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03117 - Technical Information Report - Drainage
� .1AEGER ENG1t�IEERI�IG ` 94 i 9 S. 204 PL.a►cE - KENT, WASHINGTON 98031 PHONE (253) 850-0934 Fax (253) 850-0 i 55 April 7, 2003 DRAINAGE REPORT ROY SMITH SHORT PLAT 3 LOTS 2427 ABERDEEN AVE. NE RENTON, WA. PREPARED FOR: �.� Kenny `'�illiams :��=� �' ��=�`� ,,,� ���� .,,�.. �'.r�� � -..�s:=�, �:::-.•��. Benchman�k Construction �.:��"��,�� •a��-�;�=�� 25323 42 Place S. ;� F�F,' ` , � . _, � ,:..- Kent, WA. 98032 y�-»�T.� � (206) 793-4889 -. '� ,f=�=�=�'� z-j �°,�� .: �,:�a . ;; f°�;; �'�:�-�r���_� ['�3 6 ��r �.r V �*�-�,�������1 PREPARED BY: _�,��;��, ' E �..�...__z� , James J. Jaeger, P.E. RW . S-/�� 3 �� � _ 3 // 7 . ' TABLE OF CONTENTS Paqe I. Project Overview il. Core Drainage �equirements I!I. Off-Site Analysis IV. Pre-developed V. Developed Drc VI. Conveyance SystE VII. Special Reporfs and Studies VIII. Basin and Community Planning Areas IX. Other Permits X. Erosion Control Analysis and Design � • � 1 . OVERVIEW The proposed project is a 3 lot shorf plat located along the west side of Aberdeen Ave. NE. The site address is 2427 Aberdeen Ave. NE. The property has an existing house, detached garage and several large trees in the rear of the property. The existing lot has a total area of 19826 SF, or 0.45 acres. The site is currently zoned R-8. The proposed shorf plat would divide the existing lot into 3 new single family, detached residential lots. The existing site is generally covered with grass and the several large trees. The trees are shown on the erosion control plan. The site is fairly open without a heavy underbrush cover. The lot has an average slope of approx. 16% down from the west to the east in the rear (west) porfion of the site. The center and east parf of the property is fairly flat with a very slight slope down to the east, towards Aberdeen Ave. NE. The east property line is the lowest point on the property. The site has been surveyed and the topography is shown on the engineering plan set. The existing frontage along Aberdeen Ave. NE is an asphalt paved road that has marked fog lines at the lane edges. The shoulder consists of asphalt and gravel. There are no curb, gutter or sidewalk improvements along this section Aberdeen Ave. NE. This property has been granted a waiver not to install curb, gutter and sidewalks along the frontage of Aberdeen Ave. NE. Therefore, no frontage improvements are shown on the plans. There are no drainage facilities within this porfion of Aberdeen Ave. NE. The site is situated at a crest on the road. The runoff would flow both to the north and the south along Aberdeen Ave. NE. from the crest near the center of the site. The shorf plat will provide access to all three lots from a private driveway easement connected to Aberdeen Ave. NE. This driveway easement will be 205' west of the ROW line and 20' wide, with a hammerhead turn-around. The private driveway access will be paved with asphalt and will be jointly owned by all three fots. The proposed driveway and individual lots will drain into individual infiltration systems. The infiltration system for the private road will be located under the private road, within the easement. The new houses will utilize individual lot infiltration systems located on the respective lots. The existing ho�se on lot #1 will remain. New houses will be constructed on lots #2 and #3. . :°� Page 1 of 2 Kfng County Bufiding and Land Development Dlvislon TECHNICAL INFORMATION REPORT (TIR) WORKSHEET - . . �- � - . . . - . � »- � . � «- . Projecl Owner ��M�-�'�c_ �,n J-h^�^..��1�'v� � Project Name fSOV �Vln� � �or�"��' Address �-53 Z3 Q'� ��• T ��03 Location Phone Z OCo� �a 3 - �`a 0� Township 9 � Project Enginee�J4�Mf S �� �ti n _ ; Company � Project Size A Address Phone }� - � � Upstream Drainage Basin Size C] AC LZ53_� �Sp- oZ3d- ' q � . • �• ,�i • . �- • �- i � �j Su�ivision � � � DOF/G HPA � Shoreline 1."anage.,�ent ,�Sho�Subdivision ; � U COE 4a 0 Focicery i � Grading � i ,_�J DOE Dam Safety l� StruCuraJ Vaults � Commercial O FEti4A Floodplain � O,her � � Other �' COE YJeUands � hY� �• i l .i � i I� �:- • i �I i CoT...,;ni�� � (� C7� I�'�-l'�. L7 t�J � - -- � � Drairace Basln ` � �--�-y'� �1� SE-1 I,�.1 �'�tiJ_ - - ---- « ,� ..� ✓ River � Flox'pi2in __ ; (_J Stream ^I �"Je,lands _ I Cl Critical Siream Reach �� �py�sp�;,�,; ��_ � C� Gepressions/S•��a'es � HighGrounc•� : � � Lake �, Grouncw2ter R,echar5� :—J S:eep S�or,es � O�her !� L��cesider'Erosicn H��d i � (M� - :�- -- -- �' '"'�-- �"��, - �:: S0� T�'^� - -���v c-�_D/� --��L��tF„iidl C':';e �Ix 1�E5 �'� _ E, �� - --__- -- —J-;-!'-S'�_---- � � � � Adc�ticn2;Sheets A"a;c~��d ` ��r�� � _ _ . i � Page2ot .� � King County Bullding and Land Development Divislon � . TECHNICAL INFORMATION REPORT (TIR) WORKSHEET . a . • i� �,t • REFERENCE tTT N'� � I � �� t n�i I [� Ch.4-Downstream Analysis � 0 Q S .�'OI - C� � O I � . Additional Sheets Attatched i , � . -����I� �'�� MIN1�.4UM ESC REQUIREfJIEt�77S �,�INIMU�JI ESC REQUIREMENTS � DURING CONSTRUCTION FOLLOWfNG CANSTRUCTION � � Sedimentation Fadlities � Stabilize Ezposed Surface 0 Stabilized Construction Entrance � Remove and Restore Temporary ESC Fadlities li �Perimeter Runoff Con2rol �Ciean and Remove All Silt and Debris � Clearing and Grading Restnctions Ensure O�eration oi Permanent Faalities �Cover Prac�ices 0 Flag Limits of NGPES � �Construciion Sequence � O:her ; ', 0 Other � I i i , � I- ., �- �� i � Gr�s L�ned Channel ! T2�� �Ir i';ra;icn f,'�Lhod of An2!ysis � � Pipe System 0 Vault � Depression ��U (—{ � 0 Open Channel C Er�ercy Diss�,xtor � Fiow D:spersai Compensation.?."i?igation � � Dry Pond U 1��'e;land � 1'Vaiver oi EI�m1�Sed Si,e Slorage 0 Wet Pond � Stream � Regional Detention !-` �"T' ' j Brief Description cf System Operation i tQ� �� C7,-� I F—'1 V ' � i Facility Related Site Li^iitations � Addilional Sheels At,atched ' � i,e'erence Fa;;li,y Lm~,ation f � � — — �� �i� � ,i� . _ � li ' - '�I .�1 � � i (� Drainage E2sement 0 Cas4 in Piace 1'au!t � Other [�Access Easemert ; 0 Retaining VJ21! I [] Nalive Grow1h Protection Easement � � Rockery>4'Hioh 0 Tract ! � Struc?ura on S?eep Slope —� � O�her _ . - . ,xti, . � ���- I or a civil engineer under my supervision have visited the site. Adual I site condiUons es observed were incorporated into this worksheet and the � attatchments. To tfie besi oi my knowledge the information provided here is accurate. 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IG IJ //�� �� /lY�'0 XCAM CPwl11 M]v A) v r�( �/1 � 7� / `7 ^/ ��� � S + MICnNOSINM19P01}/n IIM-,�-�0/1-YVR I � � /V� � / / �^ J r axrl ilMMO �/�CTWntN KMI wS Y�rrri (� M( MrdtWl _ I � �"' CRAP}IIC SCALE 1 / f� rO1wo wxnw[�n As vawtl D0 M��W�a�i � � 5(T 3/!'MINR ANO[:AP 1 S :911! �� Cry,M[pp�s !Rt[(�Iv J __- I � ' n r wwu Ae sw av irv��s vn.w C) aer.uws ine((nr 1 ' --. ' I (Dl UL1D � D. niv mcM-a-s�r ( IN IflT � � C � � �C ASSn�. "�F`•� ss�� NfM(W SNMI/'1�1 MO �iu-�e �m-s��i Ic� u�nurro t i�on - xu n � CRONF. � 1 H(i AV PEJ)19VN4 (S� '.W�MY S[MI11 YVA10(1 1 I _' � w�llM ul1lM � —N— V t f8 d A I.ANf) SURVF.1�12� �•'ll:•f� I�w, Ur U�IE .►�/f no '"�iiJ� !VW JIRY, )QDI SU/�R-SBDMC � 77E0� IYqn A.��SC f�w> 1/1�M -_ eM ox,u '�'��A'�' I'O�t"I�IC1rl O}' NW I /q, Nf: 1�4. .`iE(' .`�. T:3:4N. R�iF.. W.M �raoyes sc�i� I _f�` v.ct�` (�11) �f7~Svlu � e n: rH �.�C-'iMi►�r'� ' II. CORE DRAINAGE REQUIREMENTS 1 . Discharge at Natural Location: The existing site runoff is to the east, towards Aberdeen Ave. NE. However the soils within the properfy are very sandy and extremely pervious. The sheet flow across the site infiltrates into the soil within the flat area prior to leaving the property. The proposed drainage system will use infiltration. As such, the existing discharge location is not changing. 2. Off-Site Analysis: A downstream drainage analysis is not necessary because the developed site drainage will utilize 100% infiltration. 3. Runoff Control: This project is exempt from peak rate runoff control because the 100 year peak developed runoff is less than the limit of 0.5 CFS greater than the peak pre-developed runoff rate. The actual difference is 0.17 CFS. 4. Conveyance System: There are no existing drainage improvements on the site. There also are no drainage improvements within the frontage road near the site. As such, the proposed shorf plat does not show any conveyance system, other than the new driveway gutters. The new houses will utilize individual lot infiltration systems. 5. Erosion and Sedimentation Control Plan: An erosion control plan has been prepared for this site. Grading activities will not be required except for the building foundation for Lot #3. Silt fencing, catch basin protection, soil cover and dust control will be parf of the erosion control measures. 6. Maintenance and Operation: The maintenance of the private driveway will be joint responsibility of the '� homeowners on an equal basis. The mutual agreement will be recorded I on the final shorf plat mylar. 7. Bonds and Liability: Any required bonds and insurance will be provided prior to any construction activities. SPECIAL DRAINAGE REQUIREMENTS There are 12 special drainage requirements that may apply to any project. In this case, none of them are applicable to this project. � Qli I9/�Qv3 �a:�S ti��� .���: �`�`1...�V��� FAr 17 • ul�L :t: J?�'� _ S:�TT FE\i�!r' :�527T.'92;�; 'v" 'tl l'd J:�.��"iJ((t�C_w•�c��eyeJa ' � 'AN-1���0�I Q1 : 1S cM �LiJN u7NDERMGRG �9S aSs 0 1:� r. 02 � REPORT I c,rrorR.Rron . � � � Dop��;merJ ol PJ�nni.;p/9u�?dr'nQ/PwhJic Wa'ks - DFCISIC�N %40MlNIST'RATIVE SNORT PL4T REPORT a DECtSION A. BUMMARY,4ND PVRPOSE OF REQU�t T: �roR7Lu� �r,i�f,�eo� rrq4ot N�n� Roy�mh�h Short Pwt �r�f � 1toti�IQ L�Ro�r s�+ItA snd R�eitV�C. 9m.!!h F�N�Dlr � LUA�C7-C23.BH�L,A .°r�pct 1Na�a�+r � B���a.� F'�li , P'�q1►d D�o�tkn � �dmMus+�arva l.aM llaa t�c'.bn;SF�o�t Plst Rsv4�w)lor t�.vsrs�-iot iuodtr+sfon ol a D.<S� Kr�d!�wca:fd in ns Rask��—8 Dw�tthp'.:n�;�tr�1a�(R-F)Za�a. 7ha iuD� � sltr l�cuTsntlr cwrkp�d w�l+an�dWr+g i��pM hmnr•;ruc�,r�,whlc� b xop�sd b inrn.in o�r►aw Lci�. Ptr,�►ctLot.�yan 2t27 1,5trdtin Avr.u��E ' � 1 �. 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Conrprah�afvr 11an L�nO Us�D�tJO�dat: Rsafd�nCal Sin�fO F�miy;R�f) 4. Exlrti»�i�L►i�: Th�W�ia :;s�sntly d�v0►cp�d w+h sn s�ct�np 1,1 lO,rquan foc:sin�l• , ro�Nly:�asf[�++e�propos�d t�►trnaln an n4w L4t t. AY dM►axlsinq ar►+ch:rw wouli b�nn�o+�W or d�mots?��d ae�ti o�thls apdirio�. d. lJ�lp►sborhood Cb+rsct�r.�tles: h►oM: Sinpi� R�r,,�y Rnide�:ial{R-0sxtit) ' FeaG 'Irtfll�Fam'fy RraldenJd��-0 zDrw) Jouth: S;rQI� 'rrtvy R�d�'�tl�l(Fi-0 ser+�) Wtisr. S►npf� Fa�nny Ryid��chl(R-0 tan�) B. Acrsu: N�w LOR 1 w0ui0 ha�vr.�r�t��oOAfs d!of�trd�sn Awnue�E ard Lot� Z and�.routi�a��atMC `nom ��a�oOtw�o�ihand nrwwry �asar-�nt �srvr.!�o!Absrdsan Aven:� NE, 7. S�M A»�st 15,820 s�»tist/0,15�C�� C, MISTpR1CAL8ACKG�ROUNO: CompnM�ia� N A �� ��l�a z2a1�'� ZOni1p �1�A 4♦� 8�7/19�3 ,S:�txado^ WA '421 d'317Q50 D, PV6LIC SERYfCrs� ; 1. tlCptlu � Wsttrc The.ro I�s�a�i��ng 1$-Y�Ci�,mn,►'tiwssar maln 1�A:erdear�1wn�� N�. I 3rw�n Thsre�s an�xl�tr,q b�inc'+d�rreter�arftar7 xwsr maln!n�tw�deK A•���� ti�. I 8utl�u Nh�t��errn Wa•.ar. '7!a»M an e�ting f 2-frth sto'n'�,� in�D�rde6�/,vi�ve NE. �. Ri►• l�rot�c�dan; Cr'd c!Ran�crt Fry D�p�r�r�� E, APpvC,4BLE S�C7YOhf8 OF'7N�R�NTON MVNrGPAL CDOP: I i. Ch�pt�r x Land ll��D��+ou 8e�+on 4-2-020: P�:rpo�i anO l�tMl 0!7�r'�k�►Q DIa�1C.� Ses�lon N2-OTQ: Z�nirg��a TsDI. Stc�or M2•S!D: Re�idenfsl Drw+O�t St�ndsro� t. Cl+�pbr< Prop�r,y Da�opio�nt 3t�r�� 6�otbn 4-�-C�D� Gv�iopR�tr,t Gt�id�llnM a!+d R�piJ��Uons �� Chapl+r� �waes and Utl:lry ilanQs�s b�otbn�-04b, S�t Ss�rwiarda �. C�7 �vOdivftlon ltpuhdon� so n 4�7•a�D: J�lslled Proesour«t!or subd���i.�on Sodbn 4•7�1?'x COtr�9b6Eb v►d�1 Ex3itin�L�s1d Ve� anC P'�n-G+n�nJ RaCulre.ner.'s an� M,nir»;ttx►S��r?�dt sQc$or,4•r•t�x sr..4�t��.ra+ Rav��,,•r,`� sr+C A�Ifn+^�x,m stenccabs S�c,�Son i-�->>tr R�shd�nb�l Lota.'7��1 Rsqui�oR+�n1a�nd M1�ir!t�;r.t Stin'ra�:G 5. CM�+ter! Preerdn+►+��n!Mlh�i�w G'rt�rix elilyi�C�3 �2: 25 Ea_o:7.c^.5E �.S � � 9e-t c ,;�.�n _ S;.CTT P. v� n BE��C-�►�wRic FaG_ 15 �_2.77oY3; C� -tB��3 3:��Pu;7iiFaL+'�2;Fsco a?�e � i 1A''��1�-�Q03 Q12l� Ph O:SCIJ .1JI�tD[RMCR� •2� a7s •T2� �. 5� �� r� ��r���r�•r�MVn►lL'r�'�'P?l:•;,,'4r t �� AEr+�t1�M L!M iJM 4A�'► ��� w �.wo o�uroa e+►Tto M+u��,xo�►�a�ef�w►.mvt s•rw� ''+'� . f. APPL1CAaL6 SECTTONS OF TN� CeA�PItEHENS/vr PL�4N: t, llnd ltM Es�rt�nt-fNctC�ntisl Sin�ll FtrniN 2. MCuairlp Ds.�nt G. DL�Afi7'MFNT ANAL YS/3: 1 �,,,,�d�et �ot(ot�nlaaaSceround Tn�s�bansi,Ror.s�C :�Ror v+d i3os�iw�r►th,prvpo��t�wbavq� �0.�5-�c.^�para�!Irto t�n�kb.1'1w aroD�7 a:Z;K�nt}y QawbQ�e,��+�n t�ls�q sk+Qw hrt+�+rrrid�M1N ttuctu^�.which 1�propoe�C lo nrr+s�n on nrw LOt i. A:i ather t:isd�g x:tDupolr�s sr�r propos�a to ba ro�•�d or d�oMned es paR af tlua •aplk�don. Lott Z �rfd 3 an�nknl�d 1or h� �wntuat dw�bpewn!o}ewati�o�lnple!'amify!�mss- �ot�iza pr.�pc��d a.�s;Lot � at�,47s.D dquw fe'� Lot 2 at e�6T.7 sau�n lert and l.i,t� at �,43S.$ tq�r� • fert TM p�oposal tnr �vn-.tu�t e�wJepr��t af t�+• Mro �of� w;th �h�►� bmity raa+�nc�� a�d 1h� ucicvnQ ahple ftrr�horM 0�1 Mw LGt 1 w�srri�rr �i s dln�ty of 6.60 dw�l4!1p .►'titf per atx�(du�ac). Lat t a�ub l�a�dae�f J�v�nw hE anQ weuk � Rovid�d 44�ct�ecaa�rorn that strreL A T}foot wt� �r►arsd ar�v�wsy pstm�n!w0u1d�oY'�e.wo�sf fof boQ1 LOtf Z and�, The l�pbqr�Ply Of N���bjs���f�pMKalr f1�t,wdd�a prtdwl s�ap !ror+e�r;b w�at ma►ny cn ��►w 1ot?. TM s�d :it� u pnoxr+�.��y wpw�ad wl:� F-sie tnwr► and woro�dr+at��y 1; con��ro:» trw�, rh'ah wouW�►rn�o�d s� p��o��+:a �ppikt�on. No crrbcal ar�M w�r�fou��:th�subJ�cf�!'.e dwlr�', Lh�rwiew of W��p�ptloeDon, � —€C1Y�t�SL��IR��!v e'x:apt Wlfen locat'd �A 48!►C� COw+7d by rraar or M�N�v� 9r►es. ��rt �tt sty axtrp( b�o� Sf�PA �nviron!nenW R�virw pursuar.tta YVI1C 7�7•11-dOC;Q)(�). 3,; ,� I an e�+rkh_ERC CQndi�n� w� � l. __ S��R�Yit1�Co2tm�a�,� r�spti��nikt.�a lrom var�ovs c�C�pa�ks Mv�rtv>swh G`+�i�icatfo�m��r{ala a idercy snd �d�r�se i �•�:sas ^�It�d by J+� vroa�nd c�w�opn��nL Tha� co.�nrr�na r�s car•t�ln�d ln t�� oP+ci., fb. snd :�. , aae�nc� of ;� tom~+��ce Nt b�r� �^tcraer�tsd h;0 4+� �pr�prax se:t!ons af l^►� ��pcn ar0 the ; � Dcp.rkr�ntsl Wc�nmendaG;r at t'f� t'�of 1he rspertr �. _ Gon�lst�rlCv$�erl Pi�t Cr;t�rla , A.'�pr'�+RI oi o �Ist � bes� �ai+ several toCson. TTv fotlo�irg shttt�Itt cr'1Kia Aave �eer es�rcr�d ;o ' aa�:El d�sata.�-m:km in t�e rer�►w Cf tft� �bet: �1 Canptlancs wlth tM Ca�nlrans/w rl�rt Dalgr�� i tM sit� i� dea��nat�d +tMi�nlilil �hpy FarMy (RSF) at th� Cornpr�henslve Pian L�nd �s• ; uap. T�►e RSF d��+qns�on b Intrndea te Crarnah u�d �n�ar�cs �Inqt� hmti`y nei�nb�ort�ood:. � Th� p►tposat �a c�lst�nl w+t+� �e RSF deslp^ti+�tlort �1 L'�K it wcul� a�ow tar t'is 1ur.,ra j oonrtrvc�on o! nwn shpb hmit�r hom��� t'�►�Ly prorrrdn0 4ps}a ot infll dwolopn'+�nt. The i p►cpeaa� 'i cCrsst4�t with tM tolvwln4 Cort�sprah�i�� Plan �nd i:s� :nd Kc�usJnq Ete+�cr.t i pCGd�i: i Pa�icy �U�sa. ,vat 7v�prnertt dtr�slbee aAou+d hd+K7tin t �enpo o!d to 8 ef�el:tnp un+ts pEr � �a�t ln R�sk�,^6a,S�n�.��Fsnr�nNphbarfiocds. Tha rt�t d�mi,y oi �:• x�poaed u,�bdlvilbn.4.�9 dwentrp �n:a p�r �cr+. 4 wnnln t,+,� w�rored O�nslhf ra�x,f. el/i 9/20�3 Z:: �5 a<<.7.c�5E ���.�;•�M�RK r��_ ,y � Bd"i C)': J�H1. L $���7 PE4TG� ��5�77�G23� v' '' �. C3 3:'��►�,}�jL�'«�FF�! 5i'8 � � fArl-10-2L+�3 E> > li rM O1e0�1 NIF+LCp►�CR[ •Q� a�g e7�3 ►. �S - �3 C�+r.1 R.asn►�rw o.r.•�,.ne --- �dmini�vw�t�.v u..�.r.. ..��..� - –— �ero�ru+o oaasow o..Tro�r+�+�,saa��atc-�waa+as.:wrw �.o•� _ Palky LU•�. A ninkr�urn kY s�'st oJ �,600 a�n �nf t�'�ouk b� atbw�d M �inp4 !�m:rr rs.�d.nrr.� n.��+eornoao�, •xc.ot rA.n A.�r.�V. o*y+eA�crr�r ar.r,d..a. .r� �»•d 10r p►,�.rr rsvhrr. T�f�fNM iatS exte�C ttti minlTum b�Mi�. . TalleY H-4. FntovrsQ�inbll d�rsbp�Rt��s/r►�an�to ino►+ras�capawYy. . TI►� pr�po��1 wou�0 crs�u two ad�'Jonal lota, thm�y Iner��s�Q t�nsiy w�C`In a cLrranNy cwsa��d roiid�r.Wt�ra. � Carrrpllane�wlth fM Undsrlrh0 2on1»�D�slpn�Uan TI►�sub�tt s�1�It b��r�t�d Rs�idMtlal-E Ow�lir+q Urits yst/�t (R-�)on 1'w City o!R�nton Zoninp M�ep. Tn� aroQct�d d��►�opn►ant would �r ror tl� 'uwn ea�:svucGon d up�c�wo naw tinph famiy dwNt:np►+nit�. Th1 ibw�d OMsR'! '�0��^tn�R-S=ons y a mi�rn�rn of 5.0 to �ma�ir..um Of O.T dwri:i�p ,;nl� p�r rar+� hx bu onPMK M �o»or 1�a� in r�t��r�. Nec O�ru:ry Is cal:utate��!x ha oe�ut:�cn ot�aroi8w reg:,araa� t�t�� tor publb rt�;1-ol.r✓Ay, !�d prw�ta a���mtr'� �aMnp � late or heh (rortt u+� ►osa :or�ap� cf M stts. ?T+• prop��ty dces not �niah ary unilC�v• �r��� nor ar+ets requirtd�r:lphbof-w�y d1d0��Ott. Th�alow�d Cui.Ci.�p tict cov�rap� 1n :h• F-e zan�I�33 prcant or 2,5Q4 tCu�rf tott whi�vvsr y �rasbr bf!a!s ovet l,000 �pw� �i in �z• and, Ioa S,DGO aq�an fcet or 1�a� an �J��d b r�W �D t0 ��7X 1os oovrag�. rat 1, wlth t�• tx�Sin9 �rabenWl =tvctu►�, w�o�ld r.aw � le: cCveri�of�pprczim�t�y 1C7�!'e�t R�� the11 �il w��n�s rwi�ln Zha�b++�C rar+5e. Ss�b�cts h the !t-8 zone ri q lo�: lrcr! y�►d �0 foot, aid� yard b isK slx y�re slo-� a st�Nt 13 levt and r�ur yv� 2C hat, UpO� t90pr�nq Or cA� ano�t plai. the �xbtn9 sir��� nm�y �L�utturo en Lct i wouid r�t M mk+imu�rsa:irsd i�:DacJcc tt �stabasMd Dy cods. Wt��tl�no oors�rucsicn fs pbmsd !cr Lob x sn0 3 sf tM tir,ti. C» fots aPP�+r k� hav� sd�quaL usa � 1 pravide fcr a �� e�►,QI�hm�Y nakNs►c�wf►� m.��r+9 tn• r�C�irrd s►m�cica �� bt qYer�p+. EK'� b! wo� �n xaqu� aha !o po+�9�Ct tvro o!l�tl�e�et pariclnq 6aaCt� t� �eC�'� h' �ti� i�r3�inp rApu:�tlorr�. �iars+ror, s0 out�ucld�+gs nat tocateC on wFat w�ub D�me n�w :ot � i, v+c:�d nced m b� d�rxols� a ^��+o+yd h or� ro baRo �rr�s on tt++. propodeC fots Sta". �eca+r�+��es that a cc�d�do+� aa a.rrd on �.• ah5r�t p:ai r�ul�ng C'�e �ppt,ant t� �Cati� a^_ capmp*t��li nettr=sary NRtOGt3c.�1 pe�rV'J�►4 inspett�On�p�i�r 10 fflnl shc�p�'st r��dinp. c) COA7p�f�nct�rJ�Subo/rlaloa Rspul�don� , �tnr�n:hro tkw�,�k stroek+rouid b�Qu1eC 8e D�'ct r,�proprsad shor.pai. , RMC �eCL'xe 4•7-150.F Of 1M SUbdiViWOc1 R►��ula:lont reGu�rss �he ins�el',��oi cf �::i slrtot � Impr�vsrr�nta, ;�ciudrq turb. �u��+, Q-foot s:d�+vdk, ,nd �s,'i-cvert psvsr�+e^t ��on� tte a!:c': �rd►e� I�vtn�e N5 s�eet !t�nh�� ay�i:�n:to Ciy a!A�nx7 Stro�t SL�nCzrd� (R�'� s�c�� I <-5-Ot0), tmltts w�tived or d��ed throUgh !�• qty of R�nto� !lcard cf ruGlc Wcrtics. On ' �'ov�rnb�r 7, ?CG' th� CIt� oi R���on 15c■cd o! ?ubkc WO�k� gnnlsd o a�iera' ef th� rrGWre� et»at Improvetr.�ntt t:+�J�� b ■grsiin9 � partfc�xts In eny fvl�ro �ai� rxo.�r+ent a�.:�u I C��). Th� ptopocad usd'w�lon I� sntie�p�I�d fo Qdn�rsle acOT:tx�E1 trsCic or 1+�• ClCy'S SttN�Sy4tfm. I !rt order lo m�t�7tf tr�ruCc�lelKn iTp� it�1�OGo�nm� �cond�;on ot apprcval be �I�ud or+ � tM p�oJQCt repukinp a Tr�nspo� MiC�atlon Fee beud on 6'�S.QO p�r n�t �ew swrr.6e da�1y i �ip�tttb�,ted:��h��o}�cc, ''h. Rdcztb++iJ loe� ere exp+ci�d �o qrn�:st�e�;.ran�rnaiedy 3.57 r.tw ava�ope vreek.�tty 7ips A��:ot wtilt+ c�d;t�Ir�►far thm e�asnn� urg��s�ni�r�s.�e�cs. i're!re Icr I . tM DrJGOs�d shorl s'.81 � eail+nsted at �1,�38.bQ ;i?5,04 z a,57 Srif?s x Z = S•.�3s.s0; end �s . A+Y�bw P�te�w r�oc�dnq al ihe ft+o�t D� �leclrs:Na new D�cYc w�b�aa�tsd u san o(ths DroOo+*d�'►orS D1at Lett: rne �rarnu�+ r�c,�c. o.Rn+c�•a in v+. R•� :on• !� 4�570 RCuve f�et. The prtpeasJ p,�.t wo�td crsate tt�r.e b4s,whkh�r� �ropoaad Lot t s: 7.0'8.9 .q.cus�t-+t,1012 at d.2s7.1 sq.a2 f�et �n� :.a� 3 st 6,a�p.e sa:ar� tswt in t�`ze. ?he p�ov�d �at s�':n �re �rnpoca�e Wr.r, �w exi�iir+p lob(�t}:is uea tx+Q�r�.�R s�rt�1 R,S sxlnq c�ssi.�ication. ei;.9;2ea3 e2:r� a<<_;:�_5E �'�H�1aRK F�Gc :� S��t ty .;�HA � 6►CTT AEV'ON �i5277;023; Q' /'B;CJ 3:�3FU:�_R'22;Fa�� C;ts � � '�N-18—�00= Qit31 'M OLCJw u:w��RMER[ �28 •S! •T2S P• Q� � • � 1��.��1�� • ���i r�rr ■ �A1V►�M���ON �� RY'ORT AMd O�OM OATiO AM����20��IlO�CT WA�d�4�,iMn.A �p�a nr,e�a b��,o�,�,o�,�;�u,��e•e►�w���,�+�� �-�in)rrn,m bt wbL1 ti8 r«+o��,.� ►or r+d �0 r�N �k�t� b!��ta w+�! a� minlmv�n lot d�pth (48 Is�t}. 'ft�a r�sld•na :o r�rnrn on'„ot 1 rTM�;�tl�►� r�Quir�wbaeta�nd'ot oor�rp�p�trrltt�d In tM R-O:on�. Propaad;.ot�2 �nC � pp�u b haw sdsQu�4 b�Gdlnp a.tia lor the con�tucdon vl a �Inpl�-hm0y ra�klr.,c� wAM WOr►0�aIC►dct�n0 lot pvsnp� rvq�lr�n►�n1s lnoo eon�ld�rstio�. TT��iz�. �r.•P�. ors.r+tailon, �nd a►��np.n+�n►of a+� p►opc'rd ba oomply w;c��+. rsc�r�rt�u+a of tN S:rDeN sian Fipul�t►an�and M dw�lcpns�nt sts�d�rd� cf�e R-8 Zone, In iddibon, wM oi.rarl0 ha+� soc�ae!o�puD;'b aina�t�b�rC�n�vsnw NE)�4�shsr�d drMtwoy. d� Rus�tO►+nsss ol�ropas�d loundsnfss Ats�t� EJG� Fot wi� N1M Qlrrcl �ttsf� !o � P�DI+C r�pt+i-of-wty trorn a s�ra0 i0 'oct paw� d��y �cceu� �Irn� 1ra�► Aberd.sn A.�nu. �'E, T11• 20 �oot shuw� drfv�way •ssan�snt woulq br tee�UO on U+• •aut� �ortlot�� of �.rti 1, I snd 3 wlth an �rr.er�er�[y i�rnarour,Q �oaMd on Lo4 2 i�0 J, TM��Yr��0 toot w►d1h ol t'w ee�vern�nt�s 10 0�pav.�. . TTN bi�+fdth ic 7d fiai�nd tt��ri�o►� oniy a��c�rb eut!� ollowsd taseQ on Ne qGe re��p�.-nent tt;d � lo rrro d�lvwv�y� �ro pe►mhtea Der 33G fpl o�f�onia��. No f.►4p'! :.tr5 �,Ai w0uld �a a0ows0 ta malr�in azd'anprvw sahty ir+d r�ut�cati�stion. �itl1 r�n►r.mends �at {n a*d�r to �nszra tM sl�d artv�� im�ovor7ana �ro �ppropria�siy. R.�hlaheQ tt� tppYca�t D� nQuind b �s�bfiah a �om�o,�r►sr't �3sociaJor+ or mwr.snsnco a�rrun�nt tor tM pr�vsts atresl and drnewry s�s c:xioi:��1 0'short pl�l�DProvel btaM N�o r�ax»m�r+d� � oor�dl�Gn 0/A•'�c! aD0►o��ai rsGul� th� aDx:tant to D'oviC� � �i,-�n !slJr�p al �dCress*s, b � ioottb at !�� M�r�ctian cf dr'verti•�y tnQ AD��d��n!►wnu� t�[. Tri�� condlt-0st wCua k:xx� ��►��nq whtd�� weuld bs a�'� b :ocr.�th� horri�� in tM 6,��^r! of a� ert'.�t6enry. rqpoqrsp!►y�Tn�m�oQ�,p�y a��+e :ia�i en�y s�ope� co tti� �a�t, Rra�pt rr tre steecer po�•ions ' at wMt wou;d � b�eorw nsw Loi 3. 71�� �rop�nY � wC�tst�d wiir �►a:� �wn :r.t teveni � eonM�^ou� troee or, new _ot 3. 7t,� dr.�icpmeM �f IF� s:t• wovrd r��i�• :r�• rinow; �! :� , mejO�tty cf tre�i locel�on whtl wtula Dt:�►s Lot�tr a s�ng:r+-f�rnUy�C�-�s. i Rars2loruhlp to Ot/sbr�p 1Js�s: Ttw Frt+p�rt4f �unO,mC+�Q tF'• suD}�ct si:� ��• DaslSv:�d Rst.'f�nai� - i DwNhg U�'h F�r i.ay (R-e) or. �� C'!ys =onl�q rr,a�. �a :t+e �c.!h of :�e auC;eC� ��u. two otl^�r aAort pta!� w+:tin tl�e ur.+e b�Cck Ot ,ibrCs�.� ^wnua NE hati� b��n j rec�r►tlr apprcv�d. 'N• �al b eimiy� to e:bt�p dwNoprnCM pette+n= t+ t'� srsa ue I� CONktr,t wr., .» Ca�+�rMt�,s�v� �sa� snd z�nQ �o�e. wh�c.t� e�nxur�qe 'sskl�nta fnfq ' dtv�ioP � , m�n.. �1 ���+'Y i��np+�t on P�c Smk�e(T�meXrre�a) I PoifJN Md fira'Po4cp and Fr� Prw�tnllon eb�fl i�CiC�I+ �6� 6.J~1CiMf I'9f0YrCl/ sxlSi 10 �.rnish setvl�f to lf;e propocad dewbprt►�nt, aubj�ct �A C� oorC'Con Sh�t tt�� oFD�ant provic� Ccd� r�fr�Q In�prpvtmans� ar.d fees. A Fln iv�L�asbn °a�. �a.c on S�dd.QC por n�w f+�pk t�rniy � bl w�M crodl slv�� !of �hi t�dt�n� F+�►gf1 f��y retldMCf, i r��qR�re.^.dlC (n o�0ef� nl�y �;e �po�saYr xtrne� °m0�cte to Cih emerqorxy vervicee, The k� �i t��lm�tod at 59��.oC (i4as x 2•s976.�G�and a �yabl�p�io�to tM ro�-d;np ci 7+e ehcxt p!�t. R�cnrtkrr: Th• Dro�o�ai doM nat p►cvWe on•F�e r�resticn ar�os ior lu::ro na�dsn� cf ch� �Citd S,�.ui F:lC Mow�wr,tvra s�� sxis`hg rsc•.�or:af tscUlt�� :n th�:n� such aa: Gen• CoWon 4la�+�+oaa �a��, Su�set Ca,�1 P1tk •MG Kannydai• lbr'= Park t��! fv:ure rosfdtn� vroul� uss. 17.ar�►ors, In or:ar;a cRs�� :h.add:uanal ws of tf�es� fac?ltitt, a ParSc i�1G�tion�e! wo.��C bo'ec�,h+�C,A�arb t� Fa ot 5510.�s p�r�.�w a:n9•o ismliy I� �c.ornm�n�ed P�Sot te tnt rRcordnp d ma stprt pta� C�edk wcwld b��I,►�r+'a cM�xlstl� eln�N t�nay nidcnee. fie tae I• �st►rti�tad st i1.0a�.s2 {�30.'f6 x 2 � 11,J�1.� �r� Is DOYeb+e Dr:or io t�n r�corQ�np of tl+� 6r1C�;�. Schools: /lcocrdir,�to t�e braf Er,vircnr�t+,tal I�rp�c1 Stst�mant far tM �ily of Rbrtt�L7nd�sa Qf�n�t(J�!u.a,y t6, 'oa2), ths CIry o! 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Zonin�� Th� DroPocM a• �rtwni�d, eornpit! wih tha z�or+;�q ro�q�rl.'n�n:f it+o d�vekP+�er: �'.afldanit O�tM Ri�=dar,dal Slt� FaT� - a (R�A) z�t� dMEQ.'tiil�On, F'vv�t4 dl �CVflory rpMd �+d a'x1CR�Or►4 0!Upp�Oval�n eo1l5pli�0 wltl'+. j. luba►Wuo/7 11a�Qttktbnt: 1t�.� prr,p0��1 �fiGnta wllh t'1� nCuiro+��el�l� ata:'fst.ed �y Lti. Cty's 3uDdM�br: RpuKton,, d. ExYJn� Lane ilau: :.�d wes s�rrct,ndl^� tw wb�d t+te i�da' lJcrth J�ei�nt;�l 5�n�b F�rn.N (zor�d R-d): Fs�, Raald�l8:r�1a �rry ;io� R-a); Soutti: f�e!�ent,el Slrg:• �pm�y {=o�d R•iI:snd wast: R�etd�,e��,�inZse famry(s�r+�d R-d�. 1. Cor�luslon: 1. Ttie w4jet:�'t�i� kut�d in 4�0 RsclCfr�at St�M Farr.Gy(f�3�xmpr�sr�t•e p�pn de��gnavo� s*►� CC�npUa�wiLh tr�pcals a�d poiit�es�s;sbGi'�e wi�h Lhts dsii�r�l�cn. ?. 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TM �atltfaeyon d Wt r�{vh�m+ent wCl ba su�d ta{t� rtv+I�►and s��l of tn� D�vebpm�nt 3eMcsa p!v:�lon arior t0 tN'r�dM+6��+e atiart aat. �. TM�m��q.�+cy�ea harr�rserho�turn��d ihil b�a1or+�e�or'No P�rkinp'abm b�th s}�e:af t�• drfvvvr�y� 8. Th��p�fi�nt tAsl�bo nQu1nC lo p+ovid� a aipn II�Unp�!1 nuna.ddysse�iorv�d bY tM Ehar�d driv:w+y h be bC�bC �t L10 ti�t�riiCtios�of t'� d►h�way a�d�.barCMn Ava�ts!hE. � D�,TE OF���iIQN ON;JtitiD I:SE/�CTIOy: S1Gf�TUREB: � � Gtip�pA�Z1na n�N�VPW�dv1nitYafor d.clston C+r� e:���i�ez3 e�: _= �_e: _ :�,t ��N:�M�RK Pau= ie Sr-t ty: �J�� L S�CTT REti G!i ���2.'7;C23� 0' �9,'C3 3:"_°N,h{jy�_l����F�O� S;'9 � _ ��tN-1�'i-$17G= �/� S l4 FM OLC�N wI►+:+GRMLRG • 4?S �6� 079i D• DO � ' . `� Gyy p=..��on/...�„1�p���.■ ���;,�97t��'I UN AtIIsA s� �i • it�t►o��o�t�WOK Or►T10� +�,:ao�iRatar tiu�.es-�f1,�N�t,n r•�•� �ohio+�r K i ro`rrt�c.�aHt n►� hY�ewdap nelra u�srrF�J�w►+�nt�linhrmtdM prCYh�rd br eor�fnnCroA wll�tl+�a�MnA'1Il�dvr A�no us��cslor�. 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RMC e�di�n 4-�•OSD.C.2 6r+it�h��i�oun C+aM��Q:3�i� to 3:3:��s+, 5do�+day i'�roush F�!dey�,�NesS o�t�nrrl�a , a�p'orid by Lti �wi�pt-Mnt 6s�^vlwi.^,i+iii�f', Tt�.�Dewbpm�ri Sw�c��D�•�+slcn resen�e th�ri�hi te naGnd ' C�t �CF���d sxt��d haul hesti at�ny tlma ff camplains ar�►to�lvsd. � '8. '�h'�twn h�ry;30)d1f�of eohFi�yx of prt,�!r.q worl� ;h�s�7cant�hal hrrr�►b Or P,eM in�Dprv�rata prw:no ' :rwr ovtr any portion vt th�eit�t�at� gnd.0�d�arfC cf v�tttL'Or. er+d wt►�n.no!uM`r ca�Wuc4c�n wcrk i . ,vill oCCUr wit�sti ni�ry(9C)day�.At.ma�va r�+�bUti�iuCh q rriL+IC!L, tGddl� ar pta�sic ewe�r�p na s.�ectfbd'n a �!t,�Re�,t Klc►p�ac:r.�8ur!ace�'ete�Marsqa�,��;��On 1�srr,+a�f�t �6opt•d Zy'he CJ.y Gf RanDn rsay b• �OpOs�d D*tw�n th�dtMt cf tiavs�-+�sr''it a�."Ma��31st of ea�yeer. 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W�t�t�'Y=tsn d����oG��nt char9�s�►!b� st:h�wrr�en;rs:e c��1,'.09 per a�eh new�;nple�arnu�IoG �a R — tr Irn �. � NCver'1i�� , i tl�►� ;ry Ct Rer►xn Doerd�f rupilC YYC�ict prantsd e delerrat ot t5e reQJ t�d t:.-eet �° Imprcverr�nti w5ja:t��b aqreel��'.o par�clp�t�in srry tut�rs l..ocEl 1^n��w^+ant Cis;ltct(Llp), ����• 1. Ail 'Dr17 Lhi�'i cort oR1'1!o V►�R�ntcn O�ahinq Sttr�diKis, e:,14i20�3 e2: a5 az�.,i<<sE a�r+c�Mo�K �La= �� Se�t CY: J��A L S:CTT REYTON �25277�D23; 0• �9::3 3:'6F�';��+►'��;�a;,e iC 8 � ' �+�N-ie-2sas 01 : 19 PM Oi.00N w:NrcRncR[ •_• •e• eTz6 �. �e � 0� of R�Mon At�nr�lrNh�L�d UM Au1M� RErORT�►10 DRdtiON A/1T'Ra Mh�t,�MO.IF.OT LW.-0f�s,w�l.-A �M� 2. Alt�q t+ir�u qr,dr�iny��nd atrf�t fmp�pv�fiMti wal frQUk� pwrttf p���upm�la prfp�r�d�ccor+dlnp to C�ty a+Ranton Stx�ard�by�Ikarnad civ�1�npr��r, 2. ISap�na p�rrnita 1a��ks�swr��s snd w�M►m�4rs ar�tty�r�d� VYh*n p1an��n coR+pi�1�tr,rN 3}eep�N ot LM drawingt,twp�op{N dl��drslrp��po�t,a oon�truc�on coat�:tlm�b� r�d aFp�cMlon lN shsll �.#?tvtt�d at N�CustOrtl�f itN(a�Coun�r,!D1�'1001,RI�'�1 p�'Kal, 1055 a.4h0y W�y• 4. 11 h�worlc�hNt I�slt�o!►�d Ibr}rout uN.bvt pr�ot Eo Ias�np a et�ck R lt roto+nmM+d�e you c�1!�2S-a�.T2dd for isi�sr p�nwtad by�►a prenR sy�E�n, �. AppNcsnt s1L11f bf rasponsbl�!Ix s�c�,uln��p rwc�ss�y pswswnd br v�r5a and of�tnht ir+�proMrrtwnti � rR.��maa wr ,rn aya�►�c�b n.o.�..,�o+c.nc �m�IC L.Ray s�rf�h.r+a Ro..h c, smth ' 2j2t Abrdrn Av�nu�hl! � l�r+lan,WA 9W�6 , � n�wt�r�o sn�»r�+do�y a►,�p,� ?oaz�o r+�aonuoa � �+.�n r�r►ron j han�rm Ge+su'tlnq ! 17K0 AI�O/rd GOd�lJ�� lr�c v�er+on,wA M2�a 'ILtNSM177�D NN�?ih dtY dl�i� }�b w IbBpwiM,, Wr�'�p i��q 4�1 L�,�tr�1ir'M� M�i M�t1a,D+*+i�nw�S.n4a��fnao�r kr+ll�►Nwin� ,�n Car�n Ga�e1�C�...Dr+i1t :.7�✓Mftf J.IMV!'M4 Q►l�'nF� '�Dt1�Ga`tn�.IwMIW tuTd 1/,f1 Att�Or1 app�als t J�sqcia�ts hY R1tOAtldK�!!O!! j r�►�aarr�rnw,r.hn�na ua c�daor.w�C�can�+ns:x tn�s�ci�on a nct�op«I.a wtt.►:��14�ot tha�fsc►va oacs a a.asio�. M app�al 0�tn�Q�oi�io+�rttwl 0��N+d�+:�in t�14d��pp.aJ p�rioC ;RG1Y t�.'s��.715(]):v�AC 1G7.71r6i0). AiCCNafD[�llIT10N, Whhlr 14 d�r�of th�.fl►oSh►��4a of sM d�clsbn,��v►�y r�►Y ryqusst ctiet a d�alsbn on a sr,art p41 b� nwp�n.e by t�►.�d�n{n(:tracor. T'ba Adfik�btracer r.�yr�,�edKy ht�a.cl�J�f1 K T�!llfi�fYI�f1C�noi!ra���Y dbcown.blr prle�te 11+�ort'In�l Nsls:on 1�1wr� a t►►+� Mts t�►n wai ml���pr�frn�atlen o1 hct, /►11�r rwi�w ot th• r�con�ldar�t�on r��uMl, Ii Sh��dn+lnJ�tral�r find�lr��it�t wlMra h an�nd th�o�lnal d+eial�tliu.wt1 b� no fuMsr�ylrns�on of th1 apPal P�� Mr l�qtlA wlst:Jn�to bkt�PvNur�ctlon rru�t fi��fo�m:l+Ppal�r►UtiM�� lalowlr.9�pp�a!drMl�n►�. • AP*�AL TI►`t�drntr,tstrsitw kAC y+�Q�d�n11 b�c,�cn�Ar.�1 tt not sRpyalN'n wrkJt+Q to et�e Haar�na l�.ta+tn�r on or �.e�►. c:oo rw.�wy�,xoos.+�o�a e+.cx�.r.n oo•w�+b rr c�r ei R,n�o� �wnidw� c�c.a.c�on 4-a-„o. �ao�,.+r�+.m��e�arsh►9�+PP�M'��nMlr M 01Wn�Q R+�m tM R�Tton C!!�r C�.�.om��,{�us��ase,�, App�aa�t nasS b� Afr/f�rrtt�+9,towtf�r wl�fM rr�ulr�d S7l.CL�p�til�pn iM,ta H�ulnq Dci�+in�r, Cfty of R►nton, ,ass s«,a�a►�r�r w�r,R.�w�rs..�. QSPIRATl4k O�T�; TM=hat P1�1�pavvsfvrll uqir�fw�p;Yew�ron+Mr a�a of+pprovsl An sxan.io�nny!. rsqu�tt�d►urtu�++�t to R1�tC wcdon 4-T�lOJi, w'+p!-At.doc . IV. PREDEVELOPED DRAINAGE There are no existing drainage improvements on the site. The site is currently undeveloped. The drainage from the existing site cuRently infiltrates into the lawn area in the rear and front of the house. The soils are extreme{y continuous sand. The east properfy line the low point of the properfy. This is along the frontage with Aberdeen Ave. NE. There are numerous trees that are generally along the slope in the west (rear) portion of the site. There is a general ground cover of lawn and shrubs. The drainage calculations include the total site. The site is 19826 SF. The total site area of 0.45 acres was used as the project drainage area for the calculations. The existing drainage analysis was performed using the "Waterworks" hydrology software and its summary tables and charfs are attached for reference. The methods outlined in the King County Surface Water Drainage Manual were used as guidelines. Following this page are the data sheets used for the computer input data. The computer summary sheets for peak flow and time of concentration calculations are also attached. Below is a brief description of the existing drainage characteristics: Time of concentration: 16.06 minutes 2 year peak flow: 0.01 CFS 10 year peak flow: 0.02 CFS 100 year peak flow: 0.06 CFS to#al area: 0.45 acres pervious area: 0.42 acres curve number: 65 impervious area: 0.03 acres curve number: 98 �' I , I ' i i � ' Jaeger Engineering . _ ROY SMITH SHORT PLAN DRAINAGE CALCULATIONS PREDEVELOPED HYDROGRAPH SUNII�lARIES BAS IN SUNIMARY BASIN ID: A10 NAME: PREDEVELOPED, 10 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .45 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2 .90 inches AREA. . : 0 .42 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 65 . 00 TIME OF CONC. . . . . : 16 . 06 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 .20 AREA. . : 0 . 03 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 110 . 00 ns : 0 .4000 p2yr: 2 . 00 s : 0 . 0900 PEAK RATE: 0 . 02 cfs VOL: 0 . 02 Ac-ft TIME: 490 min BASIN ID: A100 NAME : PREDEVELOPED, 100 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .45 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 .42 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 65 . 00 TIME OF CONC. . . . . : 16 . 06 min IMPERVIOUS AREA ABSTR.ACTION COEFF: 0 .20 AREA. . : 0 . 03 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 110 . 00 ns : 0 . 4000 p2yr: 2 . 00 s : 0 . 0900 PEAK RATE: 0 . 06 cfs VOL: 0 . 04 Ac-ft TIME : 490 min j BASIN ID: A2 NAME: PREDEVELOPED, 2 YEAR I' SBUH METHODOLOGY i TOTAL AREA. . . . . . . : 0 .45 Acres BASEFLOWS : 0 . 00 cfs i RAINFALL TYPE . . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 .42 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 65 . 00 TIME OF CONC. . . . . : 16 . 06 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 0 . 03 Acres CN. . . . . 98 . 00 TcReach - Sheet L: 110 .00 ns : 0 .4000 p2yr: 2 . 00 s : 0 . 0900 PEAK RATE : 0 . 01 cfs VOL : 0 . 01 Ac-ft TIME : 480 min �o� S�� �-+ S�c�-�_, ��rT� _ �R� -4���:�t���� L� f�►�-►r.s �4-G� G • _ _ _ {� . p�R�� ' - - - - - - r G�w '�--����S �-►-� _ _ ..���v�.c�.c�e. _ --- - _ _-- --- cm 1�`n� e�n'-,r-e. .��'2. _ �r�'-e� . - — -------- {�ec,�= )�1 `c3 ZCn. � __J� —— --- = 0. d-S �°1� _ __ _ -- - - _ _ --- �3 _ C��,� t���� ��s - _ _ __ - - _ ( So,�S �� �v�e.,►-�-� S'e1►---�eS � C�-� �S - - (_ �s-hn�, =�rr v �o�s. G� =q 3 � �s-�- �n�.s-�- � --<<_� � -� 6 ��;- �-Q.�-�-� : �`' s� _ � � � � �, a3 � Z �,�� �wFv ,o�s � C � �5 _ c� �S = � , �-z }� ' L/fv = �p5 � (�elJLd'�p w o r �`'�'•��� '� � G� 1�'�`� = c7 r= c� r%c �_.,►��{-�.;p��v N C !G � I - ���1 c.a-1 D� �'.a-�`� ; ( I O `- -�{� �..� 1 � �,{ � � , - - Q�.Cx-c�S,S C��tf'0.�S.S �D�t v1 ��'�h uf:.=� ', � r o�-1 �cv�'� II co�+� � `� Lo��� . PNe-. .Sf = 3�0 - ��_ � ' � - - _ '�" i r� `�l� � �� � _ r� ���i-�s _ ---------- ----_ � �S?� i�L u �( � �(_S - -- - - --------- --- - - - i , �2 Z .� ��,n _ _ - -- ---- -- - _ z � P�� = � � � � _ _ - - - ------- -- - -- -- - -- - 3 � �Ico= ���__ l� � _ --- ---- --- _ � �(Z� – �G�f. ��pc�_. ��wS . _-------------- i . _ � z = - �+=5 Z ' �r� ' - _ CFS 3� Q ,�� = �� , � File Basin Hydrograph Storage Discharge Level pool 3eee5eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee ; eeeeeeeeee ; 0 o SHEET FLOW CALCULATOR - INITIAL 300 FEET ° o 0 0 0 0 °DES°Mannings Sheet Flow. . . . . : 0 .4000 ° ° °ARE°Flow Length (ft) . . . . . . . . . 110 . 00 °HOICES ° °RAI°2 yr 24 hr rainfall (in) : 2 . 00 ° ° °TIM°Land Slope (ft/ft) . . . . . . : 0 . 0900 ° ° °TIM° COMPUTED TRAVEL TIME (min) : 16 . 06 ° o °RAIo TYPICAL MANNINGS VALUES FOR INITIAL 300 FT °A ° o�So 0 0 °BAS°Smooth Surfaces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 011 ° ° °STO°Fallow Fields of Loose Soil Surface. . . . . . . . . . . . . . . 0 . 05 °y ° ° °Cultivated Soil with residue cover (s<=0 . 2 ft/ft) : 0 . 06 ° ° °PER°Cultivated Soil with residue cover (s>0 .2 ft/ft) . : 0 . 17 ° ° °ARE°Short prairie grass and lawns . . . . . . . . . . . . . . . . . . . . . 0 . 15 ° ° °CN °Dense grasses . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 24 ° ° 0 oBermuda grass . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 .41 � o 0 oRange (natural) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 13 ° o °PEA°Woods or forest with light underbrush. . . . . . . . . . . . : 0 .40 ° ° °PEA°Woods or forest with dense underbrush. . . . . . . . . . . . : 0 . 80 ° ° °TOT° o 0 O °F10Key: QUIT FSKey: CLEAR °ete ° ° Pgaeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeefit ° aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee 1�� —����L��� � , --�✓ �� ��s��1��'�Tl�`� t�-'� i ! , ��y Sf►, 11-�`{ ��--tOfz-{ �� ►�r ����o�� ���� ���� r� . PS-�� . � .S''� �� I����1 S1,i—� Cl-�'e4 , SU�V''Y'`� �j"' C�Gu a�'e.� _ 1'r1 �E� p r�- �v 2�o��.� C'�Uv�c� �� �� , �e�- - D . 4s � �-�. � . � rZ�E Nv M �3�s C ' - � ���(S C3�--�'-2 �Je.+r'e�`f'� .��--� e ► , �n PQ-�tc o ,� s ' ( G� -9��� , ��fir�� �o �sc. ; lt � D S= � Z Y�� �V�t�usc S � I�Cb St-,e�--= 3 2c_.� � _ G Z n� c��t��.,,rc���� �. 4�Sr�� �oo �` f�e.w p r�v p�- �rn ac� � � a0�2-c7;-� �35�'�.f�r- �(:;-'',�J + �j`t p�: __ ..L i�`� �T� '�, �:�-� ,� - = o ,� � +�� Z � P2X'� tovs � �`�S - 0,2 � = o. �- �c USe. �ce.w t� , (' � = CQ� � �l`M� Or C.�t�G�TR►�� o ti� ✓� ' � 1� I 1 \ \�� Y\1 V Y� 1 � t Y"'� Q� ��`(\LWL� ��`-i l ,-\y� �r .Srna-�� � �r� ��e.s � � � ,m �,�� � i e: t� . �sb P�.��( � �s �' I�� " Z.O �h. Z . ��;,� = z -� �� . .�i. 1r�J o � 3 f 1'� � �� �.�,�� P�-�-- ;-�a,�� ,� . 1 � Qz = `-1=� � � `-'C I� - G�� ✓ �lc� - �i S� r 7 ' V. DEVELOPED DRAINAGE The developed project will include the new joint driveway and the hammerhead turnaround for the two new houses. The existing house on lot #1 will remain and two new houses will be constructed on lots #2 and #3. The remaining porfion of the developed site will be residential landscaping. The developed drainage will use individual lot infiltration for each of the houses. The site wifl be exempt from drainage detention because the increase in 100 year peak flow from the pre-developed to the developed condition is less than 0.5 CFS. The actual increase is 0.08 CFS. The oreas used to calculate the flows were the same as those areas used in the pre-developed drainage calculations. It should be noted that the new houses and the private road will use infiltration for drainage disposal. The site will be 100�o infiltrated. Similar to the existing condition, the SBUH hydrograph method was used to determine the peak flows for the various storm events. A level pool analysis was performed to evaluate the pond performance during the various required scenarios. The computer data sheets for the developed flows foliow this page as well as the works sheets and the time of concentration calculations. A brief summary of the developed drainaae characteristics are: time of concenTration: 5.00 m�r�,?��s 2 year peak flow: 0.10 CFS 10 year peak flow: 0.16 CF� 100 year peak flow: 0.23 CFS total area: 0.45acres pervious area: 0.21 acre� curve number: 68 impervious area: 0.24 acres curve number: 98 � ` Jaeger Engineering ROY SMITH SHORT PLAN DRAZNAGE CALCULATIONS DEVELOPED HYDROGRAPH SUMMARIES BASIN SUMMARY BASIN ID: B10 NAME: DEVELOPED, 10 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .45 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 21 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 68 . 00 TIME OF CONC. . . . . : 5 . 00 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 0 .24 Acres CN. . . . . 98 . 00 PEAK RATE: 0 . 16 cfs VOL: 0 . 06 Ac-ft TIME : 480 min BASIN ID: B100 NAME : DEVELOPED, 100 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .45 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 21 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 68 . 00 TIME OF CONC. . . . . : 5 . 00 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 0 . 24 Acres CN. . . . : 98 . 00 '� PEAK RATE: 0 . 23 cfs VOL: 0 . 09 Ac-ft TIME : 480 min I BASIN ID: B2 NAME: DEVELOPED, 2 YEAR SBUH METHODOLOGY , TOTAL AREA. . . . . . . : 0 .45 Acres BASEFLOWS : 0 . 00 cfs ' RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 . 21 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 68 . 00 � TIME OF CONC. . . . . : 5 . 00 min IMPERVIOUS AREA � ABSTRACTION COEFF: 0 .20 AREA. . : 0 . 24 Acres CN. . . . . 98 . 00 PEAK RATE : 0 . 10 cfs VOL: 0 . 04 Ac-ft TIME: 480 min ; I , , - A. HYDROLOGIC ANALYSIS The site is exempt from the peak rote runoff control due to the negiigible peak rate runoff rate increase exemption. This is specified in the 1990 King County Drainage Manual. The developed peak 100 year runoff flow is 0.23 CFS. The 1 QO year pre-developed flow is 0.06 CFS. This is a 0.17 CFS difference, which is less than the 0.5 CFS maximum allowed for this exemption. B. DEfENTION ANALYSIS AND DESIGN Detention Storage is not required for this project as stated above. C. BIOFILTRATION Biofiltration will not be provided because the runoff from the new private road will be infiltrated. This area of the private road is�438SF which is less than 5000 SF. �, 1 � J�� e�� �) I V e�l.ca ;1^i i �?�r �;c�J u S Sv v'�-� S � -� -fi-r�-�t� ; ` , �� v a�� r�� o..►� T�r-in - ar�v�n c:� '�,o.�v�n R'�-V'�P.a� : l �-D��� + 3 5��.a� -t 2��?4� __ 3�(r S s:� , Z � ��V�e�.c�o-�;� �c�._.���s.�� '. ? � �oJ = �70 � 3 . �o� L�r��J�e way�� •, � y' (LQ yc �.�c�� _ �Q�,� j� Tp'�� � �-� �g �t --- --- ---- ------- _ __ ___-- ---- ---- - - --- -- - - � ' -- -------� — -- - C� � �s� -� ��� ; -�-c� � -a �� � o �s oQo� � - , � -�� ,,�. � ,;�;��,! -�c1 m; �' �� ��-s- SZ �S� • � � 1 I �� � J ;p�.+Y�� va C'�� �"a�►.l ' ��1 l'c� � IJ �� ) = J�,�,��t2! c�`�Q--.� - v�'��a� -��o� --oaS ' Z , � � _',�U d I pCl� �QQ�I �S CZQ� l ,�c, �Z� � �ax�`J , v��J 1 t � ���1J��1L1_.:�� �� , � -r- �� � 1 I S � � .�v L': as - �, �n��N,o`� �LSaQ �t-a' -�Z--�J'�^ �vt c��—� 7�U,i �S �� �� s � ,� � obbi n , s� �,�-� ,�vo ���vi�,�;�,� _, ���s N��► ��� -�nQ � ��Q�vZ ) � � _�O';'ts 1���� , � ' K1NG COUNTY, WASHINGTO :J, SURFACE WATER DESIGN A4ANUAL o A licensed septic system des�pner or suitably trained person workinp under the supervision of a licensed Professional Enpineer shall make an inspection of the soil after the system is excavated, before the trenches are filled with rock to confirm that suitable soils are present. Method of Analysis/Length of Roof Downspout Infiltration Trenches � The length of trench required is based on the U.S.D.A. soil texture class, the roof area and the site � location, using Table 4.5.1 B. The length of trench required is determined by dividing the roof area by �I 1000 and multiplying by the unit length I from the chart for the soil type and multiplyinp the result by • the regional scale factor k shown in Figure 4.5.1 D. The trench len�th L is computed usinp the followin� equation: L = (AR/1000)(I)(k) Where: Aq = area of the roof tributary to the system, ft�. (Note: a typical single-family residence has a roof area of approximately 2,000 ft�.) 'i I = the unit length of trench required per 1,000 ft� of roof area from Table 4.5.1 B, ft'' k = the regional scale factor from Figure 4.5.1 D. • TABLE 4.5.16 INFILTRATION TRENCH LENGTHS FOR RESIDENTIAL ROOF DOWNSPOUT �, INFILTRATION SYSTEMS � Soil Texture Class (U.S.D.A.) Lineal Feet of Trench per 1000 Lineal Feet of Trench ft� of Roof - Sea Tac per 1000 ft� of Roof - Landsbur 1. Coarse sands or Cobbles 15 20 2. Medium sand , 25 30 3. Fine sand, loamy sand 60 75 4. Sandv loam 100 125 5. Loam 150 190 Example: Proposed residence located at Kent East Hill Roof area (AR) = 2,000 square feet; Soil Texture Class = loamy sand; From Table 4.5.1 A, 60 ft trench/1000 ft� of roof, from Figure 4.5.1 D k = 1.0 L = (2000/10001(60)(1.0) = 120 ft (Note: could be accomplished by two trenches). �j 4.5.1-3 11/94 , ' � SOILS INVESTIGATION I SOIL LOGS: Soil log were excavated on the site in three areas. Addition soil logs were excavated on an adjacent property (Jacq�es Riley/Oyler Short Plat) at deeper depths to confirm groundwater separation. The soil logs on the subject short plat were very consistent. The results were also very consisten#with the soil logs on the Riley/Oyler Short Plat. The soil layers consist of a thin (6" +/-) upper iayer of topsoil, generafly with a grass surface. The second layer was medium sand or a coarse sand with few cobbles. This iayer generally extended to a depth of 36". The third layer was a coarse sand mixed with grovel. This extended to 54" within the subject shorf plat and to 7' deep on the adjacent short plat. The bottom of the soil log holes were dry and there were no signs of groundwater within any of the soil logs. The onticipated depth of the infiltration trenches is 42" (to bottom of trench). The required 3 ft. of separation between the bottom of the infiltration trench and groundwater should be adequately met on these sites. The soil logs were performed in March and in May, 2003. There are no steep slope sensitive areas or wetlands on the sites or adjacent to the sites. The existing house is currently on a septic system that will be abandoned and connected to the new sewer system that will be installed. There are no wells within the area. INFILTRATION TESTING: Soil infiltration testing was attempted at two locations on the site. The EPA falling head testing method was followed. However, the soils are to be pre-soaked for a 4 hour period. The percolation holes would not hold water to allow for the saturation period. Measurements of the percolation rate was performed within the holes without the saturation period. This is acceptable in soils, such as sands, that are not subject to expansion and sweliing. The percolation rates within the two holes was measured at less #han 1 minute per inch. This would assign a design rate of 1 minute per inch with a safety factor of 2, as specified by the County Manual. Thus, the field measured design infiltration rate would be 2 minutes per inch. , � DESIGN INFILTRATION RATE: The infiltration rate from the field measurements was determined to be 2 minutes per inch. The soils type has been identified as medium sand and coarse sand. Medium sand is the most conservative type and will be used j as the design soil. The 1990 King County Manual designates a maximum % design infiltration rate for various types of soils. These are shown in Table i� 4.5.2 of the Manual. The maximum design infiltration rate for medium ', sand is 0.13 inches per minute. This corresponds to a rate of 7.7 minutes I per inch. This is the infiltration rate that will be used in the design of the system. l � �O�i S m�Tl-i S�-1 c��R.T �L�4T -- ---- - S� �� L�C'-�T �t�. �.o� � I No,r-� �SI�' Car� �f . L.af *k 3 D"-�" 8,�wh s�Q� ��„ I � ,rRo.�Y ,s-,�a�-I,� r�,� � , n « l�� , �oo s� _ (9 - ,5d S ro w Y-, �-ro.ue.1,�� �� , -�e.�.� roo-1-�� - -- -- � oo Se. , ��_ C-�r?4X S�. �x� w�'{'h_ ��-rv.�9e.-� ' So�L l^oG t�Z So��.��}- Corrs�,,� -a� _ f,�f � Z lf �� _ o - � �a.r�- �,.,�n so�.�Y -I��,�I , �a.�„�_ r�s, ___ �. , (c�o se. ---- - ��� — ���1 �.1��f�. ��wr� � �1�2���Y , C-OO�X'S2- �i �, �� , I OD 5�... 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Dr-t�r��,,,� � � Lof 2 ea-S�vv�e�� , �� (� o� _ ��o � � D���-e�-v�.s �', (�'i-s 2 � 3 : z (� � �� � � sF �4 3g �� � � . � � --- � ? -� ��-- . �. ; ,. . � �:-� � } �.�-� t-ioc.� � � � D `� Gt=S -� see ��c�e� S�3 U�-f f--� d!r,� S��nnvv. , � r �� "°� ,.,,.,� ,, �.�..i`ti-�c�'u�',� , � � � ` rr U s� q� � I� c.��a- . �N1.P ;- ��' e,le.v. g ?�iCQ .v �see �lo-�� � .�i s�,cR�. S�c�v re = � Z�n� ��r� a� �e}r c_.� . ' � �p�t?w� �- - �� �O'W�.. �: � ' �� l.�V� � 2�0 S� . ��R�� �n�.�-f-�� ,r�-�: � ��-- -�.b(� 4,s, z - m�,�u� ��,�. f-�-�� ��-,.�-� `�+r �Me�:�um �a-� � O, �3 ���M�n�'L v, t3 �r/m�n � ' 0,�3 --�--o� �/se� (� ' D�S��►-�. _ �.�; � 2 0. �3 0, o �-3 c� J � I � �N � . I� �o�[ �� Y .�� sv��nQ..� { �� m� ��'n o-� t�.1o.�-or-� �v�. ,�' ' � Zq� ,gZ - 2R s , s = I , 3 Z 2 ,s �-�e-�n�l�.� � �--e�re� (�oo L o��scJlrto�x� ra�. ; o, o� �s" ! �n� I�� ��,.. r�e� . n , 0 4 3 �-+�.� ' � Jaeger Engineering SMITH SHORT PLAT DR.AINAGE CALCULATIONS INFILTRATION TANK HYDROGRAPH --------------------------------------------------------------------- --------------------------------------------------------------------- , BASIN SUMMARY ' BASIN ID: C100 NAME : DRIVEWAY 100 YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 11 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 TIME OF CONC. . . . . : 5 . 00 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 .20 AREA. . : 0 . 11 Acres CN. . . . . 98 . 00 PEAK RATE: 0 .09 cfs VOL: 0 . 03 Ac-ft TIME: 480 min �E�p `{e�o�-r� �e��- �`�ou� �or- �-�v d�"e ��� �+n-�. «Y�1� � � .�--��c�� � , i 1 ��. . ' SC��E= Wof-�cr�n e L ;� ,� _ � � a�� ,�,.�-��o�S� ��t; �� _,� ,^,� ,� a �,��1Y� '�v.,, = 5� +n��+r�v'�'e S � �l1�v��wn�w� '�;r Sm� , ���e" `T "_ 643�h� � ioo � � � �� �S - - --�.��__.__— _.�-_____.� ,Ili ' Jaeger Engineering SMITH SHORT PLAT DRAINAGE CALCULATIONS INFILTR.ATION TANK LEVEL POOL ANALYSIS --------------------------------------------------------------------- --------------------------------------------------------------------- LEVEL POOL TABLE SUMMARY MATCH INFLOW ST DI <-PEAK-> STORAGE <--------DESCRIPTION---------> (Cfs) (Cfs} id id <-STAGE> id VOL (cf) ----------------------------------------------------------------------- ----------------------------------------------------------------------- IP�'�'ILTRATION 100 YR . . . . . . . . . . 0 . 00 0 . 09 1 1 2°6 . 82 11 157 . 7; �il� BGs�n `r'.l-droarap?: Storage Discharge �e-��el pool Jaeger Engineering 2eeeeeeeeee��"`ee ; 3eeeeeeeeeeeeeeeeee2eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee ; ° ROUTING COMPARISON TABLE ° ° MATCH INFLOW STO DIS PEAK PEAK OUT ° ° DESCRIPTION PEAK PEAK No. No. STG OUT HYD ° �---------------------------------------------------------------------- � ---------------------------------------------------------------------- °INFILTRATION 100 YR 0 . 00 0 . 09 1 1 296 . 82 0 . 04 11 ° o � o o � o � 0 0 1 Yl ��"ra..:�av� ° 0 `�Y'Q�� ` � � � l S� E. 0 � ( o 0 0 0 0 aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef Available Memory remaining: 204008 bytes Current Data Set Name : \WILLIAMS .bsn �2�1'� 1 �� ` ��^�51.� I I J2eeeeeeeeeeeeeeeeeeeee� o ' °Rectangular vault °Trapezoidal basin °Underground pipe °Sto list 3eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee; ° UNDERGROUND PIPE ° ° STORAGE STRUCTURE ID: 1 ° ° °eeeeeee� °Name : ROAD INFILTRATION PIPE ° °Pipe Length (ft) . . . : 96 . 00 ° °Pipe Diameter (ft) . : 1 .50 ° °Pipe Slope (ft/ft) . : 0 . 0000 ° �j'�"�R'�r�� °Stage-Sto Increment : 0 . 10 ° °Starting Elevation : 295 . 50 ° 5�V C��� °Structure Vol (cf) . : 169 . 65 ° ° Ac-ft . : 0 . 00 ° 0 0 °PGUP PGDN F3 : Get F6 : Delete F10 : Exit ° aeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef Available Memory remaining: 204008 bytes Current Data Set Name : \WILLIAMS .bsn File Basin Hydrograph Storage Discharge Level pool 3eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeee ; ° MULTIPLE ORIFICE ° ° DISCHARGE STRUCTURE ID: 1 ° 0 0 °Name : INFILTRATION TRENCH ° °Peak Dsgn Release Rate: 0 .00 cfs Orif /flow/elev ° °Orifice Coefficient . . . : 0 . 62 Dia (in) /cfs/ ft ° °Lowest Orifice Dia (in) . . : 1 .20 ° °hl : Outlet to 2nd Orifice : 0 . 00 ° °Second Orifice Dia (in) . . : 0 . 00 ° °h2 : 2nd to 3rd Orifice. . . : 0 .00 ° °Third Orifice Dia (in) . . : 0 .00 !_ ° °h3 : 3rd to 4th Orifice. . . . 0 .00 ��SC�V\O-�� °Fourth Orifice Dia (in) . . : 0 .00 L- ° °h4 ; 4th to 5th Orifice. . . : 0 .00 S'�Y'V�Jy�-e. °Top Orifice Dia (in) . . . 0 .00 ° °Elevation of Lowest Orifice. 295 . 50 �r���'� `���o �r��� � R } 0 °Outlet Elevation. . . . . . . . . . . . . . . . 295 . 50 ��e, 1 r�� ('t"� '�y,P.�v� _. � , °Max Elev Above Outlet . . . . . . . . . . . 298 . 00 ° °Stage-Disch Increment . . . . . . . . . . . 0 . 10 ���� ° 0 0 Av°PGUP PGDN F3 : Get F6 : Delete F10 : Exit ° Cuaeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeef ' � � KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL (4� The enflineer shall perform sufficient tests to determine a representative infiltration rate for the � site, but at least three tests shall be performed for each proposed tank or pond site, and at least 2 tests per acre and a minimum of 4 tests shall be performed for each closed depression. The measured rate shall have the followinp factor of safety applied: for the EPA method F.S. = 2.0; for ASTM D-3385, F.S. = 1.75. (5) A minimum of two soils lo�s, extendinp a minimum of 5 feet in depth below the bottom of each proposed tank and a minimum of two soils lo�s, extendinp a minimum of 5 feet in depth below the bottom of each proposed pond shall be obtained for each 10,000 square feet iplan view area) of proposed pond infiltration surface area. The lops shall describe the S.C.S. series of the soil, the textural class of the soil horizon through the depth of the lo�, and note any evidence of high qroundwater level, such as mottlinfl. TABLE 4.5.2 MAXIMUM INFILTRATION RATES FOR SOIL TYPES Maximum Infiltration Rates Maximum Infiltration Rates Soil Texture Class (U.S.D.A.i (lnches per Hour) (lnches Per Minute) 1. Coarse sands or Cobbles 20 0.33 2. Medium sand 8.0 0.13 3. Fine sand, loamy sand 2.4 0.04 4. Sandy loam 1.0 0.017 5. Loam 0.50 0.008 100-Year Overflow Conveyance An overflow route shall be identified in the event the tank or pond infiltration capacity is exceeded or the facility becomes plugged and fails. Ponds shall have an emerflency spillway designed in accordance with the R/D pond standards. All infiltration overflow systems shall be designed to convey the 100-year 24-hour desipn storm event to the natural surface outlet. All overflow systems shall meet the requirements of Section 1.2.1. ' Oil Spill Control All infiltration facilities must have an oil spill control device upstream of the facility to capture any oil or , other floatable contaminants before they enter the infiltration facility. The oil control device may consist of a Tee section in a catch basin or manhole. The oil control device shall provide protection up to the 10-year design storm. i Groundwater Protection Standards I The protection of proundwater quality is recognized as an issue of greater concern than in the past and groundwater protection standards are changing rapidly. Increased safeguards are required. The applicant must check state and other local regulations such as the Critical Aquifer Recharge Areas ordinance, basin plans, community plans, King County Health Department regulations and check with local water purveyors to determine if there are sole source aquifers, wellhead or groundwater protection zones, or aquifer recharge areas which may impose more stringent requirements on infiltration facilities than those in this manual. Groundwater purveyors should be responsible for determining the capture zones of their water supply wells. If federal, state or other local jurisdictions have more stringent flroundwater protection requirements than those contained herein, the more stringent requirements shatl apply. In no case should infiltration ponds and tanks be placed closer than 100 feet from drinking water wells and springs used for drinking water supplies. Where water supply wells exist nearby, it is the � 4.5.2-2 11/94 . � ' VI. CONVEYANCE SYSTEM � There is no conveyance piping proposed for this short plat. The drainage � from the joint driveway will be infiltrated into a system under the private , road. The 2 new houses will utilize individual lot infiltration systems and thus will not require a piped outlet to the drainage system. VII. ADDITIONAL STUDIES OR REPORTS I, Design calculations for the individual lot roof downspout drainage systems are attached following this page. Soil log hole summaries are also , attached. ', VIII. BASfN AND COMMUNITY PLAN AREAS � This site is within the City of Renton It is within the East Lake Washington drainage sub-basin. , 'i I XI. OTHER PERMITS Building permits will be required for the 2 new houses. � , , X. EROSION CONTROL SYSTEM The erosion control system was designed to minimize any contaminated site runoff from entering the adjacent properties or leaving the site. There is little possibility that runoff will enter a neighboring property since there is no grading necessary for the development of this site. The clearing limits cover approx. the entire site with few of the trees being saved along the west property line. Clearing for the building pads will be performed at this time. The potential for runoff and mud entering the public ROW along the frontage road will be minimal because the area to be worked is very small. A construction access is not necessary because the construction area is within the area of a potential rock pad. The site is small enough and without the need for grading, that a sedimentation facility is not warranted. The specific trees that are proposed to be removed are shown on the erosion control plan. Besides the silt fencing, the erosion control plans also show the clearing limits and the standard erosion control notes for the City. I 4 . � � APPENDZX 1� CHARTS, TAELES , GFt?�PHS FRO?i RING COUNZ'Y SW?+I HANU?..L K1NG COUNTY� WASHINGTON, SURFACE WATER DESIGN MANUAL � �� s FIGURE 33.2A H�'DROLOCIC SOIG GROUP OF TNE SOILS IN IQNG COUNTY � . HYDAOLOGIC HYDROLOGIC• S01L GAOUP GAOUP• SO1L GROUP GROUP• ' Alderwood C Orcas Peat D Arenis. Nderwood t.laterial C Oridla D Arents, Everett Material 8 Ovaq C Beaustie C Plchuck C Hellingham D Pupel 0 Briscot D Puyallup 8 Buckfey D Ra�nar B Coastal Beaches VarEable Renton D Earlmont Sltt Laam D R}verwash VariabSe Edgewick C Salal C Everett Sammamish D Indlanola Seattie D Ktisap C Shacar � Faaus C Sl SAt C Mbced !'.11wial Land Variable Snohomish D NeAton A Sultan C Newberg B Tukwaa D Nooksack C Urban Varlab!e Normal Sandy Lram D Woodir�le D _ HYDROlOG1C SOt�GROUP CIASSIFlC.ATIONS .. A. (Low runoH potentia�. S�i:s having high infdtration rates, even when thorough!y wetied, ar� cons'�stin� . chiefly of deep, well��xcess�vely dratned sands or gravels. These sols have a high rate of water transmission. B_ (Moderately lcw r�nc`f po;entlal). SoI1s having moderale inf�tration rates when thoroughfy wetted, and I consisiing chieAy cf �oderate!y fine to moderately coarse textures. These so�s have a moderate rate d v�ater lransmission C. (TJloderate!y hlgh rs-�fl po;entian. Soas having slow ini�tration rates when thorough!y wetted, and consisUnq chiefly cA so@s wtih a layer that 1mpe�des dowrrward movemerrt of water, ot so�s w�h maderately flne to fine textures These soBs have a slow rate ot water transmisslon. '� D. (High rUnoN poten.�.r). SoFs having very slow ln�i tratfon rates wl�en thorough�y wetted and conslsifng chiefly oi day sois vrith a hlflh swel(Infl potentlal, soils wlth a pemsanent hiph water iable, so�s with a , hardpan or Cay layer ai or near the svrEace, and shatlow soils aver neariy lmpervious mater9al. These saDs ' have a very slow rate d water trarumission. • From SCS, TR-55, Sec.;�nd EdiUon, June 1986, Fxhtbk A-1. Revisions made irom SCS, So6 Irtlerpretation I Fecord, Forrn f5, Sep:em5er 1588, � 3.5.2-2 1f �' • �� � KING COUNTY, WASf� 1NGTON, SURFACE WATER DESIGN MANUAL TABLE 3.S.2B SCS S'4'ESTERN�i'ASHINGTON RUNOF'F CUR�'E NUMBERS SCS WESTEAN th'ASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) RunoH curve numbers for seiected a�ricultural, suburban and urban land use �or Type tA rair�fall distributi0n. 24•hour slorm duration. '� CURVE NUMBEAS BY HYD OGIC SOIL GAOUP LAND USE DESCRIFTION A B C 0 •Cultivated land(�): winter condition 86 91 9d 95 Mounfain open areas: low growing brush and qrasslands 74 82 89 92 ��, I . Meadow or pasture: 65 78 85 89 ��,i• , Wood or lorest land: undisturbed 42 64 �6 81 Wood or lorest iand: young second gtowth or brush 55 72 81 86 Orchard: wah cover crop 81 88 92 � Open spaces, lawns, parks, gdf cou�ses, cemeteries. landsCaping. .� good condhion: g�ass cover on 7596 r�.�r"- or more o!the area 80 86 op �,e` fair condhion: g-ass cover on 5096 � to %596 of the area 77 85 90 92 �Gravel raads and parking fo:s � � 6 85 89 91 �irt rvads and parking lots �� 72 82 87 E9 Impervious suriaces, pavement, rools, etc. 9 99 98 98 �,_„,.,;�Y Open water bodies� 1a�:es, wetlands, ponds, etc. 00 100 t00 i00 -��`���"'�" Single Famrly Res�dential (2) Dwelting Unit/Gross Acre 96 Impervious (3) 1.0 DU/GA t5 Separate curve number 1.5 DU/GA 20 shatl be selected 2.0 DU/GA 25 �or pervious and 2.5 DU/GA 30 impervlous portion 3.0 DUJGA 34 of the s11e or basin 3.5 DU/GA 38 4.0 DU/GA a2 4.5 DU/GA � 5.0 OU/GA ee 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 Ptanned unit developments, 96 impervious condominiums, apartments, must be computed commercial business and industrial areas. (t) For a more detaiied description ol agricultural land use curve numbers reter to National Engineering Handbook, Secllon 4, Hydrdogy, Chapter 9, August 1972. (2) Assumes roof and driveway runoH Is dlrected into street/storm system. {3) The remaining pervious areas (lawn) are cons�ered to be in good conditlon 1or these cun-e numbers. 3.5.2-3 �l°� KING COUNTY, �'VASHINGTON, SURFACE WATER DESIGN MANUAL . � � , . 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