY Mulch, b machine, straw, 2"deep ESC-11 SWDM 5.4.2.1 $ 0.53 SY Pi in , tem orary, CPP, 6" ESC-12 $ 10.70 LF Pi in , tem orary, CPP, 8" ESC-13 $ 16.10 LF Pi in , tem orar , CPP, 12" ESC-14 $ 20.70 LF Plastic covering, 6mm thick, sandbagged ESC-15 SWDM 5.4.2.3 $ 2.30 SY Ri Ra , 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 1 1 1464 Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 $ 2,928.68 Each Sediment ond riser assembly ESC-19 SWDM 5.4.5.2 $ 1,949.38 Each 1 1 1949 Sediment trap, 5' high berm ESC-20 SWDM 5.4.5.1 $ 17.91 LF Sed.trap,5'high,riprapped spiliway 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" deep, level ground ESC-23 SWDM 5.4.2.5 $ 6.03 SY Sodding, 1" deep, sloped ground ESC-24 SWDM 5.4.2.5 $ 7.45 SY TESC Supervisor ESC-25 $ 74.75 HR Water truck, dust control ESC-26 SWDM 5.4.7 $ 97.75 HR WRITE-IN-ITEMS "*'"` (see paqe 9) Each ESC SUBTOTAL: $ 6,873.28 30% CONTINGENCY 8 MOBILIZATION: $ 2,061.98 ESC TOTAL: $ 8,935.26 COLUMN: A Page 2 of 9 Unit prices updated: OZ/12/02 Version: 04/22/02 Renton BOND QUANTITY WORKSI�EET 201 1-06-06 xlsx Check out tlie DDES Web sife Report Date: 5/3/2013 5ite Improvement �ond Quantity Worksheet Existing Future Public Ptivate Quantity Completed Right-of-Way Road Improven�ents Improvements (Bond Reduction�* &prainage Facilities Quant. Unit Price Unit Quank Cost Quant. Cost Quant. Cost Complete Cost GEN��tAL ITEMS Na. Backfill&Compaction-embankment GI-1 $ 5.62 CY 400 2,248.00 Backfill&Com action-trench GI-2 $ 8.53 CY Clear/Remove Brush,by hand GI-3 $ 0.36 SY 4840 1,742.40 Clearin /Grubbin /Tree Removal GI-4 $ 8,876.16 Acre Excavation-bulk GI-5 $ 1.50 CY 900 1,350.00 Excavation-Trench GI-6 $ 4.06 CY Fencing,cedar,6'high GI-7 $ 18.55 lF Fencin ,chain link,vin I coated, 6'high GI-8 $ 13.44 LF 310 4,166.40 Fencing,chain link, ate,vinyl coated, 2 GI-9 $ 1,271.81 Each 1 1,271.81 Fencing,split rail,3'high GI-10 $ 12.12 LF Fill&compact-common barrow GI-t t $ 22.57 CY Fill&com act-gravel base GI-12 $ 25.48 CY Fill&compact-screened topsoil GI-13 $ 37.85 CY Gabion, 12"deep,stone filled mesh GI-14 $ 54.31 SY Gabion, 18"deep,stone filled mesh GI-15 $ 74.85 SY Gabion,36"deep,stone filled mesh GI-16 $ 132.48 SY Gradin ,fine,b hand GI-17 $ 2.02 SY Grading,fine,with grader GI-18 $ 0.95 SY Monurnents,3'long GI-19 $ 135.13 Each 2 270.26 Sensitive Areas Sign GI-20 $ 2.88 Each Soddin , 1"dee ,slo ed round GI-21 $ 7.46 SY Surveying,line&grade GI-22 $ 788.26 Day Surve in ,lot location/lines GI-23 $ 1,556.64 Acre Traffic control crew(2 fla ers GI-24 $ 85.18 HR �I Trail,4"chipped wood GI-25 $ 7.59 SY Trail,4"crushed cinder GI-26 $ 8.33 SY Trail,4"top course GI-27 $ 8.19 SY Wall,retaining,concrete GI-28 $ 44.16 SF Wall,rockery GI-29 $ 9.49 SF Page 3 of 9 SUBTOTAL 270.26 10,778.61 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Vefsion: 4/22/02 ' Renton BOND QUANTITY WORKSHEET 2011-06-O6.xlsx Check out the DDES Web site Report Date: 5/3/2013 5ite Improvement t3ona Quantity vVorksheet Existing Future Public Private Bond Reduction' Right-of-way Road Improvements Improvements R drainage Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost aOl�b IMPRdV�MENT No: ,` ��,;, AC Grinding,4'wide machine< 1000sy RI-1 $ 23.00 SY AC Grinding,4'wide machine 1000-200 RI-2 $ 5.75 SY AC Grindin ,4'wide machine>2000sy RI-3 $ 1.38 SY AC Removal/Disposal/Repair RI-4 $ 41.14 SY Barricade,type I RI-5 $ 30.03 LF Barricade,type III(Permanent) RI-6 $ 45.05 LF 20 901.00 Curb&Gutter,rolled RI-7 $ 13.27 LF Curb&Gutter,vertical RI-8 $ 9.69 LF 773 7,490.37 Curb and Gutter,demolition and disposal RI-9 $ 13.58 LF Curb,extruded as halt RI-10 $ 2.44 LF Curb,extruded concrete RI-t t $ 2.56 LF Sawcut,asphalt,3"de th RI-12 $ 1.85 LF Sawcut,concrete, er 1"depth RI-13 $ 1.69 LF Sealant,asphalt RI- 14 $ 0.99 LF Shoulder,AC, {see AC road unit rice) RI-15 $ - SY __ Shoulder,gravel,4"thick RI-16 $ 7.53 SY Sidewalk,4"thick RI-17 $ 30,52 SY 294 8,972.88 5idewalk,4"thick,demolition and dis os�RI-18 $ 27.73 SY Sidewalk,5"thick RI-19 $ 34.94 5Y Sidewalk,5"thick,demolition and dispos RI-20 $ 34.65 SY Si n,handicap RI-21 $ 85.28 Each Striping,per stall RI-22 $ 5.82 Each Striping,thermoplastic,(for crossw<alk) RI-23 $ 2.38 SF Striping,4"reflectorized line RI-24 $ 0.25 LF Page 4 of 9 SUBTOTAL 17,364.25 Unit prices updated: 02/12IO2 `KCC 27A authorizes only one bond reduction. Version 4/22/02 Renton BOND QUANTITY WORKSHFET 2011-06-06 xlsx Check out the DDES Web site Report Date: 5/3/2013 5ite Improvemen�ona Quantity v�orKsheet Existing Future Public Private Bortd itedUction"' Right-of-way Road improvements Improvements R Drainage Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost F20AD SURFACINQ, (a"Rock=2.5 6ase& 1.5"top course) For'93 KCRS(6.5"Rock=5"base& 1.5"top course) For KCRS'93, (additional 2.5"base)add RS-1 $ 3.60 SY AC Overla , 1.5"AC RS-2 $ 7.39 SY AC Overlay,2"AC RS-3 $ 8.75 SY AC Road,2",4"rock, First 2500 SY RS-4 $ 17.24 SY AC Road,2",4"rock,Qt .over 2500SY RS-5 $ 13.36 SY AC Road,3",4"rock, First 2500 SY RS-6 $ 19.69 SY 802 15,791.38 AC Road,3",4"rock,Qt .over 2500 SY RS-7 $ 15.81 SY AC Road,5", First 2500 SY RS-8 $ 14.57 SY AC Road,5",Qt .Over 2500 SY RS-9 $ 13.94 SY AC Road,6",First 2500 SY RS-1 $ 16.76 SY AC Road,6",Qty.Over 2500 SY RS- 11 $ 16.12 SY Asphalt Treated Base,4"thick RS-1 $ 9.21 SY Gravel Road,4"rock,First 2500 SY S-1 $ 11.41 SY Gravel Road,4"rock,Qt .over 2500 SY RS-1 $ 7.53 SY PCC Road,5",no base,over 2500 SY RS-1 $ 21.51 SY PCC Road, 6",no base,over 2500 SY RS-1 $ 21.87 SY Tliickened Edge RS-1 i $ 6.89 LF Page 5 ot 9 SUBTOTAL 15,791.38 Unit prices updated: 02l12/02 'KCC 27A authorizes only one bond reduction. Version: 4/22/02 Renton BorJD c�UAN7ITY woRKSHEET 2011 os-Osxlsx Check out the DDES Web site Report Date: 5/3/2013 Site Improvement I3ond Quantity Worksheet Existing Future Public Private Bond Reduction' Right-of-way Road Improvements Improvements 8 Drainage Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost Quanf. Cost Complete Cost DFtAIN�C3E (CPP=Corrug�ted,PlB�tic Pipe, N12 or Equivali?lit) , , , „ ,K ;�or�ulVert pric�:r,,qvera ;e:ot+�'�av�r,was�ssumed.Assurrie perfo�ated PVG is same price as solid i e: Access Road, R/D D-1 $ 16.74 SY 67 1,121.58 Bollards-fixed D-2 $ 240.74 Each Bollards-removable D-3 $ 452.34 Each 3 1,357.02 '(CBs Include frame and lid) CB Type I D-4 $ 1,257.64 Each 6 7,545.84 CBT eIL D-5 $ 1,433.59 Each CB Type II,48"dlameter D-6 $ 2,033.57 Each 2 4,067.14 for additional depth over 4' D-7 $ 436.52 FT 4 1,746.08 CB Type II,54"diameter D-8 $ 2,192.54 Each 1 2,192.54 for additional depth over 4' D-9 $ 486.53 FT 6 2,919.18 CB Type II,60"diameter D-10 $ 2,351.52 Each for additional depth over 4' D-11 $ 536.54 FT CB Type II,72"diameter D-12 $ 3,212.64 Each for addltional de th over 4' D-13 $ 692.21 FT Through-curb Inlet Framework(Add) D-14 $ 366.09 Each Cleanout,PVC,4" D-15 $ 130.55 Each Cleanout, PVC,5' D-16 $ 174.90 Each Cleanout, PVC,8" D-17 $ 224.19 Each Culvert,PVC,4" D-18 $ 8.64 LF Culvert, PVC,6" D-19 $ 12.60 LF Culvert,PVC, 8" D-20 $ 13.33 LF Culvert,PVC, 12" D-21 $ 21.77 LF Culvert, CMP,8" D-22 $ 17.25 LF Culvert,CMP, 12" D-23 $ 26.45 LF Culvert,CMP, 15" D-24 $ 32.73 LF Culvert,CMP, 18" D-25 $ 37.74 LF Culvert,CMP,24" D-26 $ 53.33 LF Culvert,CMP,30" D-27 $ 71.45 LF Culvert,CMP,36" D-28 $ 112.11 LF Culvert,CMP,48" D-29 $ 140.83 LF Culvert,CMP,60" D-30 $ 235.45 LF , Culvert,CMP,72" D-31 $ 302.58 LF Page 6 of 9 SUBTOTAL 20,949.38 Unit prices updated: 02/12/02 •KCC 27A authorizes only one bond reduction. Version: 4/22IO2 Renton BOND QUANTITY WORKSHEET 2011-06-06.xlsx Ci►eck out the DDES Web site Report Date: 5/3/2013 Site Improvement I3ond Quantity WorKsheet ' Existing Future Public Private Bond Reduction" Right-of-way Road Improvements Improvements DRAINAGE CONTINUED 8�Drainage Facilities Quant. � No. Unit Price Unit Quant. Cost Quant. Cost Quaht. Cost Complete Cost --- _----- ____ ------ - ----- --- - Culvert,Concrete,8" D-32 $ 21.02 LF -- --------- - ------__ ---- --- Culvert,Concrete, 12" D-33 $ 30.05 LF Culvert,Concrete, 15" D-34 $ 37.34 LF Culvert,Concrete, 18" D-35 $ 44.51 LF Culvert,Concrete,24" D-36 $ 61.07 LF Culvert,Concrete,30" D-37 $ 104.18 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 �i Culvert,CPP,6" D-41 $ 10J0 LF �i Culvert,CPP,8" D-42 $ 16.10 LF I Culvert,CPP, 12" D-43 $ 20.70 LF 398 8238.6 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 Ditching D-49 $ 8.08 CY Flow Dis ersal Trench 1,436 base+) D-50 $ 25.99 LF French Drain 3'depth D-51 $ 22.60 LF Geotextile,laid in trench,polypropylene D-52 $ 2.40 SY Infiltration ond testing D-53 $ 74.75 HR Mid-tank Access Riser,48"dia, 6'dee D-54 $ 1,605.40 Each Pond Overflow Spillway D-55 $ 14.01 SY Restrictor/OiI Separator, 12" D-56 $ 1,045.19 Each 1 1045.19 Restrictor/Oil Se arator, 15" D-57 $ 1,095.56 Each RestrictoUOil Separator, 18" D-58 $ 1,146.16 Each ' Riprap,placed D-59 $ 39.08 CY Tank End Reducer 36"diameter) D-60 $ t,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 9283.79 Unit prices updated: 02l12l02 "KCC 27A authorizes only one bond reduction. Version: 4/22/02 Renton BOND QUANTITY WORKSHEET 2011-06-06.xlsx Check out the DDES Web site Report Date: 5/3/2013 � Site Improvement i3o�nd Quantity Worksheet Existing Future Public Private Bond Reduction" Right-of-way Road Improvements Improvements &Drainage Facilities Quant. Unit Price Unit QU�nt. Price Quant. Cost Quant: Gost Com lete Cost �AFtKII�C3 LOT<SUitFAGING ,.: : .:: No. 2"AC,2"top course rock&4"borrow PL-1 $ 15.84 SY 2"AC, 1.5" to course&2.5"base cour PL-2 $ 17.24 SY 4"select borrow PL-3 $ 4.55 SY 1.5"top course rock&2.5"base course PL-4 $ 11.41 _ SY __ WRITE-IN-ITEMS ; (Such as detention�water uality vaults.) No BIRD CAGE WI-1 $ 1,200.00 Each 1 1,200.00 WI-2 SY WI-3 CY WI-4 LF WI-5 FT WI-6 WI-7 WI-8 WI-9 wi-io SUBTOTAL 1,200.00 SUBTOTAL(SUM ALL PAGES�: 33,425.89 42,211.78 _ 30%CONTINGENCY!f�MOBILIZATION: 10,027.77 12,663.53 GRANDTOTAL: 43,453.66 54,875.31 COLUMN: B C D E Page 8 of g Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 4/22/02 , Renton BOND OUAN T ITY WORKSHEET 2011-06-06.xlsx Check out the DDES Web slte Report Date: 5/3/2013 ' Site Im rovement Bond Quantit Worksheet '�� P Y Original bond computations prepared by: Narr►e: Hal Hagenson, �ace: 5/3/2013 PE Registratlon Number: 2'I283 Te1.#: 206-938-6168 Firm Name: Hagenson Consultants, LLC Address: 6484-48th Ave SW, Seattie, WA 98136 Project No: 201210 ROAD IMPROVEMENTS&DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS I PERFORMANCE BOND" PUBLIC ROAD&DRAINAGE AMOUNIT BOND"'AMOUNT MAINTENANCE/DEFECT BOND" REQUIRED AT RECORDING OR Stabilization/Erosion Sediment Control (ESC) (A) $ 8,935.3 TEMPORARY OCCUPANCY""" Existing Right-of-Way Improvements (B) $ - Future Public Road Improvements& Drainage Facilities (C) $ 4•3,453.7 Private Improvements (D) $ E�4,875.3 Calculated Quantity Completed (E) $ - Total Right-of Way and/or Site Restoration Bond*/'" (A+B) $ 8,935.3 (First$7,500 of bond"shall be cash.) Performance Bond*Amount (A+B+C+D) = TOTAL (T) $ 1Ci7,264.2 T x 0.30 $ 32,179.3 OR mimum on amou�n is . Reduced Performance Bond"Total "`" (T-E) $ 107,264.2 I! Use larger o x o or - (B+C)x Maintenance/Defect Bond"Total 0.25= $ 10,863.4 NAME OF PERSON PREPARING BOND*REDUCTION: Date: 'NOTE: The word"bond"as used in this document means any financial guarantee acceptable to King County. ""NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined whe�n 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 cc�sts are computed in this quantity. "•NOTE: Per KCC 27A,total bond amounts remaining after reduction shall not be less than 30%of the origfnal amount(T)or as revised by major design changes. SURETY BOND RIDER NOTE: If a bond rider is used, minimum additional performance bond shall be $ 98,329.0 (C+D)-E REQUIRED BOND`AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES Page 9 of 9 Unit prices updated: 02/12/02 Version: 4/22/02 Renton BOND QUANTITY WORKSHEET 2011-06-06.xlsx Check out the�DDES Web site Report Date: 5/3/2013 kING COUNTY. ��ASHiNGTON. SURFACE WATER DESIGN MANUAL STORMWA�'ER FACILITY SUMMAR�►' SHEET DDES Permit Number � {provide one Stormwater Facility Summary Sheet per Natiiral Discharge Location} �verview: Project Name ' Date � lC��` ��t��`�tc?'��:� ; �-� I)owustream Drainage Basins Major Basin Name a�� o��=�t-- Immediate Basin Name ��: ;-��-_ �`:.:.:LL�� Flow Controi: Flow Control Facility Name/Number � Faciiity Location 1 ��i - 11i�� .v E S= If none, Flow control provided in regionaVshared facility (give __ location) No flow control required Exemption number General Facility Information: Type/Number of detention faciiities: Type/Number of infiltration faciliries: I ponds ponds van)ts tanks tanks trenches Contral Structure Location ,GT s `tl�' �Dt'�a�Er� D F P�'��,�� ?��r; `'GuTL'�: MN- 7"f'��'`- �,:` Type of Control Structure �- Number of Orifices/Restrictions � Size of OrificelRestriction: No. I '!�" No. 2 �'1 No. 3 �!8" No. 4 Flow Control Performance Standard —=v=� � �'�P��= ��- " ..� �-:�.°��. ?0(TS Surface Water Design Manual i/1/OS � KiNG CnUNTY. �V.�SHINGT��N_ SURFACL• V��ATER DESIGN MANUAL Live Storage Volume �' ^`�l! `� Depth `= •� � Volume Factor of Safet}� -� Nvmber of Acres Served � - `� Number of Lots � Dam Sa€ety Reguiations(Washington State Depariment of Ecology) Reservoir Volume above natural grade �' Depth of Reservoir above natural grade Facility Summary Sheet Sketch All detention, infiltration and water quality facilities must include a detailed sketch. (1 I"x 17" reduced size plan sheets may be used) , i I , �I ,� , ' ; , ]/t/05 2005 S�ttface Watcr Design Manual 2 , � R/D FACITILY SKETCH 5— � — � 3 EMERGENCY OVERFLOW CB # TYPE II CB W/ BIRDCAGE TYPE II TE 487.52 TE 490.0 6' BLACK VINYL COATED � IE 481.60 SHED CHAIN LINK FENCE / 26'-12"� S- . 8� r- — ---- ------------------------- �,-, .. ----- � LOT 6 is� � � — �' DRAINAGE N 4513 SF EASEME�IT � � WET/DETENTI(1�N POND g � �aT',�� WETPONp 47I`/.5 TO 481.7 � � � `so °�W��.� � VOL REQD � 4039 CF LOT 7 I �o � � VOL PROVI�ED = 4179 4512 SF DETENTION' 481.7 TO 487.4 CONTROL MH VOL REQ�/PROVIDED = 17,7 TYPE II 54" — —4 - ,.��__�_ i / RIM: 490.0 I I OUTLET: 481.70 / SEE DETAIL GATE / 0 40 / WS — — — -" — — I — 1 — — — — �.� — � — — — —� �' �� 89. . . . • I C =... . i . . . . , v ' Q � ' � . ' � . � ' . � a . . � ' .a . ... .d �,� � .�e , , a� . . .� . d •�• ��'d - �� 4�O e\ . ' �: . . . • d. . � ,�. � ' . �. . , . . .e . d e / L_ / — — — — — — �— — — �— - � — '. — � 2+�00 -� 1+00 0+50 MH MH � � � � ' , .. . a. . • .a .. . .• . . . � .. .. �• .. ., .. ' � . : . '. " . � ,. 9�: e� a . , q � • .� " _ ..: . . a � � ,�. � � . . ; � . :, e . . . .� a .Q� ' . . • . • . . a . � � . � I - --- r — — --- — - - — _— - - — T � - - - - ; I i�1NG COUNTI'. 11'ASHIT�GTON. SURFACE WATER DESIGN MANUAL I V�ater Qualit��: � Type/Number of water quatit��facilities/BMPs: � biofiltration swale sand filter(basic or large) (regular/wed or conrinuous inflow) sand filter, Iinear(basic or large} I combined detention/wetpond sand filter vault (basic or large) (wetpond portion basic or large) sand bed depth (inches) cambined detention/wetvautt stormwater wetland filter strip storm filter flow dispersion wetpond (basic or large) fann management plan wetvault landscape management plan �� o Is facility Lined? oiIlwater separator If so, what marker is used above (baftle or coalescing plate} Liner? catch basin inserts: Manufacturer pre-settling pond pre-settIing structure: Manufacturer high flow bypass structure (e.g., flow-splitter catch basin) source controls Design Information Water QuaIity design flow Wate�Quality treated volume (sandfilter} Wate�r Quality storage volume (wetpool) '+^'"P (�=:�- '�� ` �"!`"�-(� Facility Summary Sheet Sketch Z005 Surface Water Design Manual 1/1/OS Z KiNG COUNTY, �'VASi�IINGTON. SURFACL• WATER DESIGN MANUAL I All detention, infiitration and water quality facilities must include a detailed sketch_ (11"x 17" reduced size plan sheets may be used) 'I _, , '� ij: �� II , j � -, I ' li � � _ i/1105 2005 SurFace VVater Design Manua! d Compietecf by: F�oUa.�tion Preveretion Teaan T"rtle: - Date: ; Responsible Officiaf: T'rtle: � Team Leader. Office Phone: a � Cell Phone#: t; Pager#: � � Responsibiiities: � � � � (1) T'rtle: � Office Phone: � Pager#: � Cei! Phone: ; Responsibil'�es: r � - � � (2} Tdle: j Office Phone: j Pagsr#: Cell Phone#: Responsibilities: i � � {: 2005 Scrrface Water Design I+�anuaf {CSWPP Forms) 'fl24/2005 Page 1 C�t� P�, MAINTENANCE AND DEFECT AGREEMENT(Two Years) Appiicant's Name and Address � For pubiic roads and drainage facifities Agreement Number Projed Number and Name Guarantee Amount Site Location/Section This AGREEMENT is made and entered into this day of , 19_, between the City of Renton, hereinaffer called the CITY,and the above named APPLICANT, hereinaffer calied APPLICANT. Basis for AGREEMENT: WHEREAS the undersigned APPLICANT has constructed publi; roads and/or drainage facilities in connection with the above-referenced project;and WHEREAS the APPLICANT has agreed to secure the successful maintenance and operation o` said improvements for the referenced projects pursuant to RMC 4-6--030 NOW THEREFORE, the APPLICANT hereby agrees and binds itself and its legal representatives, successors, and assigns as follows: Terms of the AGREEMENT: l. The improvements constructed by the APPLICANT or his representative shall successfully operate and shail remain free of defects in design, workmanship, materials, and design for a period of two years from the date of satistactory COfTlpl@ilOn OT ih2 improvemenTs or nnai piai approv�i, wtliCh@VCf i� iu`i@i. i�$ u58u ii i ii ii5 AGREEMEN7, the term "defects" includes but is not limited to, damoge resulting from construction activities and/or use during the two year period. 2. The APPLICANT is responsible for maintenance of the pubiic road and drainage facilifies, including the roadway surface for the two year period from the date of satisfactory construction approval or final plat approval,whichever is later. 3. In the event of any failure of the improvements to satisfactorily operate or in the event of a defect in design, workmanship or materials, the APPLICANT shall promptly and adequately repair and/or correct the failure o� defect. 4. The CITY will perform maintenance inspections during the two year period. 5. During the two year period upon notification by the CITY, the APPLICANT shall correct and/or make repairs to the right-of-way improvements within the time period specified by the CITY when defects in the design, workmanship, or materials occur. 6. In the event the CITY determines that repairs must be performed immediately to prevent risk to person(s) and properfy, the CITY may make necessary repairs and the costs of those repair�shall be paid by the APPLICANT upon demand. 7. The APPLICANT shall pay all required fees in accordance with Renton Municipal Code. 8. At the end of the two year period, the APPLICANT shall clean the drainage system prior to the CITY's final inspection. �� p� I Agreement Number Project Number and Name 9. If, at the conclusion of the two year period, the City of Renton, at its sote discretion, determines that the improvements are not adequately maintained, the APPLICANT shall perform prompt maintenance to the ClTY's satisfaction. In the event this maintenance is not performed within the time period specified by the CITY, the CITY wifl invoke the enforcement processes found in RMC 1-3. 10. Any failure by the APPLICANT to comply with the terms of this AGREEMENT in a timely manner shall constitute default. Any action or inaction by the City of Renton following any default in any term or condition of this AGREEMENT shall not be deemed to waive any rights of the City of Renton pursuant to this AGREEMENT. �. The APPLICANT shall indemnify and hold the CITY and its agents, employees and/or officers harmless from and shall process and defend at its own expense all claims, damages, suits at law or equity, actions, penalties, losses, or costs of whatsoever kind or nature, brought against the CITY arising out of, in connection with, or incident to the execution of this AGREEMENT and/or the APPLICANT's performance or failure to perform any aspect of the AGREEMENT. Provided, however, that if such claims are caused by or result from concurrent negligence of the APPLICANT and the CITY, its agents, employees and/or officers, this provision shall be valid and enforceable only to the extent of the negligence of the APPLICANT, and provided further, that nothing herein shall require the APPLICANT to hold harmless or defend the CITY from any claim arising from the sole negligence of the CITY's agents, employees and/or officers. 12. In the event that any party deems it necessary to institute legal action or proceedings to enforce any right or obligation �nder this AGREEMENT, the parties hereto agree that any such action or proceeding shall be brought in a courf of competent jurisdiction situated in King County,Washington. RPIP�75P Rgauirements: This AGREEMENT shall remain in full force and effect and shall not be released until all terms of this AGREEMENT have been completed to the satisfaction of the City of Renton. IN WITNESS THEREOF,the parties hereto have executed this AGREEMENT as of the day and year first above written. APPLICANT By Title Date Received for City of Renton By Date i rsnoi o __—�.�� :r,��_C:i,:�.: RECORDING REQUESTED BY AND �'HEN RECORDED MAIL TO: CITY CLERK'S OFFICE CITY OR RENTON 1055 SOUTH GRADY WAY RENTON, WA 98057 DECLARATION OF COVENANT FOR INSPECTION AND MAINTENANCE OF STORMWATER FACILITIES AND BMPS � Grantor: Grantee: Citv or Renton Legal Description: Additional Legal(s)on: Assessor's Tax Parcel ID�: IN CONSIDERATION of the approved City or Renton permit for application file No. LUA,�SWP relating to the real property("Property") described above. the Grantor(s). the owner(sl in fee of that Properh�. hereby covenants{covenantl with the City or Renton,a political subdivision of the state of Washington,that he/she(they)will observe, consent to,and abide by the conditions and obligations set forth and described in Paragraphs 1 through 10 below with regard to the Property,and hereby grants(grant)an easement as described in Paragraphs 2 and 3. Grantor(s)hereby grants(grant),covenants(covenant),and agrees(agree)as follows: 1. The Grantor(s)or his/her(their)successors in interest and assigns("Owners")shall at their own cost, operate,maintain,and keep in good repair,the Property's stormwater facilities and best management practices("BMPs")identified in the plans and specifications submitted to King County for the review and approval of permit(s)#: . Stormwater facilities include pipes, swales,tanks,vaults,ponds, and other engineered structures designed to manage stormwater on the Property. Stormwater BMPs include dispersion and infiltration devices,native vegetated areas,permeable pavements,vegetated roofs,rainwater harvesting systems,reduced impervious surface coverage,and other measures designed to reduce the amount of stormwater runoff on the Property. 2. City or Renton shall have the right to ingress and egress over those portions of the Yropern• necessary to perform inspections of the stormwater facilities and BMPs and conduct other activities specified in this Declaration of Covenant and in accordance with RMS 4-6-030. This right of ingress and egress,right to inspect,and right to perform required maintenance or repair as pmvided for in Section 3 below,shall not extend over those portions of the Property.shown in Exhibit"A." 3. If City of Renton determines that maintenance ar repair work is required to be done to any of the stormwater facilities or BMPs,Ciry of Renton shall give notice of the specific maintenance and/or repair work required pursuant to RMC 4-6-030. The City shall also set a reasonable time in which such ' work is to be completed by the Owners. If the above required maintenance or repair is not completed within the time set by the Ciry,the City may perform the required maintenance or repair,and hereby is given access to the Property,subject to the exclusion in Paragraph 2 above, for such purposes. Written notice will be sent to the Owners stating the City's intention to perform such work. This work will not commence until at least seven(7)days after such notice is mailed. If within the sole discretion of the ��i City;there eaists an imminent or present danger, the seven(7) day notice period will be waived and maintenance and/or repair work will begin immediately. 4. If at any time the City of Renton reasonably determines that a storrnwater facility or BMP on the Property creates any of the hazardous conditions listed in KCC 9.04.130 or relevant municipal successor's codes as applicable and herein incorporaxed by reference,The City may take measures specified therein. 5. The Owners shall assume all responsibility for the cost of any maintenance or repair work completed by the CiTy as described in Paragraph 3 or any measures taken by the County to address hazardous conditions as described in Paragraph 4. Such responsibility shall indude reimbursement to the Counry within thirty(30)days of the receipt of the invoice for any such work performed. Overdue payments will require payment of interest at the current legal rate as liquidated damages. If legal action ensues,the prevailing party is entitled to costs or fees. 6. The Owners are hereby required to obtain written approval from City of Renton prior to fillinR, piping,cutting, or removing vegetation(except in routine landscape maintenance)in open vegetated stormwater facilities(such as swales, channels,ditches,ponds,etc.),or performing any alterations or modifications to the stormwater facilities and BMPs referenced in this Declaration of Covenant. 7. Any notice or consent required to be given or otherwise provided for by the provisions of this .qgreement shall be effective upon personal delivery,or three(3)days after mailing by Certified Mail, return receipt requested. 8. With regard to the matters addressed herein,this agreement constitutes the entire agreement between the parties,and supersedes all prior discussions,negotiations, and all agreements whatsoever whether oral or written. 9. T'his Declaration of Covenant is intended to protect the value and desirability of the real property described above,and shall inure to the benefit of all the citizens of the City of Renton and its successors and assigns. This Declaration of Covenant shall run with the land and be binding upon Grantor(s), and Grantor's(s')successors in interest, and assigns. 3 10. T'his Declaration of Covenant may be terminated by execution of a written agreement by the Owners and the City that is recorded by King County in its real property records.IN WITNESS WHEREOF,this Declaration of Covenant for the Inspection and Maintenance of Stormwater Facilities and BMPs is executed this day of , 20 GRANTOR, owner of the Property GRANTOR owner of the Property STATE OF WASHINGTON ) COUNTY OF KING )ss. On this day personally appeared before me: ,to me known to be the individual(s)described in and who executed the within and foregoing instrument and acknowledged that they signed the same as their free and voluntary act and deed,for the uses and purposes therein stated. Given under my hand and official seal this day of ,20 Printed name Notary Public in and for the State of Washington, residing at My appointment expires I �-_ �<<�`'��!�J:L? _ Return Address: City Clerk's Office City of Renton 1055 South Grady Way Renton,WA 98057 Title: DRAINAGE EASEMENT Property Tax Parcel Number: Project File#: Street Intersection or Project Name: Reference Number(s)of Documents assigned or released: Addit�onal reference numbers are on Page Grantor(s): Grantee(s): 1. 1. City of Renton,a Municipal Corporation Additional legal is on page of document. (Abbreviated legol description MUST go here.J � LEGAL DESCRIPTION: ' That said Grantor(s),for and in consideration of mutual benefits,do by these presents,grant,bargain,sell, convey,and warrants unto the said Grantee,its successors and assigns,an easement for drainage with necessary appurtenances over,under,through,across and upon the following described property(the right- of-way)in King County,Washington,more particularly described above. For the purpose of constructing,reconstructing, installing,repairing,replacing,enlarging,operating and I maintaining storm drainage lines and manholes,together with the right of ingress and egress thereto without prior institution of any suit or proceedings of law and without incurring any legal obligation or liability therefor. Following the initial construction of its facilities,Grantee may from time to time construct such additional facilities as it may require. This easement is granted subject to the following terms and conditions: 1. The Grantee shall,upon completion of any work within the property covered by the easement,restore the surface of the easement,and any private improvements disturbed or destroyed during execution of the work,as nearly as practicable to the condition they were in immediately before commencement of the work or entry by the Grantee. 2. Grantor shall retain the right to use the surFace of the easement as long as such use does not interfere with the easement rights granted to the Grantee. Grantor shall not,however,have the right to: a. Ered or maintain any bui{dings or structures within the easement;or b. Plant trees,shrubs or vegetation having deep root patterns which may cause damage to or interfere with the drainage facilities to be placed within the easement by the Grantee;or c. Develop,landscape,or beautify the easement area in any way which would unreasonably increase the cosu to the 6rantee of restoring the easement area and any pri�ate improvements therein. d. Dig,tunnel or perform other forms of construction activities on the property which would disturb the compaction or unearth Grentee's facilities on the right-of-way,or endanger the lateral support facilities. e. Blast within fifteen(15)feet of the right-of-way. f. Erect fences in such a way as to prevent access by the Grantee's vehicles to the Grantee's facilities. Any fence construction must provide for an opening{gated,removeable sections,barriers,etc.}of at least ten(10}feet in width. This easement shall run with the land described herein,and shall be binding upon the parties,their heirs, successors in interest and assigns. Grantors covenant that they are the lawful owners of the above properties and that they have a good and lawful right to execute this agreement. By this conveyance,Grantor will warrant and defend the sale hereby made unto the 6rantee against all and every person or persons,whomsoever,tawfully claiming or to claim the same. This conveyance shall bind the heirs,executors,administrators and assigns forever. IN WITNESS WHEREOF,I have hereunto set my hand and seal the day and year as written below. CORPORATf FORM Of ACKNOWLFOGMEIYT Notary Seal must be within box STATE OF WASHlNGTON )SS COUNTY Of KING ) On this day of ,20_,before me personally appeared to me known to be of the corporation that executed the within instrument,and acknowledge the said instrument to be the free and voluntary act and deed of said corporation,for the uses and purposes therein mentioned,and each on oath stated that he/she was authorized to execute said instrument and that the seal a�xed is the corporate seal of said corporation. Notary Public in and for the State of Washington Notary(Print) My appointment expires: Dated: Projed: Exhibit A Wo# Legal Description P�D GRANTOR: 5treet: I � :n s x w a m � X. MAINTENANCE AND OPERATIONS MA1�IUAL KING COL�NTY, Vl'ASHINGTON, SURFACE WATER DESIGN MANUAL r-. APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 1 - DETENTION PONDS Maintenance Defect or Prohlem Conditions When Maintenance Is Needed Results Expected When Component Maintenance Is Performed General Trash 8 Debris Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet(this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, ' there should be no visual evidence of dumping. Pnicnnn��s Veoetation Any ooisonous or nuisance vegetation which may No danger of poisonous vegetation or Noxious Weeds constitute a hazard to County personnel or the where County personnel or the public. pubfic might normally be. Coordination with Seattle-King County Healtfi Department Contaminants and Oil,gasoline,or other contaminants of one gallon No contaminants present other than Pollution or more,or any amount found that could: a surface film. (Coordination with 1)cause damage to plant,animal,or marine life; Seattle/King County Health 2)constitute a fire hazard;or 3)be flushed Department) dovmstream dunng rain storms. Unmowed if facifity is located in private residential area, When mowing is needed, GrasslGround Cover mowing is needed when grass exceeds 18 grass/ground cover should be ', inches in height. In other areas,the ge�eral mowed to 2 inches in height policy is to make the pond site match adjacent Mowing of selected higher use areas ground cover and terrain as long as there is no rather than the entire slope may be interference with the function of the facility. acceptabte for some situations. Rodent Holes Any evidence of rodent holes if facility is acting Rodents destroyed and dam or berm as a dam or berm,or any evidence of water repaired. (Coordination with piping through dam or beRn via rodent holes or Seattle/King County Fiealth other causes. Department) �, Insects When insects such as wasps and homets Insects destroyed or removed from I interfere with maintenance activities. Mosquito site. Mosquito controf: Swallow complaints accompanied by presence of high nesting boxes or approved larvicide mosquito iarvae concentrations(aquatic phase). applied. Tree Growth Tree growth threatens integrity of berms acting Trees do not hinder maintenance as dams,does not alfow maintenance access,or activi6es. Harvested trees shouid interferes with maintenance activity(i.e.,slope be recycled into mulch or other mowing,silt removal,vactoring,or equipment beneficiat uses(e.g.,alders for ' movements). If trees are a threat to berm firewood). integrity or not interfenng with access.leave trees alone. ?U0� Surface�'aterDesign Manual—.Appendiz A 1r2�3.-200� A-] APPENDIX A MAINTENANCE REQUIREMENTS FLOVI'CONTROL.COT�TVEYANCE.AND WQ FACIL.iTfES NO. 1 - DETENTION PONDS Maintenance Defect or Problem Conditions When Maintenance Is Needed Results Expected When Component Maintenance Is Perfortned Side Slopes of Pond Erosion Eroded damage over 2 inches deep where cause Slopes should be stabilized by using of damage is still present or where there is appropriate erosion control potential for continued erosion. measure(s);e.g., rock Any erosion observed on a compacted berm reinforcement,planting of grass, compaction. embankment. If erosion is occurring on compacted berms a licensed civil engineer should be consulted to resolve souroe of erosion. Storage Area Sediment Accumulated sediment that exceeds 10%of the Sediment cleaned out to designed designed pond depth. pond shape and depth;pond reseeded if necessary to control erosion. Liner Damage Liner is visible and has more than three Y.-inch Liner repaired or replaced. (If Applicable) holes in it. Pond Berms(Dikes) Settlement Any part of berm that has settled 4 inches lower Dike should be built back to the than the design elevation. Settling can be an design elevation. indication of more severe problems with the berm or ouUet works. A licensed civil engineer shoutd be consulted to determine the source of the settlement. Emergency Tree Growth Tree growth on emergency spiliways create Trees should be removed. If root Overflow/Spillway blockage probfems and may cause faifure of the system is small(base less than 4 and Berms over 4 berm due to uncontrolled overtopping. inches)the root system may be left feet in height. in place. Otherwise the roots should Tree growth on berms over 4 feet in height may ��moved and the berm restored. lead to piping through the berm which could lead A licensed civil engineer should be to failure of the berm. consulted for proper bermispiltway �BSiufSiiG�i. Emergency Rock Missing Only one layer of rock exists above na6ve soil in Repface rocks to design standards. Overflow/Spillway area five square feet or larger,or any e�osure of native soil at the top of out fiow path of spillway. Rip-rap on inside siopes need not be replaced. 1124J200� 2005 Surface Water Design Manual—Appendix A �_� APPENDIX A MAiNTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 4-CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem Condkion When Maintenance is Needed Results Expected When .� Component Maintenance is Performed General Trash and Debris Distance between debris build-up and bottam of All trash and debris removed. (Ind�es Sediment) orifice plate is Iess than 1.5 feet Structural Damage Structure is not securely attached to manhole Structure securely attached to wall wall and outlet pipe structure should support at and outlet pipe. least 1,000 Ibs of up or down pressure. Structure is not in upright position(allow up to Structure in correct position. 10%from plumb). Connections to outlet pipe are not watertight and Connections to ouUet pipe are water show signs of rust. tight;structure repaired or replaced and works as designed. Any holes--other than designed holes--in the Structure has no holes other than strudure. designed holes. Cfeanout Gate Damaged or Missing Geanout gate is not watertight or is missing. Gate is watertight and works as designed. Gate cannot be moved up and dovm by one Gate moves up and down easify and maintenance person. is watertight. ChaiNrod leading to gate is missing or damaged. Chain is in place and works as � designed. Gate is rusted over 50%of its surface area. Gate is repaired or replaced to meet design standards. Orifice Plate Qamaged o�Missing Control device is not worldng properiy due to Plate is in place and works as missing,out of place,or bent orifice plate. designed. Obstructions Any trash,debris,sediment,or vegetation Plate is free ot all obsvuctions and blocking the plate. works as designed. �"" �?:e�!ox��pe vbsiruciions Any trash or debns blocking(or having the Pipe is free of all obstructions and potential of blodcing)the overflow pipe. worlcs as designed. Manhole See"Detention Tanks See"Detention Tanks arxi Vaults"Table No.3 See'Detention Tanks and Vaults" and Vaults" Table No.3 2005 Surfacc Water Design Manual—Appendix A 1/24/2005 A-5 APPENDIX A MAINTENANCE REQUIRL•MENTS FLOVV CONTROL,CONVEYANCE,A;VD WQ FACILTITES NO. 5-CATCH BASINS Maintenance Defect or Problem Conditions When Mai�ertartce is Needed Res�ts Expe�ted When Componern Main6enance is performed -� General Trash&Debris Trash or debris of more than'r4 cubic faot which No Trash or debris located (Indudes Sediment) is located immediately in front of the catch basin imme�ately in front oi ptch basin opening or is blockireg capacky of the basin by opening. more than 10%. Trash or debris(in the basin)that exceeds�/a the No trash or debris in the catch depth irom the botiom of basin to irnert the basin. lowest pipe into a ait of the basin. f Trash or debris in any inlet or outlet pipe blodcing iMet and ouUet pipes free of trash or more than'/3 of iLs height. debris. Dead arrimals or vegetaGon that could generate No dead aramals or vegetation odors that could cause c�nplaints or dangerous present within the catch basin. 9ases(e.g..methane). Deposits of garbage exoeeding 1 cubic foot ir No condition present wiiich would vobume. attraCt�support the breedu►g of insects or rodenLs. Shucture Damage to Comer of frame excends more thar►'/+inch past Fr�ne is even with curtr. Frame and/or Top curb face into the streat(tf applicable). Slab Top slab has holes larger than 2 square inches Top sl�is free of holes and aadcs. or rradcs wider then'/,ir�('intent is to make sure�I material is nnming lrrto basin). Frame not sitting Hush on top slab,i.e., Frame is sitting flush on top slab_ separa6on of more than'/,inch of the frame irom the top siab. Cradcs in Basin Cradcs wider than f2 inch�d longer than 3 feet. Basin replaced or r�a'vad to design Wa11sJBWtom any evidence of soB partides er�teti�catch standards. .� I basin througF►cradcs.or mairN�P�on judges that strudure is trt�sound. Cc�cics wider man i4 inch�d longer than t foat No aadcs more than'/4 irxh wide at at the jant oF any inleUouUet pipe or arry the jant o€infet/outlet pipe. evidence of soa partides entering catch basin fhroughcracks. SettlemenU Basin has settled more tt�an 1 indi or has rotafied Basin�iaced or repaired to design N6salignme.nt more than 2)nches out of ali�ment. standartfs. Fire Hazard Presence of chemicals such as natural gas,oi! No flamma6le chemicals present_ artd g�oline. Vegetation Veg�atio�n grnwing avoss and bfoddng more No vegeb6on bloddng opening to than 1096 of the basin opening. basin. Vegetation growing in inleVoutlet pipe jarrts that No vegetatlon or root grovNh is more tlian 6 inches tall and less than 6 ind�es p�sent �- Pollulion Nonflammable diertpc�s of more than'!�cubic No poliution preser�other th� foot per three feet of besin length. surface film. Catch Basin Cover Cover Not in Ptace Cover is missing or oMy partiatiy in piace_Arry Catc*►basin cover is c�osed open catch basin reguires mairrtenar�ce. Lodcing Mechanisrri Mechanism c�not be opened by on Mechanism opens with pruper toofs. Not Working maintenance person with proper tods.Boffs inbo irame have iess than'/:inch of thread. Cover Ditficult to One maintenance petson carmot�nove I'id aRer Cover c�n be rertwved by ane Remwe a�pplying 80 Ibs.o�F 6ft:intent is keep oover from maint�ance petsor►. sealing off acoess to mainternanoe. L.adde� Ladder Rungs U�uaFe Ladder is u�afe due to missing nx�gs. Ladder meets design standards and misa6�xnent.rust.aadts.or sharp edges. allows mairrtenance person safe acc�ss. — 1/24/2005 2005 Surface Watcr Design Manua{-Rppendia A A-6 APPENDIX A MAINTL-NANCE REQU[REMENTS FOR FLOW CONTROL.CONVEYANCL- AND WQ FACiLITTES NO.5-CATCH BASiPIS �Ilairnenance Defect or Probiem Conditions When Mai�nce is Needed Resutts Expected Wheo __ Component MairMerrance!s perFormed Metai Grates Unsafe Grate Grate with opening wider than�!a inch. Grate opening meets design (If App6cable) Oper�ng standards. Trash and Debris Trash and debris that is bloddrg more than 20% Grate free of trash and debris. of grate surEace. �amaged or Missing. Grate missing or brolcen member(s)of the grate. Grate is in place and meets design standards. NO.6-DEBRIS BARRIERS(E.G.,TRASH RACKS) Mai�enance oefect or Prob�e,n con�tion wnen Ileairstenance ls Meeded Results Expec�ed wne�, Component Nisirtbenance is Perfwrned. General Trash and Debris Trash or debris that is plugging more than 20% Barrier Gear to r�eceive capacity of the openings in the barrier. flow_ Metal Damaged/��ssing Bars are bent out of shape more than 3 inches. B�s in place with no bends more Bars. Uran'/.inch. Bars are missing or entire barrier missing_ Bars in place accmding to dcsign. B�s are ioose mid n+st is causing 50°.6 Repa�or replace barrier to desic,� deteriora6on to any part of bartier. stendards. NO. 7-ENERGY DISSIPATERS Maintenanca Defed pr Pro618m C4n�tinns When MafrMet�ance Ls Naetled R�sufls E�[nected Wben ComponeM Mairttertance is Perforrrred. E�cternai: Rock Pad M�ssing or AAoved Only one layer of rodc exists above native sdl in RepFace rodcs to design standards. Rock area five square feet or t�ger.or arry expos�e of native sal. Dispersion Trertch Pipe Plugged vath Acxxunulated sedime�tt that ex�eds 20%of the Pipe dear�etilflushed so that it Seciiment design depth. matches design_ Not Disdiarging Visual evidence of vw�ter disc��argirg at Trench must be e�rted or water Propeny concemraced poirns a�oru��ch(norrna� rebuik co standarcls. condition is a"sheet flavd'of water abng trench). Ir►tent'ts to prevent emsion damage. Perforatbns Plugged. Over'r4 of perforations in pipe are plu�ed with Gean or replace Perforate�l P�Pe• debris and sediment Water Flows Out Top AA�ntenerxe person observes water flowing out Facflity must be rebullt os of'Distributa^CatCh dur�g any stortn less tl�an fhe desi�storm or redesigned to standards. Basin. its c�using or appears(ikely Lo cause damage. Receiving Area Over- W�er in receiving area is pu�ng�has No dang�of la�slfdes. Sate�rated potential of causing iandslide problems. �rnemat: Nhant�ole/Chamber W�n or D�naged Strudure�ssip�ing ibw deteriorates to i4 or Replace strudure to design Post Bafiles.Si(ie of origir�l s¢e or 2rry concer�tcated wom spot s�anderds. ' Chamber ex�ing one square foot wtrich wo�d make strudure unsound. 2005 Surface Water Design Irfanual-Appendix A 1242005 .A-? APPENDI3�A MAINTENANCE REQUIREMENTS FLOVI'CONTROL,CO��E1'ANCE.AND WQ FACILITTES NO. 8-FENCING Maintenance Defect or Problem Conditions When Maintenance is Needed Resuits Expected When I, Component Maintenance is PerFormed General Missing or Broken Any defect in the fence that permits easy entry to Parts in place to provide adequate Parts a facility. security. Erosion Erosion more than 4 inches high and 12-18 No opening under the fence that inches wide permitting an opening under a fence. exceeds 4 inches in height. Wire Fences Damaged Parts Post out of plumb more than 6 inches. Post plumb to within 1 Y2 inches. Top rails bent more than 6 inches. Top rail free of bends greater than 1 inch. Any part of fence(including post,top rails,and Fence is aligned and meets design fabric)more than 1 foot out of design alignment. standards. Missing or loose tension wire. Tension wire in place and holding fabric. Missing or loose barbed wire that is sagging Barbed wire in ptace with less than more than 2Yz inches between posts. '/.inch sag between post. Extension arm missing,broken,or bent out of Extension arm in place with no shape more than 1 Yz inches. bends larger than'/.inch. Deteriorated Paint or Par1 or parts that have a rusting or scaling SVucturally adequate posts or parts Protective Coating condition that has affected structural adequacy. with a un'rform protective coating. Openings in Fabric Openings in fabric are such that an 8-inch No openings in fabric. diameter ball could fit through. NO. 9-GATES I Maintenance Defect or Problem Conditions When Mairrtenance is Needed Results Expected When Component Maintenance is Pertormed General Damaged or Missing Missing gate or locking devices. Gates and Locking devices in place. Members Broken ar missing hinges such that gate cannot Hinges intact and lubed.Gate is be easily opened and Gosed by a maintenance working freely. person. Gate is out of plumb more than 6 inches and Gate is aligned and vertical. more than 1 foot out of design alignment. Missing stretcher bar,stretcher bands,and ties. Stretcher bar,bands,and ties in p{ace. Openings in Fabnc See'Fencing"Table No. 8 See"Fencing"Table No.8 1;?4/200� 2005 Surface Water Design Manual—Appendix A A-8 APPENDIJ�A MAINI�ENANCE REQUIREMENTS FOR FLOVI'CONTROL,CONVEYANCE.AND W%Q FACiLiT[ES N0. 10—CONVEY14NCE PIPES AND DtTCIiES Maintenance Defect or Problem Conditions When Ntaintenance is Needed Resuits Expecbed When z Component Mafnterta�ce is Pertormed Pipes Sediment&Detxis Acwmulated sediment that exceeds 2�%of the Pipe deaned of ail sediment and diameter of the pipe. debris. Vegeta6on Vegeta6on that reduces free movement of water Alf vegetation removed so water through pipes. flows freeiy through pipes. Damaged Pratective aoadng is damaged;rust is causing Pipe repaired or replaced. more than 5�6 deterioration to any part of pipe. Any dent that decreases the cross section area Pipe re�aired or reptaced. of pipe by more then 2096. Oper►Ditches Trash&Debris Trash and debris exceeds 1 aibic foot per 1,000 Trash and debris cleared irom square feet of d8ch and slopes. ditches. Sediment Accumulated sedimerK that exceeds 20"6 of the Ditch dear�ed/flushed of aA design depth. sediment and debris so that it matc�es design. Vegetatiai Vegetation that reduces free moveme�t of water Water flows freely through ditches. through ditches. Erosion Damage to See"Detentlon Ponds'Table No. 1 See"Detentian Ponds"Tabfe No. 1 �P� Rodc Lining Out of Maintenance person qn see native soil beneath Replace rocks to design standards_ Place or Ntissing(If the rock lireng. Applicable). td0. 1'! —GROUNDS (LANDSCAPING) RAainbenance Defect or Prob{em Condltions When Mainbenance is Needed Results ExoecOed W1+en r�..�r...�;;. INalrrtertance is Performed General Weeds Weeds growing in more than 20%of the Weeds present in tess than 59'0 of (Monpoisorrous.rwc �andscaaed anea(mees ar►d snn�s oMy). »,e�andsc�aped area. rw�dous) 5ai�ety Hazard Arry p�esence of poison ivy w otlier poisonous No poisonous vegetation presert in vegetation. landscaped area. Trash or Litter Paper,caris,boriies,totelirtg more than 1 cubic Area clear of I'rtier. foot witliin a landscaped area(trees and shrubs only)of 1,OQ�square feet Trees and Shrt�bs Damaged Limbs or parts of vees or shrubs that are spGt or Trees�d shn�hs with less U�n 5g6 b►ok�whic:h affeCt more tltan 2596 of the total of total fdiage with spfit or brdcert fo6age of the tree or shrub. 6mbs. Traes or shrubs that have been blown dovm or Tree or shrub in place free of injury. knodced over. Trees or sFxubs which are not adequately Tree or shrub in place and s�ported or are ieaning over,qusing e�sure adequateiY S�PPo►ted:rernove any of the roots. dead or diseased traes. 2005 Surface Waxer Desig,�►Manoal-Apprndix A 1l2420d5 A-9 APPENDIX A MAINTENANCE REQUiREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES N0. 12-ACCESS ROADS --� Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Genera� Trash and Debris Trash and debris exceeds 1 cubic foot per 1,000 Roadway free of debris which could square feet(i.e.,trash and debris would fill up damage tires. one standards size garbage can). Blocked Roadway Debris which could damage vehicle tires(glass Roadway free of debris which could or metal). damage tires. Any obstruction which reduces ciearance above Roadway overhead clear to 14 feet road surface to less than 14 feet. high. Any obstruction restricting the access to a'IO-to Obstruction removed to allow at. 12-foot width for a distance of more than 12 feet least a 12-foot access. or any point restricting access to less than a 10- foot width. Road Surtace Settlement,Potholes, When any surface defect exceeds 6 inches in Road surface uniformly smooth with Mush Spots,Ruts depth and 6 square feet in area. In general,any no evidence of settlement,pothofes, surEace defect which hinders or prevents mush spots,or ruts. maintenance access. Vegetation in Road Weeds growing in the road surface that are more Road surface free of weeds taller Surtace than 6 inches talf and less than 6 inches tall and than 2 inches. less than 6 inches apart within a 400-square foot area. Modular Grid Build-up of sediment mildly contaminated with Removal of sediment and disposal Pavement petroleum hydrocarbons. in keeping with Health Department recommendations for mildly contaminated soils or catch basin sediments. Shoulders and Erosion Damage Erosion within 1 foot of the roadway more than 8 Shoulder free of erosion and Ditches inches wide and 6 inches deep. matching the suRounding road. � Weeds and Brush Weeds and brush exceed 18 inches in height or Weeds and brush cut to 2 inches in hinder maintenance access. height or cleared in such a way as to allow maintenance access. 1!24/2005 200� Surface Vdater Design?�9anual-Appendix A A-]0 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILiTTES N0. 16-WETPOND Maintenance Defect or Problem Condition When Maintenance is Needed Recommended Maintenance to Component Correct Problem Pond Area Water Level First cell empty,doesn't hold water. Line the first ceil to maintain at least 4 feet of water. Although the second cell may drain,the first cell must remain full to control turbulence of the incoming flow and reduce sediment resuspension. Defective Vegetation Vegetation such as grass and weeds need to be Vegetation should be mowed to 4 to mowed when it starts to impede aesthetics of 5 inches in height. Trees and pond.Mowing is generally required when height bushes should be removed where exceeds 18 inches.Mowed vegetation should be they are interfering with pond removed from areas where it could enter the maintenance activities;that is,at the pond,either when the pond level rises,or by inlet,outlet and near engineered rainfall runoff. sWctures. Algae Mats When algae mats develop over more than 10% Algae mats that cover more than of the water surface,they should be removed. 10%of the surface of any cell Also remove mats in the late summer before fall should be removed. A rake or rains,especially in Sensitive Lake Protection mechanical device should be used Areas. Excessive algae mats interfere with to remove the algae. Removed dissolved oxygen content in the water and pose a algae can be feft to dry on the pond threat to downstream lakes if excess nutrients slope above the 100-year water are released. surface. Trash and Debris Accumulation that exceeds 1 cubic foot per 1000 Tcash and debns removed from square foot of pond area. pond. Sediment Sediment accumutations in pond bottom that Removal of sediment from pond Accumulation exceeds the depth of sediment zone plus 6 bottom. inches,usually in the first cell. Oil Sheen on Water Prevalent and visible oil sheen. Remove oil from water by use of oi{- absorbent pads or by vactor truck. Reier prooiem io iocaie source ano cwrect. If chronic low levets of oil persist,plant wetland plants such as Juncus effusus (soft rush)which can uptake small concentrations of oil. Erosion Erosion of the pond's side slopes and/or Slopes should be stabifized by using scouring of the pond bottom,that exceeds 6 proper erosivn contro{measures, inches,or where continued erosion is prevalent. and repair methods. Pond Dike/Berm Settlement Any part of these components that has settled 4 Dikelberm is repaired to inches or lower than the design elevation,or specifications. inspector determines dike/berm is unsound. Intemal Berm Concentrated Flow Bertn dividing cells should be level. Build up low areas of bertn or lower high areas so that the berm surface is level and water flows evenly over the entire length of the berm from the first cell to the second. InIeUOutlet Pipe Sediment and Debris InIeUOuUet pipe cfogged with sediment and/or No clogging or blockage in the inlet debris material. and outlet piping. Overtlow Spiliway Rock Missing Rock is missing and soil is exposed at top of Replace rocks to specifications. spillway or outside slope. 2005 Surface Water Design Manual—Appendix A 1/24/20Q� A-1� �C � A z w a a � .--f. MAILBOX REQUIREMENTS NOTICE FOR ALL NEViI PLATS AND SHORT PLATS City of Renton Planning Division 1 Q55 South Grady Way-Renton, WA 98057 Phone: 425-430-7200 Fax: 425-430-7231 The Post Office wants to be involved in helping you locate your mailboxes before construction begins. Please call 1-800-275-8777 for the location of the Post Office that will service your plat. Then, take a copy of your plat map along with this form to the specified Post Office for their sign-off. Please submit the signed form along with your application. Property Location:18621 116t''Ave SE, Renton. WA 98055 Owner's Name:Yvonne Bui Phone Number: (206)280-2272 Land Use Application Number:LUAQ9-079 Post Office Approval: Date: � , � . ` 3 � : , � �2nt� � ,�� C:�Documents and Settings\HalWly DocumentslHCWob Nos\HC120121201210 Bui Rentonlengineeringlmailbox.doc -1 - 08/Oi I — — — — — — — — — — -- — — — — — — — _ ..--- - _ . __ _�- _ _ . __ ___ __ i ' G;�� ,�.� �' /j � � ( �( E-""7 ^ LAKESIDE FAIRWOOD � �5,��N�� PLAT 5/21 /13 .�� ; I � 2��r,�� SHED — — ��- _ _ --��- — 65.08' � ' — _�— � � BIOC ENVELOPE -------- —� . �T�� ------------ ----------- � -- - �+ �313 SF ' � ' s h m�g �I :. -- 30'- —� 30'; � � LOT 7 � ; i LOT 8 �� 4312 SF � � N� 4309 SF � LUMW I v I �Q, -STA 10+58. � I C.� V g I � 66.03' 65.6�' S0,5 . �1� . . . .i�. ,�� { r�. ... " �w . - - '.J. - � .. � STA 1-MJ �-�ST - � -�N � °: , „r S8 33 l'W 13 B NA7FA _ � — 219LF Sbl N _ �� _� T o0 �—� — I Ct-- — — i y �1+00 2+00 *� 51MI� � �3 1-1T') Y t-mrr `, , N f � •�• o .. _ : ._... � — - — — 38.93' S8.63' S8.73' 38:60' I 43.96 �,,� r {'MAIER NEIER � � � S 2+01.88 I � STA I+07.Bb � • li � 12.8�LT .'LT STA 1+94-2�Li 12.9'LT �QT� , � 1 inCh = �0 ft. $� � i-Hmn,wr .I � 4e�e sF � � I 2-THHUST BL � _ � I' I� LOT 5 q � LO 4 I� LOT 3 � �s�oeT s� DEDICABE as�I � 4531 SF �316 SF I� 1514 SF � ADDRfONa ROW �, � I � I LUYMAIRE '� . � � I I I 28 68,RT � � � I _I 61.46' •;f. ' ' S8.82' S8,63' �_ _ 38,73' _ I_ 38.60' _ _ — — � — — +� � 8 I � '' __. __-- I I;ila:' .�. —_�_- - `I � _ .. __ . .__ '-, 1� I �` , --- � _ _ — I �,.n ... �.._. _,�-!�I ..;.;.; , . . ,,,� �, ---- ____ . , , _ ,�; ��n, ` G E O T E C H �3256 Noatheast 20th S�ee�Suite 16 Bellevne,Washington 98005 CONSULTANTS, INC_ (425}747-5618 FAX(425}747-8561 September 14; 2009 JN D9120 Lakeside Real Estate Investmerrts 3520 South 198th Street SeaTac, Washington g8188 Attention: Michal Nguyen Subject: Cla�cafion of Slope Regrading for Northwestern Lot(Lot 8J Proposed Shor�-Piat 18621 — 116th Avenue Southeast Renton, Washinatan Rsference: Geotschnical Engineering Study, same site; Geotech Consultarrts, Inc.; June 19, 2009. Dear Mr. Nguyen: via email This letter is intended to clarify our recommendations related to mitigation of any potential steep sfope hazard presented io the planned residence for the northwestern iot (Lot 8) of the short-plat. As discussed in our above-referenced gsotechnical report, the short slope in the northwestem portion of the site is onty approximately 10 feet in height, and has been crea#ed by previous fill placement in that area. The natural incfination of th= groUnd in close proximity to this slope is substan#ially less than 40 percent. From this, it is readily apparent that the steep slope on Lot 8 was created by previous grading. It is our professiona! opinion that no slope setback or bufFer are needed on Lot 8 i� the existing siope is regraded tc an inciination o�less than 40 percent, or2.5:1 (Horizontal:VerEical)_ This wouid be accompfished by removing some of the existing fill soifs, and couid occur in conjunction with construction �f a daylight basement home on the lot. A1i foundations, including those far rsar decks, would be excavated down to dense, native soils. Placing quarry spalis or similar scour protection at the toe of the slope would also be appropriate, considering the potential for future water flow in the shaUow channel afong the north property fine. These conclusi�ns and recomrnendations were previously presented in the second paragraph of fhe Genera/section in our June 19, 2009 geotechnical report. ff you have any questions, or if ws may be of further service, ptease do not hesitate to contact us. � , ,.� � �• �c�;.�. Respectfulfy submitted, � ,�+Y„ �F�liAS�rf � .. �' �' ��" •. ��a�� EOTECH CONSULTANTS, INC. �� `� � Q � _ ` ► � � �P z�°� 4 `R' arc R. McGinnis, P.E. �'�'FS��}� Principal cc: R and D Enterprises `�faNAL�� via email �y/� Jaeger Engineering � via email G E O T E C�-I 13256 Northeast 20th Street,Suite 16 Bellevuc,Washington 98005 CONSIJZ.TANTS, INC. (425)747-5615 FAX(425)747-8561 June 19, 2009 - JN D9120 Lakeside Real Estate Investments � 3520 South 198th Street 5eatac, Washington 98188 � - Attention: Michael Nguyen ana Yvonne Bui -, via emai! Subject: Transmittal!etter—Geotechnical Engineering Study , Proposed Short Plat 18621 — 196th Avenue Southeast Renton, Washington Dear Mr. Nguyen and Ms. Bui: � We are pieased to present this geotechnicai engineering repor� for the proposec� shor� plat to be constructed in Renton, The scope of our services consisted of expioring site surface and subsurface conditions, and then developing this report to provide recommendations for general earthwork and design criteria for foundaiions, retaining walls, and pavernents. i his work was author;zed by your acceptance �f our proposal, P-7798; dated May 29, 2009. The attached report contains a discussion of the study and our recommendatiorrs. Please contact us if there are any questions regarding inis repori, or ior iu��er ass�;�r�� duri�� ;�� des6gr a^� construction phases of this project. Respectfully subinitted, GE�TECH CONSULTANTS, fNC. ��w � '' �� Marc R. McGinnis, P.E. , Principal cc: Cramer N.W. JMJ/MRM:jyb -- -- ---- i GEOTECHNICAL ENGINEERING STUDY Proposed Short Plat 18621 — 116tf� Avenue Southeast Renton, Washington This reporf presents the findings and recommendations of our geotechnical engineering study for the site of the proposed short plat to be located in Renton, Washington. Development of the property is in the planning stage, and detailed pfans were not made available to us. The plat plan provided to us showed site topography and the proposed configuration of.eight potential fots. Based on fhis information, we anticipate that the existing house and outbuiiding will be removed, a new raad const►ucted east to west at approximatefy the midline of the property, and a new single-family residence constructed in each new lot. fnformation regarding finat grades and actual house ciesigns had not yet been completed. If storm detenfion is needed, it would possibly be located on the proposed n�rthwestern lot, or under the new road. There is a 25-foot wetland buffer indicated at the northwest site corner, along the north sides of finro proposed fots:. tf the scope of the project changes from what we have described above, we should be provided with revised plans in order to determine if modifications to the recommendations and conclusions of this report are warranted. SITE CONDITIONS SURFACE The Vicinity Map, Plate 1, iliustrates the genera! focation of the site. The rectangutar-shaped fot has 195 feet of road frontage along 116th Avenue Southeast and a depth of approximatefy 301 feet. tt is neighbored to the sou#h by Benson Hil] Elementary School and to the north, east, and west by singfe-family residences. None of the residences is directly adjacent to the subject site. The residences to the north are on relatively small {ots, whife the houses to the west and east are on small-acreage lots. Site topography consists of mostly gentie slopes that decline toward the center of the site. Excepti�ns to this include a steep slope that declines steeply to very steeply over a height af approximatsly 10 feet to the wetland in the northwes#em site comer, and a 6-foot soil berm that has been mounded along the east side of the property for landscape purposes. The short slope in the northwestem corner of the property is inconsistent with the gentle to rnoderate natural topography of the surrounding area, and has obviously been created by previous grading. We saw no signs of recent instability on the northwestern slope at the time of our site visits. The subject site is currentfy developed with a sing�e family residence �n its eastern side with an asphalt driveway running in front of the residence, and a c�etached garage situated at the south- central portion of the property. The central backyard is mostly gently sloping grass with a few trees. The site perimeter is o�ergrown with blackberry vines and numerous medium-sized deciduous trees. The area around the residence has more formal landscaping. f,F(1TFrH(:C1RS1�I TANTS INC: Lakeside Real Estate Investments JN 09420 June 19,2009 Page 2 SUBSURFACE The subsurface conditions o# the property were explored by excavating eight test p�s at the approximate locations shown on the Site Exploration Plan, Plate 2. Our exploration program was based on the pr�posed construction, anticipated subsurface conditions.and #hose encountered during exploration, and the scope of work outlined in Dur:proposaL The test pits were excavated Qn June 8, 2009 with a rut�ber-tired backhoe. A geo#echnical engineer fr�m our staff observed the excavation process, logged the test pits,. and. obtained � representative samples of the soil encountered. "Grab" sampies of sefected subsurtace soil were coliected from the backhoe bucket. The Test Pit Logs are attached to this report as Plates 3 through 6. Soil Condifions Our explorations encountered up to 7-feet of fill soils overlying the native soils;. The native soils typically consisted of one-half to one foot of topsoil overiying loose to medium-dense weathered silty sand with gravel that became dense and unweathered approximately 2 to 3 feet below#he #opsoil layer. This dense, silty sand with gravel has been compressed under the weight of glacial ice, and is cammonfy referred to as glacial till. We have commonly found simiiar weathered and glaaal till soils on other sites in the vicinity. Overlying the native, glacial deposits in most of the test location were loose, silty sand filf soils as follows: 7 feet in TP-1 at the northwest portion of the site, 4.5 feet in TP-2 at the southwest, 2 feet in TP-3 at the narth-central, 1 to 1.5 feet in TP-3 and TP-4 at the center, 1 t��i ;;, T�_� < i;;� ;;�.+hoM�+ ��,� 3 fPat in TP-$ at the sou#heast. The results of TP-1 confirm that the steep slope in,the northwest corner of the property was created by previous grading. Test pi�TP-4 encountered gravef from the old septic drainfiefd and was terminated close to the ground surface. No obstructions were reveafed by our expforations. However, debris, buried utifities, anc! old foundation and slab elements are common►y encountered on sites that have had previous development. Although our expiorations did not encounter cobbles or boulders, they are often found in soiEs that have been deposited by gfaciers or fast-moving water. Groundwater Conditions Perched groundwater seepage was observed at a depth of 4 to 7 feet in test pits TP-5 and TP-8. The test pits were conducfed following a reiatively wet fall and winter, bu# were left open for on(y a short time period. Therefore, the seepage Isvels on the lags represent the location of transient water seepage ancf may not indicate the static groundwater level. It shou{d be noted that groundwater fevels vary.seasonaliy with rainfall and other factars. It is typical to find at least localized seepage perched on top of low permeability gfacial till soils foliowing extended wet weather. The stratification lines on the logs represent the approximate boundaries between soil types at the expioration locations. The actuaf transition between soil types may be gradual, and subsurface conditions can vary between exploration iocations. The logs provide specific subsurface informatior rFC1TFRH C'f1NR1 II TANTC INC: Lakeside Rea/Estafe lnvestments JN 09120 June 19, 2009 Page 3 onfy at the locations tested. The rekative densities and moisture descriptions indicated on the test pit logs are interpretive descriptions based on the conditions observed dunng excavation. �. The compaction of test pit baclFfill was not in the scope of our services. Loose soil will therefore.be • . - .. . found in�the area of the test pits. .If this presents a prAblem, the backfill will need:to be removed . .. - and replaced•with structural fill during construction. _ . � . � . �� - � CDNCLUSIONS AidD RECOMMENDATIONS � ' GENERAL ' THIS SECTlON CONTA/NS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A GENERAL OVERVlEW ONLY. MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIDNS ARE COlVTA1NED!N i"HE REMAlNDER OF TH1S REPORT. ANY PARTY RELYlNG ON THlS REPORT SHOULD READ TH�'ENTIRE DOCUMENT. The test pits.conducted for this study encountered up to 7 feet of loose, sitty sand frll soils overlying native soils, though fill depths were typically on the order of 1 to 3 feet. The native soils typicalfy consisted of one-haff to one foot of topsoil overlying foose to medium-dense weathered silty sand with gravel that became dense and unweathered approximately 2 to 3 feet below the topsoil layer_ Single-family residences may be supported on converrtional foundations bearing on the medium- dense or dense, native silty sand, or on structural fill placed above this cornpetent, native soil. No foundations, siabs or other settlement-sensitive slements should bear over the existing fill soi{s. !n areas of deeper fill soifs, particulariy the northwest site comer, basemerrts should be considered to reduce the amounf of overexcavation needed to reach bearing soiis. Adjacent to the steep n�rthwest slope, structures shaufd bear directly on dense, native soils as discussed be(ow. The steep slope at the northwest comer of the property was created during previous grading activities and consists mostly of loose, silty sand fifl soils. This slope is currently at, or near, its angle of repose, particuiariy near the toe of the slope. Depending on conditions at the base of the slope, future undercutfing is possible from water flowing in the wetland area which couid decrease the stability of the slope, This and continued weathering of the surface of the slope create the potential for some movement of the slope. If allowed by the building department, this sfope's stabiiity coufd be increased by grading it back to an incfination of no more than 2.5:1 {Horizontal:Vertical), and installing large rock at the toe of the slope for scour resistance. If this slope cannot be modified to increase its stability, we recommend that all structures be set back a rninimum of 15 feet from the top of the sfope, and bear directfy on the dense glacial till. In that way, any future soil movement on the steep slope would not adversely impact stn�ctures. Additionally, it would be important to not place any more fill in the area above, and on, the steep slope, in order to avoid reducing its stability further. If storm water detention for the site is needed in the northwest portion of the site, a detention ponc! should not be used; rather a detention vault bearing on the glacial tilf soils would be appropriate. tf the northwest sfope is not stabilized, any outlet for the storm system that extends down the northwest slope should be installed with as limited disturbance to the slope as possible. This woufd require a relatively narrow and shallow trench, or installing the pipe on the surface of the sfope. Also, setting catch basins or other control stcuctures near the top of the steep slope should be avoided, as they could seftle or shift due to soil m�vement. r_FnTFrN rnnici n rnuTc iNr Lakeside Real Estate Investments JN 09120 June 19, 2009 Page 4 .: . . � - A sign�cant geotechnical consicteration for development of this site�is the ovedy moist- to.wet _ . condition of#he sitty soils. Based on our observations; and the results of our laboratory tests, the _ � , moisture contents of the on-site soils are generatly 10 or more peroent above the opt�mum moisture .- � content�necessary for the::required structural fifl �ompaction. These fine-grained, silty� soils are.. : . =� . . � sensitive to moisture, whicf� makes .them impossible to aciequately compact when :they-�have_ . moisture eon#ents even 2 to 3 percent above their opfimum moisture content. The:reuse of these : soils as structural fill to level the site will be difficult and only possibfe during hot, dry weather. , Aeration of each foose lift of soil will be required to dry it before the fift is corn�acted. Altemativel�, : #he soil could be'cherriically dried by adding fime, kitn dust, or cement, provided.this is allowedby . :_ - > �� ' responsible buiiding department. Regardiess of the method of drying, the sarthwork process will . � be slowed dramaticaliy,and we have typically found that having to dry soil before compaction is not � efficient in srnall areas, such as beneath foundations and behind retaining walls. The earthwork contracfor must be prepared to rework areas that don't achisve proper compaction due to high - moisture content. Utility trench backfill in structural areas, such as pavements; must akso be dried before it can be adequatefy compacted. Improper compaction of backfill in utility trenches and around contro! structures is a corrtmon reason for pavement distress and failures. �mported granular fill will be needed wherever it is not possible to dry the on-site soils sufficiently before � compaction. The erosion control measures -needed during the site development will depend heavily on the weather conditions that are encountered. We anticipate that a silt fence will be needed around the downslope sides of any cleared areas. Rocked construction access roads shou(d be extended into the site to reduce the amount of soil or mud carried off the property by trucks and equipment. Wherever possible, these roads should folfow the alignment of planned pavements, and trucks should not be allowed to drive off of the rock-covered areas. Depending on the construction corn�anrinn if ��n�ilri hA nn irlant tn rloar nnlv tha araac that will ha immPr(iatak� wnrkari Ir�et�I(;nn ..,,,�...........y, .. . .. �.....,.,.... ,,....... � _...,.. . .__.,,..,..� ..,,...__.. .. y the road and storm system early in the project is often beneficial, as it reduces erosion problems substantially. Cut slopes and soil stockpiles should be covered with plastic during wet weather. Following rough grading, it may be necessary to mulch or hydroseed bare areas that will not be immediatefy covered with fandscaping or an impervious surface. The drainage and/or waterproofing recommendations presented in this report are intended only to prevent active seepage from flowing through concrete walls or slabs. Even in the abssnce of active seepage into and beneath structures, water vapor can migrate through wafEs, slabs, and floors from the surrounding soil, and can even be transmitted frorn sfabs and foundation walls due to the concre#e curing process. Water vapor also resufts from occupant uses, such as cooking and bathing. Excessive water vapor trapped within structures can resuft in a varie#y of undesirable conditions, incluciing, but not limited to, moisture probfems with flooring systems, excessiveiy moist air within occupied areas, and the growth of molcfs, fungi, and other biological organisms that rrzay be harmful to the health of the occupants. The designer or architect mus# consider the potsntial vapor sources and likely occupant uses, and provide sufficient ventilation, either passive or mechanical, to prevent a build up of excessive water vapor within the planned structure. Geotech Consultants, Inc. should be allowed to review the final development.plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional wark beyond the current scope af work for this study, and it may include revisions to our recommendations to accommodate site, development; and geotechnical constraints that become more evident during the review process. r.Fn�r.H r.ntict it Tan�� iNr Lakeside Real Estate lnvestmenfs JN 09920 June 19, 2009 Page 5 We recommend including this report, in its entirety, in the project contract docume.nts. This:repQrt � • � - sfiould also be provided to any future property owners:so they will be aware of our:findings.•and ., , : , .. . recommendations. - .. � . : SE/SMIC CONSIDERATIONS � _ � . . . . .- - In accordance with Table 1613:5.2 of the 2006 Internationai Buifding Code (18C), .the site soi! � � � ��:profile withir�-100'feet of the ground surface is best represented by Site Class Type.C (Very Dense � : � �Soil and Soft Rock). As noted in the USGS website,�the mapped spectral acceleration value for a 0.2 second (SS) and 4.0 second period (S,) equals 1.36g and 0.46g, respectively. The dense soifs that will support�the new structures are not susceptible to seismic fiquefaction. CONVENTlONAL FOUNDATIONS The proposed structures can be supported on conventional continuous and spread footings bearing on undisturbed, medium-dense and dense, native silty sand or on structural fill placed above this competent native soil. See the section entitled Genera/ Earthwork and Structural Fill for recommendations regarding the placement and compaction of structural fill beneath structures. Adequate compaction of structural fill should be verified with frequent density testing during filf placement. Prior to pfacing structural fill beneath foundations, �the excavation should be observed by the geotechnical engineer to document that adequate bearing soils have been exposed. We recommend that continuous and individual spread footings have minimum widths of 16 and 24 lil�.'�"i iC:S, i�a^N��ii'v"�i ji. �ni�i�vi{vviii�y$ .�'iiivu�� ai�v uE' �vii�i ii8v ai i`�aSi i v ii i�,i'icS ucivlJ ii ic ivifvc�i adjacent finish ground surface for protection against frost and erosion. The local buifding codes should be reviewed to determine i#different footing widths or embedment depths are required. Depending on the final site grades, overexcavation may be required below the footings to expose competent native soil. Uniess lean concrete is used to fill an overexcavated hole, the overexcavation must be at feast as wide at the bottom as the sum of the depth of the overexcavation and the footing width. For exarrTple, an overexcavation extending 2 feet below the bottom of a 2-foot-wide footing must be at least 4 feet wide at the base of the excavation. ff lean concrete is used, the overexcavation need only extend 6 inches beyond the edges of the footing. An allowable bearing pressure ofi 2,500 pounds per square foot (psfl is appropriate for footings supported on medium-dense and silty sand or structural fill placed above this competent native soil. A bearing pressure of 5,000 psf can be used for the design of detention vault or retaining wall footings beanng directly on dense glacial ti!{ at {east 5 feet below the existing ground surface. A one-third increase in these design bearing pressures may be used when considering short-term wind or seismic loads. For the above design.criteria, it is anticipated that the total post-construction settlement of footings founded on competent native soil, or on structural fill up to 5 feet in . thickness, wi(I be about one-half inch, with differential settlements on the order of one-quarter inch in a distance of 50 feet along a continuous footing with a uniform load. Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directfy against relativefy level, undisturbed soil or be sur�ounded by level structural fill. r_cnT�ru rnnici u Tnnrrc inir Lakeside Rea!Estate Investments JN 09120 June 19, 2009 Page 6 We recommer�d using��the following .ultimate vafues��for the foundation's resistance •to iaterai� loading: -. ' � . � . I � Cosfficient of Friction 0.45 ; � : . - . . Passive Earth Pressure , 350 pcf � . , . • . . Where;{i)pcf is pounds per cubic foot,and(ii)passive earth .. - pressure is computed using the eqaivalerrt fluid densiEy. _ If the ground in front of a foundation is loose or s{oping, the passive earth pressure given above wiU. not be appropriate. We recommend maintaining a sa#ety factor of at teast 1.5 for the foundation's resistance to lateral laading, when using the above ultimate values. PERMANFNT FOUNDATION AND RETAINlNG WALLS Retaining walls backfilled on only one side should be designed to resist the latera! earth pressures imposed by the soif they retain. The following recommended parameters are fior walis that restrain level backfilE: . . 'r Active Earth ?ressure ` 35 p�f ' Passive Earth Pressure 350 pcf Coefficient af Friction 0.45 Soil Unit Weight 135 pcf Where: (1) pcf is pounds per cublc foot; and (il) active and passfve earth pressures are computed�ing the equivelent fluid pressures. *For a restrained wall thffi pnnot deflect at least O.D02 times its height;a unrform tateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fiuid pressure. The values given above are to be used to design only permanent foundation and retaining walis that are to be backfilled, such as conventional walls constructed of reinforced concrete or masonry. lt is not appropriate to use the above earth pressures and soil unit weight to back-calcufate soil strength parameters for design of other types of retaining walls, such as saldier pile, reinforced earth, modular �r soil nail walfs. We can assist with design of these types of walls, if desired: The passive pressure given is appropriate for the depth of level structurai fill placed in front of a retaining or foundation wall only. The values for friction and passive resistance are ultimate vafues and do not incfude a safety factor. We recommend a safety fiactor of at least 1.5 for overturning and sliding, when using the above values to design the wafls. Restrained wall soif parameters should be utifized for a distance of 1.5 times the wafl height from corners or bends in the wails. (:F(1TFf:H(�C1NC1 II TANT.0 lNC� � Lakeside Rea/Estate Investments JN 09420 June 19,2009 Page 7 . _ _ This is intended_to reduce the amount of cracking.that can occur where a.wall is=restrained by. a � . . - comer. .. , The design values given above do not include the effects of any hydrostatic�pces�ures;behind�the� walls and assurne,that no-surcharges, sueh .as those caused by slopes, vehicles,:.or.-adjacent•� ._ foundations will be exerted on the walls. If these conditions exist, those pressures'should:be added �o the above lateral soit pressures. Where sloping backfifl is desired behind the walls, we�.will need to be given the wall cfimensions and the slope of the backfill in order to provide the appropriate design earth pressures. Heavy construction equipment should not be operated behind cetaining and foundation walls within-a distance equal to the height of a wall, unless the wa(Is are designed . . for the additionaf lateral pressures resulting from the equipment. Retainina Wall.Backtlll Backfill pEaced behind retaining or foundation walls should be coarse, free-draining structural fill containing no organics. This backfill should contain no more than 5 percent.silt ` or clay particles and have no gravel greater than 4 inches in diametar. The percentage nf parficles passing the No. 4 sieve should be between 25 and 70 percent. The on-site soifs have a high�silt content, and are not free-draining. lf the on-site soils can be drisd enough to adec{uately compact as wall backfill, a minimum 12-inch width of free-draining gravel should be placed against the walls for vertical drainage down to the footing drain. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a builc!-up of hydrostatic pressure behind the wall. The top 12 to 18 inches of the backfi[I should consist of a compacted, relativefy impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from h nlifillerl �e� Ilc �n rerl��ne�he n�4onfi�l f�r��n'fw�o::iM of 4n ►�errnl 4e rl f�fhA h ekfill ..2.,�.�„��.. ..��.� �v �......�.... .. �. .�..� t ,, r......,..^� l..t., 2.,....... It is critical that the wall backfill be pfaced in lifts and be properfy compacted, in order for the above-recommencied design earth pressures to be appropriate. The wall design criteria assume that the backfill will be well-compacted in fifts no thicker than 12 inches. The compaction of backfill near the walls should be accomplished with hand-operated equipment to prevent the walls from being overlaaded by the higher soil forces that occur during compaction. The section entitfed Genera/ Earthwork and Structura/ FiII contains additionaf recommendations regarding the placement and compaction of structural fill - behind retaining and foundation walls. The above recommendations are not intended to waterproof below-grade wafls, or to prevent the formation of mold, mildew or fungi in interior spaces. Over time, the performance of subsurFace drainage systems can degrade, subsurface groundwater flow pattems can change, and utifities can break or develop leaks. Therefore, waterproofing should be provided where future seepage through the walls is not acceptable. This typically inclucies limfing cofd joints and wall penetrations, and using bentonite panels or membranes on the outside of the walls. There are a variety of different waterproofing materials and systems, which should be insta(led by an experienced contractor familiar with the anticipated construction and subsurface conditions. Appiying a thin coat of asphalt emulsion to the outside face of a wall is not considered waterproofing, ancf will only help to reduce moisture generated from water vapor or capillary action from seeping through the concrete. As with any projecf, adequate ventitation of basement and crawE space areas is important to prevent a build up of water vapflr that is commonfy transmitted through concrete walls from the surrounding soil, even when seepage is not present. This is appropriate even when waterproofing is applied to the outside of foundation .and retaining r,Fn�rH�nN�i n ranrr5 iur� Lakeside Real Estate Invesfinents JN 09120 June 19, 2009 Page 8 waNs: We recommend tha; you contact a specialt.y consultant if detaifed recommendations or specifications related to waterproofing design, or minimizing the potentiaLfor infestations of mold and mildew are desired. -, : - SLABS ON-GRADE _ : _. . The buiiding floors can be constructed as slabs-on-grade atop non-organic native soils, or on - � structurai .fill. The subgrade soil must be in a �rm, non-yielding condition at the time of sfab c�nstruction or underslab fill piacement. .Any soft areas encountered should be excavated and replaced with select, imPorted s#ructural fill. _ Even where the exposed soils appear dry, water vapor will tend to naturally migrate upward through the soil to the new constructed space above it. This can affect moisture-sensitive flooring, cause imperfections or damage to the slab, or simply afk�w excessive watsr vapor into the space above - _ the sfab. All interior slabs-on-grade should be underlain by a capill�ry break or drainage layer consisting of a minimum 4=inch thickness of gravel or crushed rock that has a:fines content (percent passing the No. 200 sieve) of less than 3 percent and a sand content (percent passing the No. 4 sieve) of no more than 10 percent. Where basements are utifized, a minimal underslab drainage system should be included to capture any groundwater that may bypass the perimeter footing drains. Such an underslab system would consist of at least 6 inches of gravel, in which pertorated pipes would be buried on 20- to 25-foot spacing. These pipes can be iaid essential{y level, and be tied into the perimeter footing drain system. As noted by the American Concrete tnstitute (ACI) in the Guides for Concrete Floor and Slab viiuCt�.uic.S; j�ivF+ci iiivi�iuic �.JIVLV�IV1i �� .vv�ru.h.lo �mmo�l��tcl� hcln��r�n� nn_�rar,la �lah thatwilt ha covered by tiie, wood, carpet, impermeabie floor c�verings, or any moisture-sensitive equipment or products. ACI also notes that vapor retarders, such as 6-mil pfasfic sheeting, have been used in the past, buf are now recommending a minimum 14-mil thickness. A vapor retarder is defined as a material witf� a permeance af less than 0.3 perms, as determined by ASTM E 96. ft is possibfe that concrete admixtures rrzay meet this specificafion, atthough the manufacturers �f the admixturss should be consulted: Where vapor retarders are used under slabs, their edges shouid overlap by at least 6 inches and be sealed with adhesive tape. The sheefing should extend to the foundation walls for maximum vapor.protection. If no potentiaf for vapor passage through the slab is desired, a vapor barrier should be used. A vapor barrier, as defined by ACI, is a product with a water transmission rate of 0.01 perms when tested in accordance with ASTM E 96. Reinforced membranes having sealed overlaps can meet this requirement. DRAINACE CONSIDERATlONS Foundation drains shauid be used where (1) crawl spaces or basements will be below a structure, (2) a slab is be{ow the outside grade, or (3) the outside grade does not slope downward from a building. Drains should also be piaced at the base of all earth-retaining walls. These drains should be surrounded by at least 6 inches of 1-inch-minus; washed rock and then wrappec! in non-woven, geotextile filter fabric (Mirafi 940N, Supac 4NP, or similar material). The potential need for underskab drainage is discussed in the previous section. At its highest point, a perforated pipe invert shouid be at least 6 inches beiow the bottom of a siab floor or the levei of a crawl space, and it should be sloped foc drainage. Al] roof and surface water drains must be kept separate from the foundation drain system. A typical drain detail is attached to this report as Plate 8. For the best iong-term performance, pertorated PVC pipe is recommended for all subsurtace drains. r_FnrFrN rnNci u�nN-rc int^. i Lakeside Real Estate lnvestments JN 09120 June 19,2�09 Page 9 As a minimum;'a vapor retarder; as defined in the�S/abs-On-Grade section;.should:be provided in � any crawl space area to limit the transmission of water vapor from the underiying soils. Afso, an . '� outlet drain is recommended for all crawl spaces to prevent a build up of any.water that-may �' bypass the footing drains. ., . Groundwater was observed during our field work. If seepage is encountered in.an excavatiQn, it should be drained from.the�site by directing it#hrough drainage ditches, perforated piPe, or French , . drains, or.by pumping it from:sumps.interconnected hy shaliow connector trenches at.the bottom of. - . .. . the excavation. .. . . The excavation and site should be graded so that surEace water is directed off the site and away from the tops �f slopes. Water should not be alfowed to stand in any area where foundations, . slabs, or pavements are to be constructed. Final site grading in areas adjacent to a builciing should sfope away at Isast 2 percent, except where the area is paved. Surtace drains shoufd be provided where necessary to prevent ponding of water behind foundation or retaining walls. Water fro�n roof, storm water, and foundation�.drains should not be disctzarged onto slopes; it should be �ightiined to a suitabie outfall located away from any slopes. PAVEMENT ARFr4S The pavement section may be supported on competent, non-organic native soil, structural nll or on existing fill compacted to a 95 percent density. Becauss the site soils are silty and moisture sensitive, we�recommend that the pavement subgrade be in a stable, non-yielding condition at the t:.,.,,, F ' l� nn�ilor �+n�nt��r71 fill nr nantaYtila fahri[_ KS?V f1P Y1PPf�PC� fC� St�b1I1ZE SQ�; WEt; O� � uit�c vi Navi�iy. via��wm uu.+�.a..�..� �......... � unstable areas. To evafuate pavement subgrade strength, we recommend that a proof roll be completed with a loaded dump truck immediately before paving. In most instances wtiere unstable subgrade condifions are encountered, an additional 12 inches of granular structural fil! will stabi[ize the subgrade, except for very soft areas where additional fifl could be required. The subgrade shoufd be evaluated by Geotech Consultants, Inc., after the site is stripped and cut to grade. Recommendatior�s for the compacti�n.of structuraf fill beneath pavements are given in the section entitled Generat Earfhwork and Strucfural Fi11. The pertorrrtance of site pavements is directly related ta the strength and stability of the under�ying subgrade. The pavemerrt for (ighfly loaded traffic and parking areas shoufd consist of 2 inches of asphalt concrete (AC) over 4 inches of crushed rock base (CRB) or 3 inches of asphalt-treated base (ATB). We recommend praviding heavily loaded areas, such as the new roadway, with 3 inches of AC over 6 inches of CRB or 4 inches of ATB. Increased maintenance and more frequent repairs should be expected if thinner pavement sections are used. GENERAL EARTHWORK AND STRUCTURAL FILL AI( building and pavement areas should be stripped of surFace vegetation, topsoil, organic soil, and other deleterious material. It is important that existing foundations be removed before site development. The stripped or rem�ved materiafs should not be mixed with any materials to be used as structural fill, but they could be used in non-structural areas, such as landscape beds. Structural fil! is defined as any fill, including utility backfilf, placed under, or close t�, a building, behind permanent retaining or foundation walls; or in other areas where the underfying soil needs :Fn�r.H r.nNci n raN-rc iNr. Lakeside Real Estate lnvestments J N 09'!20 June 19,2009 Page 10 , to support foads. Atl structurai fill should be placed in.horizontal fifts with a moisture.content at; or � near; the optimurn moisture content. The optimum.moisture.content is that moisture content that : results in the greatest compacted dry density: �:The m�isture content of fill is very important and. must be closeiy controfied_during the��iling and compaction process. - . , . The allowable thickness of the fiN lift will depend on the material type selected, the compaction . I� equipment. used, and the nurnber of passes macEe to compact the fift. . The:loose Jift thickness ' should �oot :exceed 12 inches. We recommend:testing #he fill as it is placed: � Lf the fill is not sufficiently:compacted, it can tre recompacted:before another lift is pia�ed. �This eliminates the . need to .remove the fill� to achieve the required compaction. The� following .table presents . recommended refative compactions for structural fili: � � . � � � � . . � � � ; . �'' 8eneath footings, sia�s 95°�0 or walkwa s . .. . � Filled slopes and behind 90% � � _ retainin walls . . . � 95%for upper 12 inches of� Beneath pavements subgrade; 90°�below that level Where: Minimum Relative Compaction is the ratio,expressed in percentages, of the compacted dry density to the rr�aximum dry density, as determined in accordance with ASTM Test Designation D 1557-91 (Modified Proctor). �/S@ Of OIT-$lt@ $O!j If grading acfivities take place during wet weather, or when the siity, on-site soil is wet, site preparation costs may be higher because of deEays due to rain and the potential need to import granular fill. The on-site soil is generally silty and therefore moisture sensifive. Grading operations will be difficult during wet weather, or when the moisture content of this soi! exceeds the optimum moisture content: The moisture content af the silty, on-site soil must be at, or near, the optimum moisture content, as the soi( ca�not be consistently compacted to the required density when the moisture content is significantfy greater than optimum. The moisture content of the on-site soil was generalfy 10 percent, or more, above the estimated optimum moisture content at the time of our explorations. The use of the underiying site soils will be difficult and are only possible if grading operations are conducted during hot, dry weather, when drying the wetter soil by aeration is possible. During excessivefy dry weather, however, it may be necessary to add water to achieve the optimum moisture con#ent. Moisture-sensitive soil may afso be susceptible to excessive softening and "pumping" from constnaction equipment, or-even foot traffic, when the moisture content is greater than the optimum moisture content. It may be beneficial to protect subgrades with a layer of imported sand or crushed rock to limit disturbance from traffic. The General section should also be reviswed for considerations related to the reuse of on-site soils. Structural fill that will be placed in wet weather should consist of a coarse, granular soil with I r.�nT�rN rnNci n-rnnrrc iNr. Lakeside Rea!Estafe Mvestments JN 09120 June 19,2009 Page 11 . _ . � a silt or clay content of no�more than 5 percent. Tt�e percentage of particles.passing the No: 200 :- . . . . � - . sieve shoutd be measared frocrr that.portion of soil passing the three-quarter-inch sieve. . . . � .. LlMlTATIONS � The conclusions and recommendafions contained in this report are based on� site conditions�::as : .. � � - they existed at the�time'Af our exploration and assume that the soil and groundwater .conditinns .. ' � encountered .in the test pits are representa�ive ofi subsurface conditions on the site. If fhe subsurface conditions encountered during �construction are significantly different from .those observed in our exploratioRs, we shouid be advised at once so that we can review these condi#ions and reconsider our recommendations where necessary. Unanticipated soil conditions are comrrionly enc�Unteced on eonstru.c#ion sites and cannot be fully anticipated by merely-taking sail sarrzples in test pits: `SubsurEace candi�ions can also vary between exploration locations: Such unexpected conditions frequently require making aciditional expenditures to attain a properly constructed project: !t is recommended that the owner consider providing a contingency fund to accommodate such patential extra costs and �risks. This is a standard recommendation for all projects. This report has besn prepared for the exclusive use of Lakeside Real Estate Investments, and its representatives, for specific appfication to this project and site. Our conclusions and recommendations are professional opinions derived in accordance with curren# standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or imp[ied. The scape of our services does nQt inciude services related to construction safety precautions, and our recommendatiorts are not intended to direc# the corrtractor's methods, {��:�.��- �� +��A� fPYf:PP1t as cne�ifically described in our report for �c�.�uuyuca, �....�u..��.....,, �..�..............._� -r- �`r consideration in design. Our services also do not include assessing or minimizing the potential for biological hazards, such as mofd, bacteria, mildew and fungi in either the existing or proposed site development. ADDITIONAL SERVICES In addition to reviewing the final plans, Geotech Consultants; Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm , that subsurface conditions are consistent with those indicated by our expioration, to evaluate 'I whether earthwork and foundation construction activities comply with the general intent of the , recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions ciiffer from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job anci site safety, and dimensional measurements, wil! be the responsibility of the contractor. During the construction phase; we will provide geotechnical observation and testing services when . requested by you or your representatives. Please be aware that we can only document si�e work we actually observe. It is stil( the responsibility of your contractor or on-site construction team to verify that our recommendations are being folfowed, whether we are qresent at the site or not. The following plates are attached to complete this report: Plate 9 Vicinity Map .F^-rGr.0 r.nNci i�-ran�r� iNr. Lakeside Real Estate lnvestments JN 09120 June 19,2009 Page 12 -:;... . . . °:PEate.2� .: . .Site Exploration Plan � . Plates 3 -6 Test Pit Logs Plate 7 Grain-Size Analysis � ..-. ... .Rlate.8. : Typical Foafing Drain Detail " . . � � . . We appreciate the�opportunity to be of service on.this project. If you have any questions; or�if tin►e � � � . may be of further service, please do not hesitate to contact us. . . . .. . . _ Respectfully submitted, � � � � �- GEOT�CH GONSULTANTS, ING � 1 � I, Jeffrey M. Johnson _ Geote.chnical Engineer g. McG � G iva� r ;%�' �y��"��1 G' 'y' . .�� t� e' 0 � ' �+ 27845 kr ��' ��'CISTEB�r'� �ss+ �s`�I�NALE��l 6/,9�0� Marc R. McGinnis, P.E. 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I ;,� n . � i ( s s,,, , •"-=°.5 .s�-��.�- �.� � 9 a '' ��• '�, � '' �-��-+� �` `""' '' . f'R' � h�.�.��`��:��`.��" ' I�"�`�� ' A ��f1. 1_'_.._�Y�LL�,.e.�q�.._.�:� L � J �S..a^�'="_s� � �,...�iJX�_.d�,',:::aLf.S��... o..� .LJ1_' u _. I.�...�:�.s._,__._::� ; � r.....�..�...�..�..�.. .�..�..�. ..�..�..��.�..�..�..1 � � 0 � � � � � TP-1 � 1 ` � TP-2 1 { I 0 , ` � � N ; I � [ i ; � • � � I � ,` a . 1 tj � i. �.._.._�..�._.._.�..�._._ ;` � � � �`` � � `� • `� �_J � ' � . i ' i� � ': • � i, � TP-5 '' 0 I � Exisfin9 Q :� TP-3 Garage %� � � I 1 TP-4 � 1 -�..6 � i i p � i_..__�..�..____._____ .._._._.._.._.._.�..___..__1 � � � f � t � E--�--.._._.._._�.._..�_._.._._..------- TP-7 � � Existing 0 Residence 1 � ! � �-s 1 1 � � � i �..�..�...�..�..�..�..�..�...�..�..�..�..�..�..�..�..1 116th Avenue Southeast � SITE EXPLORATION PLAN GEOTECH 18621 - 116th Avenue Southeast `" CONSULTANTS,nvc. Renton, Washington � ��; Date: P/ate: 09120 June 20Q9 No Scale 2 ��o ��,a�� TEST PIT �1 �4 �G°� �a�0 �5� Description FiLL Gray-brown silty SAND with gravel, fine-to medium-grained, moist,. loose (F1LL) 9.$% � 5 To soil ,�� Orange-brown silty SAND with gravel,fine-to medium-grained, moist, loose """' to medium-dense 10 ' ; $M -becomes medium-dense ; -becomes gray-brown, medium-dense to dense (Sandy Glacia( Till) �� -becomes very moist to wet �� 1� � Test Pit was terminated at 14 feet on June 8, 2009. * No groundwater seepage was observed during excavation. l � �.s TEST PIT 2 � '4�'��.��`�1a�`�ti� g�5 � �° � � Description 1 �ii i Grav-brown silty SAND with gravel, fine-to medium-grained, moist, loose (FLL) , 5 �� Orange-brown silty SAND with g�avel, fine-to medium-grained, very moist, � loose to medium-dense (Weathered Gfacial Till) SM � -becomes gray-brown, dense(Glacial Till) � � � � ! ��'��i� -becomes cemented, very dense 10 .,,��,,� . * Test Pit was terminated at 10 feet on June 8, 20Q9. * No groundwater seepage was observed during excavation. 15 TEST PIT LOG _ GEOTECH 18621 - 116th Avenue SE CONSULTANTS,nvc. Renton, Washington � � Job Date: Loggec!by: Plate: r 09120 June 2009 JMJ 3 �� . ��,�'�� TEST PtT 3 � o��ti��a ti� G5 �4 �G� �� 5 Description FIL Gray-brown silty SAND with gravel, fine-to medium-grained, moist, loose FILL � o soi 20.4% �� range- rown si w� grave; ne- o me ium-graine , very mots , """' loos.e t� medium-dense (Weathered Glacial Till) �� 5 �� -becomes gray-brown, cemented, very dense (Glacial Till) , , � � SM� I ��, � �� - �i�� . ip�itii , i'iiiiii i�i,ii�i ' 'O � i�iJiqii iiiliiiii i�iIi i��i cii�i�i - . � i�il�iii � � . ', - iirti��i - ��;�� . * Test Pit was terminated at 13 feet on June 8, 2009. 15 * No groundwater seepage was observed during excavation. � ��, �� TEST P[T 4 � ti �,� �' °`�,�,�,��a�' ti� G�a ��4 �G° �� 5 Descri�tion I Seatic field *Test Pit was terminated at 1 foot due to Septic field on June 8,2009. * No groundwater seepage was observed during excavation. 5. 10 15 ' TEST PIT LOG GEOTECH �ss2� - 116th Avenue SE CONSLILTANtS,INC. Renton, Washington � ' Job Date: Logged by: Plate: y 09120 June 2009 JMJ 4 _ _ __ l � {� �'� TEST PIT 5 4�'� ��~5��a�'��'� ��' � G° �Ca 4`' Description FILL rown si ty w grave, ne-to m ium-grain , moist, 18.8% loase FILL i To soi i�il�i i i i Orange-brown silty SAND with gravel, fine-to medium-grained, very moist, 5 i SM loose -becomes gray-brown, mottled with orange, very moist to wet, medium-dense i i i i�i i i -becomes gray-brown, very moist, dense (G/acial Till) iiiiiii * Test Pit was terminated at 8 feet on June 8, 2009. 10 * Slight perched groundwater seepage, between 4 to 5 feet, was observed during excavation. * Slight caving beiween 4 to 5 feet, was observed during excavation. 15 1 ��.s{ TEST PIT fi �� o`��,��a'`�,�� G5 � �° �a �}5 Description Gray-brown mottJed with orange silty SA D with gravel, fine-to 15.6% SM medium-grained, moist, medium-dense (Glacial Till) i -becomes tan-brown, dense �� -becomes gray-brown, cemented, very dense 5 �ii�iii * Test Pit was terminated at 5.5 feet on June 8, 2009. * No grounciwater seepage was observed during excavation. 10 15 � TEST PIT LOG � GEOTECH 18G21 - 116th Avenue SE CONSULTANTS,nvc. Renton, Washington � � Job Date: Logged by: P/ete: � � �� TEST PtT 7 4'� ,�'o`5�e�'�1a'��'�,� G�' � CP �� S5 Description FILL rown si y w grave an co es, ne- o me wm-grame , very moist, �� Topsoil 22 2% �� Orange-brown silty SAND with gravel, fine-to medium-grained, very moist, i $M loose to medium-dense � i -becomes gray-brown, mottled with orange, dense (Glacial Till) �i i i i i i -becomes gray-brown, partiatly cemented, very moist to wet �i�i�ii * Test Pit was terminated at 7.5 feet on June 8, 2009. .)0 * No groundwater was obsenred during excavation. 15 �� a�{e TEST PIT 8 ti o � ti �� ,°� `��Qp � Description Brown silty SAND, fine-to medium-grained, very moist, loose(FILL) Topsoil 5 range-brown sitty w�t gravel, ine-to wm-grained, very mois , � loose to medium-dense iSM -becomes tan-brown mottled with orange, medium-dense to dense (Glacial Till) �i��i i i -becomes tan-brown, dense, very moist to wet iiiiiii 10 * Test Pit was terminated at 9.5 feet on June 8, 2009. * Slight perched groundwater seepage at 7 feet was observed during excavation. * Slight caving at feet was observed during excavation. 15 � TEST PIT LOG ' � GE4TECH 18621 - 116th Avenue SE CONSCTLTANTS,n�rc. Renton, Washington � � Job �� Logged by: Plate: � 09120 June 2009 JMJ 6 Percerrt Passed . � �' � � � � � C�O 1� � M N � r� . O � � . � . 0 f i ! � #200 o � I #100 a� � � i � � � #40 = � rn �° ' • c � CO c = � p a� d � N � � C m � C� cD N 0 � I ��1t1 � � �_ C7 F— � I i � I � O � 3�$a I � �3/4° I i I � �� i 0 � SIEVE ANALYSIS �, GEOTECH 1s62� - 116th Avenue Southeast corTSULTAN'I'S,ING Renton, Washington � Jnb No: Date: /'late: 09120 June 2009 7 Slope backfill away from foundation. Provide surface drains where necessary. � , . �-- _ - F•- � Tightiine Roof Drain � I' " (Do not connect to footing drain) � BaCkfi[I s� � (See text for �_z,� � requirements) =�� o.-� �:_ _ =� _ p� - --a; -j Nonwoven Geotextile -� = � � Filter Fabric � -� Washed Rock �LL � ��r � Possible Slab (7/8" min. size) �� - , Q vOoQoOo �� ,•Q.�`.p .Q �`.p�.P.�:p-.p:�`.p�.o:�`.p,�f-1 . . ..� - v opp aD°,p� 00°•0� p0°'a� oDp•o� 000, � c o o � �: — � -` ;i � �.a,�p o-o .cp o'o ;-cP�'�°,.cP�'o°,:cP�'o arc 0`7 0 00 �eC c � _ _ � ,? ��`�-` = ° p ° ' O, °.' p.°' ' O °.' ' p °' ' .. �__ _ y,.�.op e op a,o� s o,op a p,p0 , •o,u� OaOoO oC � ...F _ � — _ o c .b �.c .b��.o . .'o.�.o ., ti.�'o .. ti.�.o . 0 0 o c _ , °O�O� oOpOo �t'� -te . _r _ : � � .'" Ii r '—_- _ _,_ ` " , - i, 4" min. �°�°�a °�°� �II I Vapor Retarder/Barrier and - Capilkary Break/Drainage Layer (Refer to Report fext) L— 4" Perforated Hard PVC Pipe (Invert at least 6 inches below slab or crawl space. S4ope to drain to appropriate outFall. P{ace holes downward.) NOTES: (1) 1n crawl spaces, provide an outtet drain to prevent buildup of wafer that bypasses the perimeter footing drains. (2} Refer to report text for additionaE drainage, waterproo�ng, and slab considerations. FOOTING DRA.IN DETAII, � � GEOTECH 18621 - '{ 16th Avenue Southeast CONSULTAN'I5,nvc. Renton, Washington � Job No: Date: Plate: 09120 June 2009 8 Cramer ?�orthwest, Inc. • Surveyors •Planners •Engineers LEVEL 1 DRAINAGE ANALYSIS OF LAKESIDE REI RENTON SHORT PLAT 18621 116 AVE SE RENTON, WA 98058 FOR MICHAEL N�UYEN 3518 S 198 ST SEATAC, WA 98188 S. K R U£c �y �F WASy�F� Q�� '' +-x- o . N r � .. ��,c36049�� SS��NA LTE E�\��(; Z � EXPIRES 11/2fi/2009 December 7, 2007 (REVISED JUNE 23, 2a�08) C.N.I. JOB NO. 2007-115 Prepared by Paul J Nitardy, P.E. 9Y� N. Central, Suite�10�t Iient VVA 98032 ,2;;)85�-4880 Fa� (253)852-=�95� «�3��.cramernt�-.com F-mail: cni a:.cramern�3.com TABLE OF CONTENTS I. TASK1 STUDY AREA DEFI�JITION AND MAPS II. TASK 2 RESOURCE REVIEti'V III. TASK 3 FIELD INSPECTION IV. TASK 4 DRAINAGE SYSTEIIA DESCRIPTI�N AND PROBLEM DESCRIPTIONS V. TASK 5 MITIGATION OF EXISTING OR POTENTIAL PROBLEMS TASK1 STUDY AREA D�EFINITION AND MAPS TASK 1 �STUDY AR�A ��FfNITIQN This project is located at 18621 116T" AVE SE in Renton, Washington. The property is approximately 1.34 acres. We� are proposing that the property be divided into 7 residential lots. All lots will �ain access from a new subaccess road which will connect to 116th ST. The property has an existing home, garac�e, and driveway. All existing improvements on the site will be removecl to make way for the new homes. The remainder of the site consists of a large central grassy portion with trees and brush concentrated around the perimeter. The existing site drainage mainly sheet flows from the southeast to the norl:hwest. No significant amounts of upstream flow enter the site. MAPS A vicinity map, sensitive areas map, aeri�jl/topo map, and offsite drainage map can be found in the proceeding pages. � ,e r�isr� �Y� ,l fl�� I �*��.`'ti `� 3S N1t5 � 1"r��H A4E`"� 3S kr�11sE1 -�� 11�+`•� � �ld fl�El � � � ��`�a'rilW:,; 13"l�D P�� n V .. . � �,'. �S�C'�MZCI . -- __ +j� � `�i ��`�' �+ �S!d 41VZ41 3S 3,A1+�aFf t ' �, � � �baL�b , � �S 3Ak�p(1Zf� � �'S � 137Ti1 A1FE 3C: � �y�„t �o W ^ �5'id�f1Uf:! �f 33 y H��, �� 35�.as�,�i16t1 '� � r�x�Sf� ,; ii ' 'S� �S 3r�V N 18t?� o� '� � � � �, 35�i 1�1l�4 , � o�. � �b l� _ o ' d 4 H1E:,! O� 127T kJ , � ;:� � H AV[� - _ _ �`gt� r �! . p w'S �� ►��,�:�� , �� , �' � � � �� a � �� n �ssnv+�isz� � �' 3s�+u,f.��e� Jl�� `� �� a� �' r :c� i 5Pi z' � �� 36'3hV I F14Z l t� � Q 'A '' �, � � �+ yJ 351d al�6ZL ��o� � 3S3At+CY�EZI �, � 1 � r � ' I F u1 � !f �B TrJ Cl�'iCLJ �' +- Vi F � � o � �, +� � ��als�a� �� - � ��.�� a • �s3nv.�s�� 35.1VM15lZl � �, � �,�N'�� .�+++r+�s�- �, � � N �s 3rt+v��lo�� ;;, .:. o a�� i i. , ��'�- � � . . 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V 9E � � w:: 353hY/1�lLll - 1i5SH1I�A I . ,��i� w � �S3lti+YNllllr F "' � 3�FiiilE�� f; ��–�� : �,. �----� � �,t �' � �l � �s►��rivi i 3s r�.►rlau »arwi w s€ �a��' 5 � � 9s�r,u yylbut � 3s 3nu a�l.o�t 1 as r;ti i e16o� �� ,.� `- �� 8 � � � r,,,' �� 1 �� , � �.�i�n�H�#M�; , � ,.. � �'-4�° : ' ;; � �;�-----Y...� , ,. $ ,, � Z ��.�' � ,� �or.rr►i�s� _ 'y� _ �s�.�,v��t�,G � � � ` �n ��g�� J• 3'i+�AY I I18�t � ,�.� I � � � � •��S� t�2 '�+ 7S 7hV I+1BOl � � � � �'�` 3E3AVji15Dl P.I� � '��dir151)! . � � � � ��m fl �� _ , � � � � ��W�� 5�� " � I� I n, � 3S no I�iwt s� ��3 ! o I � � � y ��y4a�� 0. ^� � Oi 4� �� ' 12d+IDPl.SE ,'�1CfitvO��IJE ��9,n ' �ri 7 � t�. ,' � ,,,..� "' 7S]��,Y�k�?l �' ��E � u�� c.7 �! I 76 7A1J�'s1:2yl1 I � ' G: lU1wTA4f.� .ri' E.�9 ,�j� �-� � � _ � � '� � �1� � I� � � ��`d � r Y�, p j '�t�" ,n � l 3s3Av��laa4—;— n � �_ r ;n v�i = �n � �� i�i � Cb inH1tiG , ! gQ'' � $ � �a n � r _ i y r X� �j � � g.�� ; � T �fi 5'u�I�LF36 wl ry rn �� 4� �,� � �' �+» t.� i a � � � � E�� , �,� � �, � � .� y � r� �i � � 4n ', T � ��'8 � ` �' sn� I � � �' i � � � N '� vr N , :;nt1 1c',fll+v1 � u, .�-�., � � s3n,w�,lkra sAun�,�k196�, 1 U ¢+�� ' i �i ".�,.. F NGUYEN - SENISITIVE AREAS u �187TN a_ y 1. C b H 1813T ST n. � w v, w � SE 18�1^v ST � N � � � � � �" C � F ��u� � s�y��:,� SE igaTM ST �iS."TM� ��H?L S_18�if�S'f ,y� � � `,..�_�e9T�t ST �e .�iffiTM L�i � /a �i 18y�.y a �186Tt15>_ � �' � � � � a ��nr sr _ se�aarrr�a � � � � � s�,�r!��T � � s€�r++s�r � ,� �u�w � u � �1ffifM P_ w �� '�' � �- � �`' = �i µ� ` — � �_�� 191^�TST ^ 5E 19CTM:N �' � � V �' � � 5�t9fST;( S�t12ND St ;C�2�65 Kmg Coumy 0 506ft rne rrfortn�ion fndudea«,n:a r�p nas be«,cornpilea ny Kng cw,My slefr nom e vsrfety or earoas and 6 subjeec Lo�hange wltria,c no6ce.►ar�g CouMy makes no rep�tions or wartantles.m�Prees or irtiplied,as tn acaracy.complatenes;,tknelness.or riglrts to the use d weh inforrnation. This doaimerR Is no[inlerded 1or use as a survay podu2 IOng CoutAy shad rot be IiaWe for a�'8eneisl.aPece�.indrmd.4iddenfa4 or oorraequenUel a dam�es indudig.but not imked w,bat+evenuas or laei prdtts resuking fran the use or mbuse o(the irdwmetion caYained on this rtmp•Arry sale of �'n(,�r}�,��/ 1hk map or infametion an ths map Is prohlbited e�l bY writ�n P�^d�9�Y• J �"�"� .7 NGUYEN - SEN�SITIVE AREAS Legert� HighlightQd Feature 5A0 �tream � Ghino�ok CYistribution F:t'�t; '-� Gounty Boundary � �y�� ■ 5ensitive Area Notice on Title x Mauntain Peaks � Ci�s2�„�m CJ10 5horelin� Condition � c�ass2saannnd � �€:�. ��fi ;.,,` Ct�sS � - 111adtu3n . ilnc�fwd �. � —. Lakes and I�rg� Rivers Ffighways Streams � IncarparatQd Area �, Fio�a�way 5treets � 100 Year Flaa�plain � N,��,,�, � SAO YMetland AriercaK jj� SAO L.�R.�S�1�£ Loral ,•:`� ��10 �gISR:tG Parcels SAO Erosi<►n The MamaUon induded on Urs rtmp has been comP�led by Kng Counly�F frmn a variery d souroes and s whject to cfiange wittnut noti�. Cowrty makes no rcpeser�tationa or rramartties,axpre�s or implied.as to emxacy.mmpbOenGs,timeliness.w riAhta m the use oF such nfortretion. This doaiment is nd irdended for use as a survey produd ifin Courrty ahall rrot ba liable for am�geneial,specfal,irdlrxC ineidental.a cansequmtiel � �'�� damages Indudirg.but nd 6mited fo,bst revenues or bst�resurn�g hom the use a mnusi�af the irdorrtrtion cakained on this rtmp.My saie of this map or Mart�albn on tFds rr�P is G�dildted except by wrtiCen permisaion of Kng Cowny. i�+ � 4tit � P. 9�� P n^�� ,� � PI,��ill,. �.. � � }�,, - r � ;� � �'r �. , �,: aM�'"°'"`a,,,, �Q �` w 7 y�fA,� V r , ,� �` � j r� t; �,,,�:� � ��, ��` ' e� g� � � ,� �!� � '� ' � �, +., � •.� �+ k: q y�� '�' Fx. � 1 1 � S 1: °f Tt �¢ L.;M W{,'�-�,'.^$;(.� �� , , y '�� 4•�'�. �° {`yvl; OP � � � , . . ` ; a`w;'�'� s .. . � � � .� - . � v� �p� �^ � � . 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F . � ;;`' t, � `� «` _ , r � M;u� �� k U � � � ��, , �� , � � � ,.�� ,? �' ,�,., ;.. a �;� ��€ . , ' x. " �8�a� i - '�' t NGUYEN - 1�4NTOURS �;�-r�+a ' '-- � � --- _ - . i� r_ _' j� �ea �^; . �---- ; . � ! � , i ~�ti •� �4, . -- -- ~ --� t - � ��, - --- ,,' � :�, L_-�. J ! i� -- �. Ic �1 t+ ' l ��s ''ti Y� + r', �i�v') I '� � ''�, -- il __ ----� ``-� � __� '�.,j 1, - ______ r ��i. j SE 1ffiTH ST `� /'�'U�� ti _ _v 4 ��€ . - - ':� __ Y � ,.� __ { �,� _ __ t i. �. ' ��^-1 e�� ,'•,,* `��`� _ . �� ,' ____- -�_— ——'�6p `' _ — �- i �r 1,.' '� ,�5=---______-" - -__— •jEaC_..- ---,.' �_ I.I -ji'-- � _ - _ ___— -�' �� ' } 1_ �'� -- ,- -= � � 4 r' � ��. �� S , _ --- '-_ " � � ;1, .,�1' - - ` �,-;— _ _- - ` .'W ': _ ___ _- '; i.-�, _ j� _ _ . __-"_ '�� '�� _ r=.r __ ' _- _ � -__;—__ 1 � - i - _J=- _----_ � __—�- �I � - � E -__ _-__ - _'. ' � ''� _- i _- �I�� y�_�5 `� y � _ - ----_-- :-.,i �- _sr:-- � -- �� ;C{2005 KmQ Coun7y I 0 12B1t The�fortnetion induded on this mep haa been compibd bY�8�^N ataff hom a variety d souroas and's subjec[Lo change rithout notioe.King Cou�rty makes no represarrtatiorts or wartarrtias.e�rass or implied�as ro acaracy.compleEenesti tmelmesa.or rigMs tn the use d such inFom�ation. This Ooamerrt's not intended for use as a wrvey produd King Co�arty ehaU not be I�le for a�ry pene�al.spedal,irt6act,incidental,or canseq�tial a • damages induding.but not Ymi[ed ln.bs[revenues a lost P�ts tesuting Trom the use a meuse d the hd�ometion confained on this map.My sak of �['��Au�}� this maP or inforrt�adon an this mep is prohibited e�anpi by writLen permiesron of Kng CouMy. ■� \►V ■�� i Yx s .� i l . , �, „ _ �. 4 i'y . 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N�� r--•—t i� � ��- -� � . :i '� 4 � �b2 W E 15.80AC. �� '�1�JS `,��.'..'"�� \\` p • `\ � 6 17 N 3� . S 6 � --�`�-----------r- --------------� -- --- _' _ ` I f6 t6 60 m �a6.26 � 300. ~ g� 5� � � ,�e n 'r� K s n i � +� M w � ��e 3r 36 �s �a � Wat� Dis�. �l�e ' � � � � y � � N� 8 � � � � � � �a, � � � � ��,E. iee�rH �'p � � (% ;'i �% �.�:A�. "�° - ; _ ''` .� s �J.. s.y� �'�i ��. _��`p � •�-;� I5 ___ — - � !I! I � w � Ll.� � W U � � � O � w � N � � Q � TASK 2 RESOURCE REVIEW Adopted Basin Plans and Finalized Drainage Studies: This site is not located within a known Basin Plan. Basin Reconnaissance Summary Repc►rts: No known reports are known to exist. Criticat Drainage Area Maps: The site is not known to be located in an�� critical drainage areas. (FEMA) Maps: The site is located outside the 100 year f�ood plain. Other Offsite Analysis Reports: Cramer Northwest, Inc. has a TIR and a I_evel 1 Drainage analysis for a nearby site to the east with a job number of 200�:-042, the king county project number is L01 S0021. Sensitive Areas Folio: There are no sensitive areas located on �this site. DNR Drainage Problems Maps: Not appiicable. Road Drainage Problems: Not applicable. King County Soils Survey: Soil on this site consists of (AgB), Aldervvood gravelly sandy loam, 0 to 6 percent slopes. Wetlands Inventory Maps: There is a wetland in the northwest corner of the site per the wetland assessment for Yvone Bui by J.S. Jone� and Associates that is being prepared. Migrating River Studies: Not applicable. Drainage Complaints: There were no relevant complaints in th�� area. V1i�.. L't. LVVi I . L7�m ninv �v� n�nv .._. � .__ .. _ King�ountv�Uate�and Land Resources�'W'LR) bivision 201 S Jackson St,Suite 600 Seattle, WA 98104-3855 O Date: Number of pages including cover sheet: To: � From: Cindy Torkelson F�: _ _ WZ,�t Stormwatex Sezvices Seciiors Phone; P��E�246-296-1900 Fax Nwocxber: 20G-296-OJ.92 IlVViPORTAn"T ZEVEL I ANALYSIS 1�4TE: `UVe do not send copies of certain ' con�laint types that are not relevant such as BCW, F�, FIR, FIH and WQA, and �vve do not send CL and�.S types, See key beiow. Type S 1, S2 and S3 will not be faxed due to szze constxaints. Y IF"YOU ARE USING THL�2005 SWM DESIGN IvL�NLJAL YOU ONLX N��D�0�'RS W�R"�'H OF rni„rrT ar�rrC 'Z'k�e faIlowing is a iist of cornplaint types recei��ed by the Water and�d Resources Stormwater Services Sectian. Complai.nt numbers beginniiig.pnoz to 1990-X�X bave been archived and are no lomger in our possessian. They can s�ill be retrieved,if necessary,but will take additional time and may not be beneficial to your research due to their a;e, development r�rhich has occunred, etc. T#'you aze interest�m reviewing the actuaJ.coz�ap�ai�ats,tl�y can be pulled(ti.me�emzitting}for your review. Copi�s can.be obtained for$ .15 per page, �d $2.00 per gage for plans. �evs: '�pe of Inv_cs(igs�on. T�pe of Problem C Actian Roqucsc DCA DeveiopmenUConstrucaon BCW Busmess'for Clcan Wsscr DDM Drainage-Misctllaneous CCF Response W Inquiry DFii Ihainagc—Plosio�/Ssdimencaaon "CI. Ckim DLE ikau�age—LandslidrlBar�h Movattent EFI Enforcemeai oti Hold XYC'A Diaina�e Texhaical Asseshmce ER £ali'otc�t Reviea iP1Q Dramage—Genecal fnq�ury �cc,�cx,Fcs F�;nc�c�� raKn r�sau�ce-n�ct�n�5 FI SWM Fce lnquiry MMi� Maintenznce•Flooding FIIt SwM Fee iteview MMG Maentenanee-Gencal FIH SWM Fee on HnM MMM Mamtcnance-Mowmg "LS Lsavsuic MNM Maiaunance—Needs Mamunance RR Facility Bnginecring Rcvieur MNW Msintenanoe Nmciotrs Weeds *iDA I�eighborlwod Dtau�agc Assistancc S�F SWM Fx Qa�dans wQc Waur Qualin Comphinc wQB Wata Qunlity—Bpt Managemrnt Pracpccs 'OVQE WaSrrQuslityFsifoteernmt WQD WaterQuality—DumpIDg 'PVQR 'OJa�r QualiEy Eupneaing Rtviaa� WQI Water Qualiry�Iliicit Connectior. 'WQA Waeer QuallryAudii REM SWM Fr,e Rtmessurtment WQO WaterQualiry—Ochcr GRT S'VJ!vIFe�Grsnt S 1,S2,SN3 Engineering Studies T�WD S WM Pce-New Discount 'Sabjcci�o Pnblic AisclosuTc requimncn�1.12eocipt af wri mcn Teqvcst far documents 2_Revicw and approval by Prosecutins Aimmey's o�« O�T, 24. 200; 1 :19NM K1NG GU. W:�U i��'. �uLL � • �. � �M1�OWt�W8t61'8111�L811d RB�'68�91I�fS�I-HI'B�I�B��Gti1� ��n�� PAnted: 10/2�l2007 258:57 PM �� rn'�f�ro� a��rrrw�■ c�■ne.t� r�sr� 1975-0076 C FLDG RD WYIFLD'DJ112TH AV�SFJSE 186TH ST fi86c2 1979-0�47 C 11403 SE 204TH ST SOIL SULLDOZEDlPAI�ITFlER LK AREA B8BF2 1984-029$ C FILL .1@504 192TH A�/E SE fLLEGAL NEAR'17408 12&TH AVE SE B86E1 1988-1968 C FLDG 11202 SE 186TH ST STORM OVERFL4IN 686E2 1986-1185 C FLDG 41202 SE 1B6TH ST 5EE:86-1166 BRYANT,BILL 686E2 9986-1190 C FLDG 1100'I SE 186TH ST BASEMENT GETTING WATER 685E2 9987-0334 C DRNG 11202 SE '18STH ST CULVERTS BLOCKED 86-1166,1185 686E2 1987-0471 C FLDG 11202 S� 168TH ST SPRING GLEN 86-11B8,1185 686E2 1887-0545 C DRNG 48627 1a9TH AVF S� INADEQUATE SYSTEM 69fiE2 1989-0650 C DRNG 18631 119TH PL 5E SM+DRNG Af�D DAMAGE 6B6E2 1989-0700 X DRNG 18631 111TH PL SE WATER ON SIDEWALK/89-0650 FRITON B8BE2 1990-0075 C DRNG 1125a SE 986TH sT PLUGGED CULv�RTlSTORM 6esE2 1990-0141 C FLDG 18400 112TH AVE SE PONp ONERFLOW190-0149,235,972/STOR 686E2 1990-0149 C FLDG 11242 SE 186TH ST R/D POND OVERFLOW/ROBERT/STORM E 686=2 1990-0231 C DRNG 18425 1127H AVE SE R1D POND OVERFLOW/STORM 90-274,37 686�2 1990-0235 C FLDG 112Q2 SE 1b6TM ST WATER IN BA5EMENT/STORMl90-149,149, 686E2 1990-0274 C Ft,DG 11022 SE 984TH PL RID POND F1.00pEp/STORM 686�2 1990-0342 C FLDG 11202 S� 1 asTFi ST RID POND/ROBERT!STORM EVENT 686E2 7990-0372 X DRNG 91202 SE 186TH ST RtD POTIDS OVERFLOW9/90-141,149,235,2 686EZ 199(}-0709 CL FLDG 18504 112TH AVE SE CL#12959 5EE CL#13224 DUE DECEMBE 886E2 1990-0864 C DRM1IC 16427 1'IZTH AVE $E RfD POND DRAINAGEJSi'ORM 686E2 1990-1061 CL FLDG 79202 SE 186TH ST CL#13224 SE�CL#12959 GARAGE FLOO 686E2 1990-1786 CL FLDG 19044 SE 16fiTH ST MEMOlRURDELLS STUDYTO pA 686E2 1990-1212 C DITCH 11044 SE 188TH ST RDISIDE D1TCFi�ILU9D-1196 686E2 1890-1212 E F(LUDfT 1104�d SE 186TH ST WILL STAi�T WORK 0920 CHK ON 48/30/93 686=2 199D-92'f2 ER FILUDIT 11044 SE 188TH ST RUDELLS STUdY 686r2 1990-1226 C DRNG 18615 10TfH AVE SE FLOODED BASEMENT/BAD ROADWAY 686E2 1990-1445 C DRNG 9&427 412TH AVE SE R/D POND OVERFLOWING TO STUDY/91-1 686E2 9990.1530 SR FLDG 18427 112TH AVE SE STORM EVENT 666�2 188�1531 SR FLDG 18427 112TH AVE $E STORM EVENT NOT NDAP 686�2 1599-0150 C DRNG 18624 112TNAVE SE 686E2 1891-01b0 SR DRNG 1$624 9127H AVE SE NOT NDAP 686r2 1991-0196 C FLDG 18425 112TH AVE SE fi8GE2 1991-0196 5R FLOG 18425 112TH AVE SE NOT NDAP B96E2 9991-0253 C DRNG 11254 SE 1867M 5T 686E2 199't-0438 S1 SPK TO FINISH S1 3/4-52 TO'92 CON 6B8E2 1991-0667 CL DRNG 19427 '112TW AVE g� SEE 9'I-0438 SEE RUppELLS 688E2 � � �� T��!J �T �n� r ' Page 1 oF� �s; irrV�S,-�6/}T�� V1r1. L�• LVV( � L/�. .ri ��ai�v vv. .,_��.. M�r Crde T�o�Pre�fw Ad�u af P��ible Ee�wts - - -- —iM�a 1� �— .,_._�, �991-0837 C DAMAGECB 98001 '[16Thi AVE SE C/B B�LOW GRADE 686E2 1991-1095 C FLDG 11200 SE 786TH ST RUDDELL POND OV�RFLOW 686E2� ,� 1991-1132 C DRAINAGE 19006 116TFi AV� SE INFO TO PM&D B86E2�y�' 1991-1149 X FLDG R/D 11200 S� 1847H S7 CCF#SWM-1031 R/D POND GAPICRY 686E2 �� 1994-0Q38 C POPIDING 11430 SE 192ND ST POSS GRADING/FILLING VIOLATION 686E2 � w 1954-0144 C bRNG 17925 1167H AVE SE POSS FILLING YIOUACT PLAT MORNING G 686E1 �' ? 1895-0200 C DlTCH 7S 18204 116TH AVE gE LACK OF CONVEYAYNCE ON PV7 PROPE 68fiE1 � o 4998-0805 C bRNG 19a0Q 120TH AVE SE DRAINGE FLOW QUESTION pEVELOP INF 686E2 � ? 't996-1564 C DRNG 18908 113TH WAY SE PRIVATE PROPERTY IMPACT TO PVT E7RN 688E2 4996-2071 C FLDG 11828 SE 980'fH ST 1NADEQUATE COPNEYANCE OFF5f7'E FLO 688e1 1996-2071 R FLDG 11828 SE 980TH ST INADEQUATE CANVEYANCE OFFSITE FLO 68BE1 NiF 1897-1123 C GRADING 18908 113TH WAY SE PVT PR�P IMPACT NO pRNG INSTALLED 686E2 ��x '1997-1123 R GRADING 18908 113TH WAY SE PVT PROP IMPACT NO DRNG INSTALLED 666E2 Ni�? 1996-0019 C DRAINAG� 19016 11BTf-I AVE SE NEW GRAN�L RD POSSIBLE PVT PROP IM 686�2 (u/74 1888-0058 C DRAfNAGE 18820 1'I6TH AVE SE SFR CONST IMPACTING ADJACENT PROP 686�2 /✓� 1988-03Q6 C DRA{fdAGE 4181 S S� 1 BBTli ST ADJACENT PROP PAVED 2500 SQ FT 686F2 Nl�? 2000-05T2 C QDM ACR05 19029120TFi AbE SE APPAREN7 FILL(NG O�ROADSIDE DITCH_ 686�2 N�x 2000-0572 R bDM ACR0.S 19029120TF-I A4E SE APPAREIVT FILLING OF ROApSIDE DffCH. 688F2 Njn 2001-0322 WQO 41637 SE 184TH S7 qppARFNT'GREY WATER DISGNARG�INT 696E1 N/l� 20U1-03T1 WQG WQO 11631 5� 1847H ST APPARFNT GREY WATER DISCNARGE INT 686E1 Nf� 2001-0389 WQC Wal SE 180T 8�918TH AVE 5E POTENTIAL GRAY WATER DISCHARGE. C 688E1 N�� 2001-0389 WQE Wfll SE 180T &�18TH AVE $E f U I tPl I If1L l.;rhCHT VVAI CR DiSCnn��. v RO�E? N;'�? 2001-0389 WQR WQI SE 18dT &718TH/aVE • SE POTENTIAL GRAY WAT�R DlSCHARGE. C 686E1 N11� 2W2-0314 C DOM 18524 194TH AVE SE SHEETFLOW ONTO PROPERTY FaOM UP 686�1 N/�} 2002-0381 C �M 11625 SE 1847H ST SOGGY AREA 1N YARD. MAY BE TI-IE RES 686E1 N/� 2002-0553 C DTA 19013 914TH CT 5E CONCERN REGARpING POSSIBLE SLOUG 68fiE2 N/�? 2003-0847 C DDM 19230 9 96TH AVE SE APPARENT OBSTRUCTION OF 0��51TE C 686E2 Nl� 2003-0847 NDA DDM 19230 116TH AVE SE APPARENT OBSTRUCTION O�OFF5ITE C 6$6E2 A!l�t 2003-0847 R DDM 19230 116TN AVE SE APPAR�IT�BSTRUCTION 0�OFFSITE C 888E2 JJ� 2005-0428 C RFN 49128 113TH WY Se W�r flows across sidewalk from water meter, 686E2 1�JJ� 2005-0440 WQC WQDR 11447 5E 180TFi PL DUMPfNG FROM RV 666E1 N�p 2005-0468 W4C WQ! 11700 SE 194TH ST 686E9 �rR 2005-0491 C DCA 17630 116TH AVE g� Fildng/re-�grading on neighbors property. Inv di 686E1 N1 p 20�5-0682 FCR MNM 98133 193TH WY S� Refemaf from KC Health. Rats in D91898. Inv f 686E2 NfF 2008-0173 WQC WQDR 11447 SE 1 BOTH PL RV leaving trail of seWage. 686E1 i�.fF 2006-0173 WQR WQDR 11447 SE 180TH PL RV leaving trail of seWage.Letter sent RV was fi86E1 � 2D06-�299 C RFN 18621 1'16TFf A1/� SE Broken drainage pipe�Benson Hill Elem Sch B88F2 � 2006-0450 C DTA 18621 116TH AVE SF School const ca�sing water seepage into yard. 686E2 N/1� 2007-0058 W4C WQDR �8405 113TH AVE SE Car leaks gas/oiL 686E1 N/� 2067-0221 C DTA 18128 413TH WY g� Request permission to remove veg from trac� I 686E2 - c^ , �,' JjFM Page 2 of 2 :�i'`- _- , �_ _ __ ._ �� !. j�, l�li,,i �; �{ip,fV ,�'IIV t,'�, YY_n.G rv. �-�u i , i 1'�in� Cour�tv Water and Land Resource.� (WLR} Division 201 S Jackson St, Suite 6D0 r� Seattle,�Ti�A 98I04-3&SS D��: ��G�� i�umber of pages including co�ver sheet: � From: Candi McKa�n�Tech II WL�t Stormtx�ater Services Section T4: • �l �� Phone: 20b-296-1900 �� - ��,�� 9�� Fax Ntunber: 206-296-0192 Fa.�:: INIPORTANT LEVEL 1 AN'ALYSIS NO�: We do not send copies of¢ertain com�laint types t�at are not relevant s�tch as BCW,FZ,k�,F+'IH,SUP and'V4'QA, and we do not send CL and LS t�pes, See key belaw. Type S1,S2 and 53 �will not be fazed due to size const�aittts. The foltowizig is a Iist'of complaint types reeeived bs�i�e Water and�,and Resources Division Dr�inage Services Seetion. Complaint ntambers bec�ing prior to 1990-X7��X have beesi azcbived and are no longer in our possession. Thcy can sti11 be rztrieved,if necessary,but�ri!]take additi�nai turxe and may not be benefieial ta your research due to their age, development which hf�s oecvrred,etc. Tf you aze intezested in reviewuig the actual eomplain�,they can be puiled(time ' pemutdng)for your review. Copies can be obrained for$.15 per page,snd$2.00 per pase for plans. � " rr..<,�. ........ Type of Investi�ation 7��e of Pro6lem BCW Bastness'for Clean Water �.CS Access C Actian Reqmeat F$�t Bloswale rotroft *CL C7nSm C�T' Canmorcisl DatermiAatfon �H1R Enforcemeat on Hpld/ltevieR DCA Development/Construction EM Maintenance�aforceroenf ��DM Draimge-Miscellaneous BCC,FCR,FCS l�aolity Comp3aints LjES Drainage—ErosloNSedfmCatatina Ff-R!H �S'4�V1VC�se Tnqairy Review/Ho1d T�7 E Dninage—LandalidrlEarth Mavement I Inqairy• T�TA Ylrainage Techniegl Aaaiatance "�' *I,S Lawsuit E12Q Earthquake NDA Neighborbood Dra[nage Antistance L'Tt'f Grnrrt Pro�ram RET ltetroflt facfltty T'VQ General Iuquiry R112R Engineering Revle�r/Facilitg Reviaw xRG Irrfgut�on S),52,SN3 Engineerin�S[adfes LSP Landstcaping SUP/F 5pecia!Use Pcrmit/Fina1 h[MA M�inteuance AeaUeeGea WQC '�'Vater Qua(it}-Complairrt 11II1�F1G/M Maintenanee FleodinglGenerallMorvia� WQAP(P WaterQnalityAadltSnPrngrOsslParmit HCSQ Mosquitnes WQE�'Ft Water QuafiEy Eaforcement/iteview r�WD1SFi1? New biseonnts!65-10 D;scount X CC�'or Response to Inqalr� PFN IianoTf from Neighbor IiEM/G�R7 SWMFeeRe-mCasatement/Grxnt A:Et' Retrolit facfliry SGN S1gt�.t St�1 SYnkHalc STR Storagc SWF SWM Fee Questions 'IRE 'hee Aemoval VdQglD/� Water Qualti�—Best 12snagement Praeticea/DumpinpJlllictC Canneetion I C11 Ot7ity Tnstaltation YRD Xard Extenslon "'S�bjeet to Pablic Disclosure requ3rements 1.Recei�t af wrltten request for documents 2.Re�view and approvA[b�� Prosecuting Attorney`s of�ice aVvi� LJ� LV4' I Ju��iri �..�..,� �..� . �.... ��r � �nvG cornv�rY wAT�Axn LA.N'n R�souxcEs Divr.sioN � DRATNA,GE�''VES':['�GAT�QN REPORT . n�v�s'�GAxzorr REQ�:r�sr Type � PRosr.�: _ �� yq 1Z�c�rv�en D'�: Date: � ox.'d b : �� Fu.�No. 2006 - Received from: - ) Eve � N,v+�: Pxo� � � ��— ADDI�;SS: G�,_..City � State Zip�� IACATION Ol�PROBLEM,ff DIfT EREN7': . Access Permission Granted� Call F'u'sf (Wonld L�7ce�'o Be Present) � , C��j�9� L� • . , V/�� . �� - °°d � � � � - . , � Q �� ,;�. � �� '�r �� . ��, ��-�,'_��A.� Plat name: �� ot No: Block No: Other a encies znvolved: �o neid investigation re uired y.��y .... --��"' '�`��`o�?��";,`��L��b�.�t�'��...Y -,c,� : �� :;,� �- c s,r:' ..,�,;"-:,� -��- - - - '- -�•�� - - 1 a 5 T � Pazcel No, ��1� Kroll� Th.Bros: New��CL�-'r�S. RDP Basin� Council laxstrict � _ City Cbzxge No. R,rS'�PONS'�: Citizen notified on by,. �hone letter in pezson y-S-�6 �� -n�s� . �-s-o� ��-s�a—� ��c.� �� a,�. , -[5�-� c.�;�f ►� � �-H� �--7i6t DISPOSICi']ON: Turned to on / / by__ OR' No fnrrher action recommended because� � Lead agency has been notified: Problem has been carrected. No pn�oblem has bE�en idez�.�ed. 2�rior inves�ti�ation addresses p�roblem� / S��+`II.E# " J Private problem-1VDAP wiIl not consider because: C'oKr'c4�aq,u� r��s z� �aura c7 S'u�roo� [�fr�tc��jo�L�h�orJ�j. Watez originates onsfte and/or oa aer�boring parce�. �ts=7A�-q��c. Uther(Specify}: na�ci.osEn: � ��s �ob $y: �14 1�7�0 �°a��DE� ��VV i. LJ� LVV! I �Vi. - i�a v vv. �,. ,�.. �,. .� ,.. . _ . . �.... . , , „t. � .x. :1 . ; �. ... a •i`��;at'...:=�5�� " • �,,,y�,,,:�;.•i{�� _,�.�.}�,'.Si r i. . .,r�� . �� ,*i�,��. ��j � �`ai,.� � �e��'�� JA�' ti�'�, �' 2��-��99 ��N�t �.aUN� f„ � Na� Ro er Pflu er Departmezxt of Naa�at Resources anb�ss 18621 Z 16"'AVE SE Water and Land Resoarce Division 2�6_7g9-4704 686E2 �O� 1'B PAG� DRAINAGE INVESTIGATION REPORY '�O1'I'PA� 604_ �ATE 4'�g-46 FIEl.D iNVESTIGATION �'��S��N -^� �T�� SAB DETA�,S O�'INVESTIGATTON: N rrrs Met with Roger to in�es�igate his report of a possible storm water pipe broken on the Benson Hit! Elementary School property acij�cent to his properLy. Roger ciaims the pipe had become broken in the past and it was repaired fixing his water problem. He feels that the pipetine has become broken agairt dUring the remodel of�he school last year. The pipe is old 12"T&G Cbncrete. 1 was unable#o find any obvipus breaks in tlie fine. i spoke with the pDE5 inspector Jay Huh who was insped�ing the co�struction and he said he had not he2�rd of the probfem. �� TT 9fil!!ap?1!y A { � j B77A?00190 9f?T�Q$TTO � } �rir�i�so gr�7�23� ��T7D�i0'+..20 9�r�7A7020tt 9��TnODtSO � 3223ts59�4F 1 � i ��"''_�� j �, 61D18D!)f�DO ; � <w�e�.� � � , � Q � � ; _ j �z�osszao j �s �a�os�z � ' ;' ir9 � 3273039287� 61�780�f3� 3 12"CP � � �Z��Cp 72n C f0� � � ae�sa�ao � 3�� r�corao ao9vaoots3 �98J'9Qfli6� � d19780Dl61 SE�$8TH_S.i �C�70o6Etr,9�h J56lfA'�03�d� 1�6�5951dP6 � 3I�30393�3 j 3223Cf69�t?734 240ff ' � � �-.. -.-. i�� . Li. 1�� i ;� 'inh� I�:�tG ��U, W_I(G i4u. �4�U i . 't ,y,;,—, Com laint 20�b- 0299 . p Photos taken by�: Bergrud, Shawn -:�Y„"-:;y: .-l:.r•.; ,�- ;=:�::� .�.-�"'�• r:. �' ��1 .� b'� ,�� ' t�'_ - �'+�G ~�..Y �•,:�"�' _.�` Photo 1: Facing eust looking at Propet'ty line Photo 2: Facing west looking ot part of drainage between schonl and pfluger's property. system that Roger believe5 is causing the problem. �� L L��., i� ?�i �H„ � .�r. `� "� . 7� �� •S ��' - `. � �� I �" -�d�.�J �, f Y�k"..Y' � t . � �� ' \� � '^��`i+ 't. ��' r- � .i; � - . ss, . } 5 '''„�--�`^�.�a.. ?., Y . �� Photo 3: Facing east looking at wet area on roger's Photo 4: Facing east. property. �� . LJ. L!�U; � . i Irlirl �:i1V �V. �I_11U �.... �� ' .��' � T�n�rc�CovrrrY wa�R AN;n LArtaa REsot��ucEs DzvIsroN � �RAYNA.�E INVE�►�GAT�ON REPORT a ' ,, j � � INVE51'IGATTON�2UEST Type � Y�tO$LEM;�'�4� L�.1-�7Y-�G� ��y: ��.�,�� D�: �-%y� fl�.�d�: �,��a. Zoo6 -��a Received from: n _� �aY} � ��. �$ve) �� Na�: _ �J�� - V�� P�iorr� Y�� , I- ADDItEss:� �, �l�`'��- S� ,City ��"�' State LC�- Zip I.00A.7TaN OF PTtOBI..EM,IF DIFFE1ZENf: Access Permission Granted ❑ Call.First (would l,ike To Be Present) ❑ � �� ^ 5�v�'� c.,� �..,�., �;�� C�� .�� C��.�.�-�— �'�"' � . �A� f��t� ��G- 7 r�� Plat name: Lot Na: Block No: Other acpncies involveC: �o �eld investi akion r uired ,, �, ,� � ,, �- � �� /�� '�� ('[��{:� �µy��7 ��I�yi ��/�1.�e y� ,�.�2 _..., ' T -..:. ... �,:� �'C:��""1' "�"�'?�'.•5��.,�15�l.rilL�l�O�il..�^2�VI 7I ,� �"a � 'a"�°' :.y'j. '.«'"�T�. t_'"'.'�' .,e4_ ••��... '.:i ..- . .:. ,. . _...� ......... � �, . ) �— -- — - - � /� S T R Parcei N . 2� Kroll� Th.�ros: New �O RDp Basin�, Council District�__ City . Charge No. R1�SPor�E: Citizen notified on by: phone letter in.pe�son - M� w/ �doh,� ar G-l�r-� - �PR�a�,S -4z� 1r� vw,a�,�e �•��.�r.�. �.•� �f f �56 i-r,�t�A� (r�� G� �'�d G-l� 6 -za-o �� v�� .--/ � � ��w�i .�� ..�, -�, �,,,�.��,t��. ��w/ �d��-- ��`o,b D�oSTr�o1v: Tluned to on I / by _ OR: No farthe�action recommended because� • ✓ Lead ageacy has been uot�fted: K G �3�-S Problem has been cozrected. No problem has been ide.nti�ied. �tior investigation addresses problem: SEE�'+ILE# Private problem-NUAP will�uot consider becaase� Water ori�nates onsite andlor ort neibhboring parcel. Other(Specify): DATE CT.OSED; � %� � 1'0� By: rL R��e�er�� , ��.5 :r:..r��rC� I. 1�. [i)!�l 71AN1• .;.I�11V1] 'v�. 44'Lf(G': _ =-,:,,.;�.�, - , rv. �u� i �; � _ - — - ,�„' '"k;Ea;�o-:s'.�.:::�:t'-�`� ...,,� .,... ` � .�V :.,w- — k:,._ __3b:::.�_;:Yv-. � �No. 2006-0450 KtNG C�UNTY n� Rod er Pflu er Departrnent of Nat►ual Resources 18621 1'I6�'AVE SE Water and Land Resource Division �DREss Pgo� 799-4704 .�pA�� 686E2 DRAINAG� INVESTIGATI�N RL�PORI� �OI.LPAG� �04 p�,� 6-�6-0� FlELD iNVESTf GAT1�N ��T•DIVISIO�i 4 IIvrrrai.s� SAB DETAII.S OF INVESTIGA'�AO?V: � _ N 4n site to investigate Rodgers report of a gr�ound water problem post RQW construction.�s Rodger believes that the construction has increased the flow of storm water into the ground near the corner of his property. He believes this ground water is�following tF�e sewer main ditch line in the ROW and then dovm his sid�:sewer ditch line and surfacing 'rn his back yard. During the my investigation I found what appea�rs to be a defective jaint in the pipe that drains �he schools sto�m water into the ROV!�l storm syst�m. The joint is directly above the sanitary sewer line. The water from the def�ctive joint may be saturating the sewer ditch line and folfawing the ditch line�to surface in Rodger's p�operty. The ROW improvements are s�ill under pertarmance bond. I cvntac�ted Jae Huh at DDES. We met on 6-20-06 and Jae adafed testing and possible repair of the pipe joint in question to the construetion punch list(see attached e-rnail}. sx�rc�e�: I I ; --`.'� `�`r .i�''�;�4�Y,y��Y: ( I ';c�n,I�J;N:"•`t:+',�,. I L�,o-< ��:�"��},.,� n7,' Sa llc / -.e�,^y.i,:;4�;...g . I ��P� `S�J ~ �� (, t.,,�u' Suuon � I • 4��S T . +�.�.�...u� `^ ` SI4pY I '��4��C � � ...1 - =F��Y.`�":s, ' r y� � � 2'sMcr fotCe mYln �� i � .�. � ~• 5�� SaG�rioC OraY�A�L �'t .M� � �Y �M+.urhuss.w9• t---�; . rr,: r �y�. � � � � �+ ��;a'Y�i�.:, � _ Ex➢s6na12_CP _ �_ _ Existin�l2"CP _ _ � .��j — ._ — .._. ..._ ��V��,.�.�, ( iv aosslbie doe ' � kr. joint tsiue m new i e' ^ �. CPE? : V � � ��-�' ?.,.;r i :;�-- ��-Nti� �,.-�,;'�'' �.:°<. � � '�`�� , , ..��::�:� ti I :4 s F��' � ':j;,:�'��r: ( '...�.,.w:%;�� 't'�FS: Parking + �*::�;�; �.'. de` Y�„ a HY +�^' � !�'!' ..4..��',^�:r ►1w@bnn �} I "�`t��'::I. Y,X �ry ��`,I �.�r cr � ;�;;�::��.,., �a:'P'. :ri'.. v� l� LJ. LVUI l , Jieu �. c:, ,. _, _ _ ,,,, , _, �"_ _ '� _. -_' _ . 'b„ c.,. . Compiai nt 2�Ob-- 045Q Photos taken b��: Bergrud, Shawn ,-n - �. -,.-y. .�. - '�..�.: 'w � ' f� � � �.�,'K m , �-�+��'a` �s-.'°�'�'.• r� ;: K` - a 7� . �'ar t�'.' wi,�, . A� ,cx_. _ ' � � �� ^ ` 1 � � b. :.�` 4 � � � ; s��'"Y •`'` vrR- �t ,9�., .�. .�� . _ ..w�t�'. _'- _ Photo 1: Fncing west Iooking at soiurated area in Photo 2: Facinq west looking from ROW. Rodger's praperty. ,�- . � ._ / � ,• r. '✓ S; �?:,yr y�'. Photo 3: Focing r►orfih looking fram ROW. Phato 4: Facing north loaking at bioswale CB from parking lot. �'��, L7, LUU! 1 :� inm �_itic •„L•, �r_ �.v "�. -�,. � �...._�... . . .._. - �_,- -... _ . . . ' . ` - �- .�: ' Camp lai nt �?Oab- a450 � _, �c.e ';� a Photos taken by: Bergrud, Shawn � , _ � � r,� i.r�� , � �r i. � _ —;trr� — - - � . _ ..;, .�'7r � . - - ��^,'r --� �. �. Photo 5: Facing south lookim�ot rodger's driveway Phato 6: Facing west looking down toward Rodger's and ROW improvements, properfy. Photo 7 Photo 8 gi/181200$ 12:4i 2H69337d7E $L�TON �-�,aTC+t. PAGE 821�2 i ` ��'��i !� r /7�'�i r�v�L�T�or�� a��vATroNs r�:r�z�,z«t� Site address; 18621 I 1 b1e Avc, �.Re�nton�'A. 3ob No.2007-12 5 -- _ . Cfient:?�cltae3 RTgyuen SU��.UGS: As reqn�bed. sail ic�g holes were dieg at the atrove refes�ed parctl af}and. Soii ta¢# 1:i1-30''}d"z�so� Soil tag#2: Q-24"�di�turb�df fili soi�, 24"-'s4"�-dis�tt�bl8ck � Sandv loam with poor swcture. Soil tr,�g#3: G- 10"+disttirbed soi�with large cont�ete pieces. So�1 Iog#4; 0-24"+�ist�rbed�l wit��co�crete pieces. So�iog#�: 0- 10"distur�aed soit, 10" -34" +vvashed rock mixed with wast�d I�+�ediura to caur,�:sand.(iao stucwre j. Soil tog#6:a-38"}disturbe�d saill fiIl�of glsstac fo�d @ 34". WA"�'El�D�QP TEST• SoiJ It�gs: clue to fll aad disWrbed so�s r�o wat+:r dre�p test was pvrfarm�. Q.�,.E�tVATiONS� This siie appears to have hed a�v�nt amo�t of g-adir�, with fill dut and r�e.Lns placed and buried av�ar a iarge pation oft�is propem. Onsiis iafiitr�an a}�ars La n�t be a�gropriate for t�is s�te.Na other �ignificaat sccxm water is.sues were abserve�i on th�a sate or ssuroundi�g progertir.s. If you have a�ny questtaus please ca�me a{205-93_t_7478. Sis�ce�eiv_ Aurcon Sreton ��p '. �lRTLxt 1�RT(�t z N .�. O�` z 0 � U W � � Z � J W LL. M � � Q F-- � TASK 3 FIELD INSPECTION A field inspection was conducted on Octo�er 23, 2007, to inspect the onsite drainage system of the site. Offsite drain,�ge systems were also inspected downstream approximately 1/4 mile(s) from the discharge point of the site. The inspection involved investigation of the ten specific items of a Level 1 Inspection per the King County Surface V'Jater Design Manual, 2005. The inspection yielded the fiollowing findings: 1. There were no existing or potentiaf prc�blems observed. 2. The existing drainage system capacity was adequate. 3. There were no existing or potential flo�ding problems. 4. There were no existing or potential se�imentation, scouring or bank sloughing probfems. 5. No significant destruction of aquatic habitat or organisms was noticeable. 6. Qualitative data such as land use, imF�ervious surfaces, topography, and soil types was noted and can be found in Task 4 information. 7. Information was coiiec�ed u�� p��s, �►�"��, u^d S+rr,irti trPg. ThIS information is also included in the Task 4 information. 8. Tributary basins delineated in Task 1 were verified. � 9. No neighbors were contacted. 10. The weather conditions at the time c�f the inspection were sunny and mild. TASK 4 DRAINAGE SYSI-EM DESCRIPTION AND PROBLEM DE.�CRIPTtONS � TASK 4 DRAINAGE SYSTEM DESCRIF'TION AND PROBLEM DESCRIPTIQNS Site Drainaqe This project is located at 18621 116T" A�'E SE in Renton, Washington. The property is approximately 1.34 acres. W� are proposing that the property be divided into 7 residential lots. All lots wil� gain access from a new subaccess road which will connect to 116t`' ST. The property has an existing home, gara�e, and driveway. All existing improvements on the site will be removeci to make way for the new homes. The remainder of the site consists of a large c:entral grassy portion with trees and brush concentrated around the perimeter. The existing site drainage mainly sheet flows from the southeast to the northwest. No significant amounts of upstream flow enter the site. Soil on this site consists of (AgB), Alderv��ood gravelly sandy loam, 0 to 6 percent slopes. Offsite Drainaqe Off-Site Analysis Drainage System TablE:s are provided on the following pages that describe in detail the offsite drainage components at least '/. mile downstream from the project discharge lacation. Please refer to the offsite drainage map in Task 1 because the ma� symbols listed in the tables correspond to drainage component symk�ols on the offsite drainage map. Please note that the dotted line on the offsite drainage map represents the approximate flow path that the water uses to leave the site. Part A begins at the western property line since the folloa�ing tables are for the offsite in#ormation. More notes on part A and the northwest part of the site. Please aware that since the initial level '� was done, a wetland has been identifiied in the northwest corner of the ;�ite. The flows have and will continue to flow through this wetfand. The wetland has two basic modes that would allow water to leave it. First, water can :;oak into the ground, second, water could sheet flow across the properties trat occupy the space between the site and SE 186t`' ST. ON F-SITE ANALYSIS DRAINACE SYSTEM �1�ABLE I SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT#2 (*)= SEE PHOTO Basin: Black River Subbasin Name: Subbasin Number: Symbol Drainage Drainage Slope �Distance Existing Potential Observations of field Component Type, Component �From site Problems Problems inspector, resource , Name, and Size Description dischar e reviewer, or resident ' see map Type:sheet flow,swale, drainage basln,vegetation, % '/�ml= 1,320 ft. constrictions,under capacity,ponding, tributary area,Ilketlhood of problem, stream,channel, pipe, cover,depth,type of sensitive overtopping,flooding,habitat or organism overflow pathways,potential pond;Size:diameter, area,volume destructlon,scouring,bank sloughing, Impacts surtace area sedimentation inclsion other eroslon A Sheet flow ' Flows NW over dirt 3 0'-300' None None Added water near house and grass (*) B 12" CPP w/CB's Flows west Small 300'-380' None None � No problems observed (*) C 12" pipe w/Cb's Flows north Small 38U'-410' None None No problems observed (*) � I (CPP and Conc) I I n�r.. ,`Y�,�r" * �„y��.a'.^•a�'�_r�1 f�I l�+'�. r ��/� � �z{' � . v. j' r�; � ��.` P '�� \ �� ,.� ,�a�.; . � . �. ' ' i � , � , � �� - G�` �;1I , 4 �� =�c . �`�Y,. - >i. r s.[ '. 4. ��' �� 1. r r �`� r .f �� "'M�� f 4� � � � . /�'1.��.y� , l.r ;y'^. .� . �' �'. �; f`I � �:�.' J d.T' � � ti 3.� ..l �� ` ,;��, �� ' `� �, � '�k� , �;, ,,�' . . �i? ��„ r `.� '� � !.�� F„� v. , a�' .`. � s� %�'�� a�` � �n�� • . , . ; ,_ _ � ... �: .s�'��, . . �, . � � r ' , ` A ' �,5� " t . ----- ---_.._ ----- __ --- _ —--- -- —--_ __ __ _. . -- ---- P1 . P2 P3 Top of picture is towards the NW. The back of 'Top of picture is tow��rds the west. 'The 'Cop of picture is towards the north. The end the house on lot 4 can be seen in the beginning of"R", of"B", and the beginning of"C". background. ��s-��inr3oa OFF-SITE ANALYSIS D][tAINAGE SYS'I'EM TABLE SURFACE WA7'ER DESIGN M�►NiJAL, CORF. REQUIREMENT#2 (*) = SEE PH07'O Basiu: Black River Subbasin Name: Subbasin Number: Symbol Drainage Drainage Slope IDistance Existing Potential Observations of field Component Type, Component 1`rom site Problems Problems inspector, resource Name, and Si*e Descri tion clischar e reviewer, or resident see map Type:sheet flow,swale, drainage basin,vegetatlon, % '/�ml= 1,320 R. constrictlons,under capacfty,ponding, tributary area,Ilkelihood of problem, stream,channel,pipe, cover,depth,type of sensitive overtopping,(looding,habitat or organism overtiow pathways,potentlal pond;Size:diameter, area,volume destruction,scouring,bank sloughing, impacts surtace area sedimentation fncision other erosfon D 12" pipe w/CB's Flows northwest Small ��10'-465' None None No problems observed (*) (CPP and Conc.) E 12" Conc. w/CB's Flows north. Small � 465'-545' None None No problems observed (*) ��P'�' at��nd) , F l2" Conc. w/CB's Flows west 6 54S'-1,175' None None No problems observed (*) O 1 - K i,�r � �,. . a � ` i ika,'�'"::-- --...._. _.. . . ,_,t..:_ ��f , !t �� •,;��GsiM'��+, ._.. •'e-,e 1� � � .�� r �.,i�� :' � �' `y .i� ` ,�'a ;y �.�' ' wr':. _� �i��. �,, � Is si� ,"�&S��` �`��` .�•� y �• � ' � A (:' '. f� ,� �� .'-'; . �p ti 5�.' �,�: `•;.�,, .a�` '�N :f-.. �;�� - �% � �� ti�" � � � I � {" �, ''' � � � �� ,�� , � , ', - ,, - � , „ g, ` � �; � 5��, . � t `G�� 'v t; � n ,� 2�. y� ��,��, . !� � ��4 �'� �. � � ` "" ��,�' ��? ��. �,,,� , � �, ,� .,, ,�,;�r: :� �, �' � �; � .. . � �� 4� — _".— —____.'__"_ —'.__—. P4 PS _ P6 Top of picture is towards the north. The end of Top of picture is tow��rds the north. The end oC Top of picture is towards the east. The end "C" and the beginnin of"D". "D" and the be Jinnin�, of"E". __ of"F" and the beginning of"G". 98-4\inHQ4 OFF-SITE ANALYSIS Dl[tAINAGE SYSTEM T�ABLE SURFACE WATER UESIGN M�►NUA1., CORE REQUIREMENT#2 (*) — SEE PHOTO Basin: Black River Subbasin Name: Subbasin Number: Symbol Drainage Drainage Slope IDistance Existing Potential Observations of field Component Type, Component �rom site Probtems Problems inspector, resource Name, and Size Descri tion clischarge reviewer, or resident see map Type:sheet flow,swale, dralnage basln,vegetatlon, 96 '/�ml=1,320 ft. constrictlons,under capacity,ponding, trlbutary area,likellhood of problem, stream,channel,plpe, cover,depth,type of sensitive overtopping,flooding,habitat or organism overtlow pathways,potentfal pond;Size:diameter, area,volume destructlon,scouring,bank sloughing, impacts surtace erea sedlmentatlony Inclslo�other eroslon G 24" PVC w/Ca's Flows north and then Small 1,175'-1,445' None None No problems observed (*) (also CPP used) northwest H Pond, grass and Flows west, see next Small 1,445'-1,545' None None No problems observed (*) p�r.� :�egetati�r. t:;�c pages f�r mere. 1 24" CPP w/CB's Flows west Small 1,545'-1,775' None None No problems observed (*) . F1to�1 iy�; �� , IVD � ,�.� I ' � ; � c .9�-�_... � jr . �$� `G . � ��t�` R ''"'�' i�'"�' 6 � I �'��''`� y. } V14��`.Htl�' •�� G '� G �� "� '�''x�'� � �.��'�'� , ,,,;, �, ;. ' �� ' ` , a,� ar.., • •,,• a> a,:� . .w� ,�.:� �i�?.�� n� ��..., �,.. �� ,.� . r : � a: ��. � «. �:, '�T� : � �� ' S.+e�V} y�y, '/�:M'h ' h �5�r wr �*�'�,: ¢1 Sw�'�`J� ;� 7 i;�� 'r ^-"y � '�' " > : ;� � ?'`�`� ' ��.�'. �'`�: {� ,; ,,,, � _._^-�-----�� i � , ...s.^r�. _ ':':a.��' . ...�a. _ _ , . .. . _ . . ....._.�.,..—....�.._..,� _— ___ ___.. _ _..__..... .__ _ _ .__..__.__— _—..'—__..__'.__-___ - —_--- P7 P8 P9 --____ Top of picture is towards the northwest. This is Top of picture is tow��rds the east. A pond inlet Top of picture is towards the north. in the last structure upstream of the pond.__ can be seen in the back�round. 9�-4�i n 13t1�I !� � c�� `rr � PRa.�cr rro. D90914 KING CoUN'r'Y pROJECT RUDDELLS 1ST ADDfT10N � DQpartment of Natural RQaources Water and Land Resource Dlvisfon LOCATIox � KRGLL PAGE s�E SUB BASIN FACILITY SKETCH SHEET � yAGE 68sDi �E PONo MAINT. DMSI�N FOUR DATE 05 4 9 OU'I' OF SERVICE N� �NTT��- pJS ❑SPECIAL USE PERMIT I ❑ NO MOW N � Mow 3 I Oo sq �(.�S � �SPECIAL MOW 5 FT CHAIN L.tNK FENCE �- - - - - - - - - - - - - - - - - - - - - � � � � ROCK � PAD � I � I � � I � I � I , � I � � � � � � � II W I , � � I � I � ; � ' Q I � i � � RQC�:� � N � �ti� PA� � � r � � ,Lo'" \\ i T I � �C� V�\'�� ( ' CSlCB-1b � � ry� I I..ov� F�� GATE � �—.� — — — — — — — -- — — — — — — — CB-1a I SE 184TH �L PVT R D TASK 5 MITIGATIOf� OF EX{STING 4R POTENTIAL PROBLEMS ,� � i � ; ; ; TASK 5 MITIGATION OF EXISTING OF: POTENTIAL PROBLEMS After a thorough field inspection and a d�tailed resource review there were no existing or potential documented problems. Complaint numbers 2006-0299 and 2006-0454 are upstream from our siie and if any problem still exists it can be addressed when our site is being developed. The proposed improvements will not produce a significant impact to the existing drainage pattems once the site has been stabilized, and the runoff has been controlied via a combined detentianlwet vault. A temporary erosion and sedimentation control plan will be created at the final design stage to minimize the transport of sediment laden runoff to the downstream conveyance system. � r,� �vy� �-; P "t � , � �'a;; + '�" k '�� t`, - . ei" ��.�h`r6 `�� A�� ,. . .��'�ii r X� }��u,n� � �'"en 4 �",a t�`� „'�' ,_ � ��p� t, 4� ��<� e 4;: �D a. � ..;. � �'^,�'. 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