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HomeMy WebLinkAbout03091 - Technical Information Report �� Core Design,Inc. CORE 14711 N E.29th Place Suite #]0] 'i Bellevue,Washingfon 98007 �DESIGN 425.885.7877 Fax 425.885.7963 FINAL STORM DRAINAGE CALCULATIONS FOR HONEY BROOKE PHASE IV RENTON,WASHINGTON ������2 �\� ��g ;�_;��,t�q , :, � •n f"` �� v ;,S �` . �'�� c�,����? `� � � '�r^i :�;;,�' � :� -� �; :,J .� i:. � .�. ��1�.� � ' ���rTSe^��=�-`� �1 J f an;.`�:,�� r:�• � D'7 Prepared by: Stacia K. Schroeder, P.E. �' "�''��,�j' � Approved by: David E. Caytou, P.E. �,�;,��y_�,_.� Date: February, 2002 Date Revised: Core No.: 02027 ENGINEERING • PLANNING • SURVEYING 3 0 9/ HONEY BROOKE PHASE IV TABLE OF CONTENTS I. Project Overview II. Off-Site Analysis III. Flow Control and Water Quality Facility Analysis and Design A. Hydraulic Analysis B. Detention Routing Calculations C. Water Quality Volume Calculations IV. Backwater Calculations V. Temporary Sediment Trap Calculations I. PROJECT OVERVIEW The Honey Brooke Phase IV project is located on NE 4`h Street, 200' east of Jericho Avenue NE, in Renton, Washington (see Figure I - Vicinity Map). One parcel makes up the project site covering a total area of 2.17 acres. The existing ground cover is a combination of forest and wetland in the northern portion of the site and tall grass in the southern portion of the site. The parcel is occupied by one single-family residence along with existing outbuildings. The developer proposes to keep only the existing house and construct 7 new single-family residences with associated roadways and utilities. Half- street improvements will also be completed along NE 4`h Street as part of this project. The residents will access via NE 4`h Court (see Figure II—Site Map). The City of Renton requires Level 2 Flow Control and Basic Water Quality for the site. The on-site generated runoff will be directed to a combination detention/water quality vault located in the southeast corner of the propert_y. All drainage discharging from the VaUlt�� ".. ' � :'�,�, 1�1�1 �l' l�l� . .. .,.1��_ �'J�'.l-Ilil�ll �,��1�.,�i �1',.,'.1.: ,�!��iT �l)�.'.��`lj �l',.i•�� �}_ �.�.. �5 5 4 3 2 �ys�s���ao•1 .�p�1°SP 900 2 �' • �m 8 9 10 � 11 RENTON S�� � �� � �� � NE 41ii SL . S�, SE 128TH ST. BI� PT. BM PT. N�.� 1852 2103 GREENN�OOD CEAdEiERY 17 169 16 15 14 �q�ff c�Dn� ��'y �o !�� MAPLEWOOD GOLF COURSE FIGURE 1 —VICINITY NIAP HONEYBROOKE—PHASE IV �CORE PROJECT NO. 0202'� � \ ._�;' . . „ '. � _ - - ��..�.,._. ._ � _,�.,r. � '�..�,�.�. -....._. � . • , � : 1 � � �� �,• N J -., � W O I ��g,. 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I E caRPo�r � n�;r��-�a��r � , t. _ �--:�.... � �,,�-'� 6 � � t �� ' � I � E� � 10 SANITARY �_-"��;�-�i � � � 440 ..1.��.�(. � � f�' ��'�W�"R E;�yf' � � I ; � , � 1 440 �= � � �� .l..)fU {��1fV�' ,� � i � � �t� [l'"�t=WR ME�1�F�1� y.1 4 � ,.. � , � �' �,�J -.--...—�—..-...._...,�._..___; c 5�VC31�' � .— o � � __...__. _ HC�If WfGRA7�, DECK GARA _..� SU 1.f �'.IEEP �,� � � � �' , . -. . . - ' ��� ,, � 2s.��5 I r� � , 26 ACCESS � , � � --��� �, i � I � � 1 � , �, UIILITY EASM T ,�-. __.. _.��.__ - "' � �, � �= � � , , � � , � . _ � . , �, ____ . � . _ ��HED� - I �-- 1 J � _ ,tlPl� , � _. ....._ ______.._ _ , :— � ; � �� �,r�a� ,.... �':.`_[1_. __...._.._��I..QCK .. � __1 ''-'-�..�_...�, I �FRAME hIQ00D°° i,�`�"`�.' / .�� ���� � c� ' :: o ��,. a� � I r� 'ti.. � � , t� ..., � 39.17'�._. "�� .�..r, J UJhl� � ' `'��� I � i: "' F'ATlt7 l �� L� � ; ' � ;; ��.. _ f'F ' � ..}, �a ,�, ; � _..__� : �- . �: . ' ? i,_i t,�� � UC1. �s �� '� � ' � �: ^ � , -- �,� ..ap- � d. �'" f f i �c��> 1—sTa�Y woar�' � i �- :;'. ; a� � , , ;� ', , � ,. , , . e- �. ,� _ � ,�s�i � �2-\� t FRAME HOUSE + ,..�f�.. , , ,�. �i, O- I ��J' j � � `�LT `l,rj � ,': ,'` f w r, ��°�— �.� — J � , .:.�._... , ;' ' ,} 10''WIDE UlIL/TY , � �:4a � EASEMENT � ��" ��-�" ��' [, • , + ;', '' � 9i ���� '�� ,.� ��j�i� � ' __-_._._. � °^'7 ��� F� �1 ���` (.'P�1F , . � , /' '� ,fr. � �� I�. 12 f.M�' �»,�� 1 r s,.f , „(�,�`y�3 �,, ;` � „ ��- I � , ' �4;5�.°:� , � 1��, . , ; �ri EM��f��DE.I�s-1��s�l� � , ,,: ,.�. 1��. �,c)�� 8� .�,___.. �"I f E 18 I'CaC�NC�' E,�N�„��_ ;CUN�L�' „ r,. , r � r x IE iF, y' / �' IE_ 12"(;MF �' � / , �t�:,._.. , ,,, i i;!� �' � , ,� �l:�5.1 ,� . �_ _�... --- . . .� � f� _. ____. .. _ ,, � 434 ,, , �... . � ,> _...�- -?� ;., ; __.._._��._. OFiP ... .�,,...,�,.�, - — _: _ . -`�,�_--_...,.: 4 4 ;' '� � ; , . _� � ... �_� _�.__ � � - ._...._ t..i� . - . _ __. � .__. _�:-�..�_ _....�� �� � �� , _ ---..�.----�..�..--.. - (, �.� _.__ :_ _._.� � �._.�� �.G.._.._.��� � 436.��1 _ �� ���t� ,Pyl� �� �� � � F'C7GLINE �._... _.� ,��� �W.�� „� __ _ I 1�^ ;�h1f� r� , � CA4F� i _. ... _.: .,. ` _.._. �x� a� .� �.. � t� -- - [ [ ......... _. . t' 4' � ti._�_X.f_..I,�.._��.l� . � �...,.,......_--_...,. ' ! �_,._F;.7� f?I' f� ,�,��....�� t "`"...�_......*qr��,.,,__ , �) ��� 7 '_.. ______...{�__ __..... � IC ;�" (;f"fr l. f � I '�... , ,., � i,� � � , . �� ` � II. OFFSITE A.vALYSIS: Upstream Tributary Area There is no upstream area tributary to the subject site. Downstream Analysis Basin 1: Drainage from the site naturally sheet flows east across the property at approximately 1% and is then intercepted by a 5' ditch that gently slopes south. Near the southeast corner of the property, the ditch empties into an 18"pipe and is conveyed a short distance south to a Type II catch basin located in NE 4`h Street. From there, the drainage flows east in an 18"tight-lined system far 102 feet and then to the south through a 36" culvert underneath NE 4th Street. Drainage continues south in an open ditch/pipe combination system for approximately 350'. It is then picked up in a 36"pipe and catch basin storm drain system and fully bypassing the Sienna Plat as shown on Figure 3 —Downstream Analysis. Finally the drainage flows 192' west along N.E. 2nd Street and then enters the southerly flowing storm drainage system in Jericho Avenue. Eventually the drainage will reach Maplewood Creek. Basin 2: Drainage flows from east to west along NE 4`" Street at a slope of approximately 1%. The project however,will only add 690+/- sq ft of new impervious surface area with the proposed half street improvements. A downstream analysis is only required if more than 5,000 sq ft of new impervious surface is created. No downstream analysis was done for Basin 2. � __, ', � _� I ;I � . �l �Qr - ' � �� _ � I � � _ � � ��I�f � � �T7P` � .� �_ �___.__._..__._______�...________._._�__,_ -------- __ �� � - _ / � _ .�.�� �����,) � � �_, �- .��� �. .__.. ,.�m .m.. ..�...�.,m.�..�. . �, �.�.�_ „ __.,� �, _. .�,...n..__.. _..,.,,.� ......m.�. ......_� .�... .� � ,, A u�� --�:,,.T.... . -L? m^ N 3 d � NO ,. __ ,..__.,�........�,.,�. �.,..�.,m..R,.m,,.,...,,. ..m.,...., G 1 o n/ - .���.a..:,�.._.....�...�....�,�,..�..�.,.�.....,... � � �s. mm'�t�'d � �i.l,�tal,. ac o� �-. (;rEo�) sr_s�Gi� �9rseE� „ lsi��oc, sr��Ei� . ...��,. yF�,nz �• �'9 '�'f�"`""°� srFoc s W . .....e n�ae*�f .� (o ; ('o� I ;, � T �"� ''�.i .lE'£14'..�.".'r-', S9 a� � � O �... I • � ^, : � �� x �.o:l' �. . Nr_Eo�Zii �S � Q� A„i � ,[i��,�i ...m"':,..,.' 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'�,: , �. ;.,- .,r,;: ... .�.. ��, '}4�' ::..,; ,, sr r � i l.uF.i i��n� ��ip�k� �'(�" �22Y�rii�{„ � ,r-,-.....r,F . .,�s-� . -..'-"^'"__.......--'.��._...,_._..�....,...---'___......-..._.__-..-...� � _ .. �y ! • -.m-.-,.,......,.«�...,....�T. : ,.. .. �.+e ., .,..,.,..,'..,�.,�....,..�,.... ,. ... . ...-.. 1r.�'�r ....., ...... ....�.,-..'.,.,. .,..�"�� ���8� � oa �361��� _�. n"Tiv,i,9T-_„'_.. I...I � ,..,....., .,�- 1 �, r,, _ • CI� _ z . ,� ' ...._...�.�..... _ � r:� 7 �'����'.�y-57�T,. - �B_�" _Z9'8Z4 •-- � "_' ��� ----i ',N\+ � � (`D) (�~ 04 �I'� l!�3,1 l.l '� _ � ,_. _'1 _I�I�� ��� ` i'"� - - -- `� - — J Y, , 1 9'1 n � �1',:� � � '`..f. 1 T- i ITI. FLOW CONTROL A�1D �V�TER QUALITY F�CILITY AN:�LYSIS AtiD DESIGv: A. Hydraulic Analysis i The drainage analysis was modeled using the King County Runoff Time Series soft���are. � The site soils are Alderwood(AgB), KCRTS group Till. See attached soils map. The ' site is located in the Sea-Tac rainfall region with a location scale factor of 1.0. EXISTING CONDITIONS The project site is 2.17 acres. One single-family residence cunently occupies the �' southwest corner of the site. The existing ground cover is a combination of impervious ' surfaces,till-grass and till-forest. The zoning for the site is R-5 or 5 DU/AC. Per Table 3.2.2.E in the 1998 KCSWDM, the effective impervious fraction for>4 DU/AC is 0.80. The impervious area for the existing site is 0.33 acre. The effective impervious area is 0.80*0.33 acre= 0.26 acre. The following information was used for generating time series and flow frequencies. EXISTING CONDITIONS Total Area= 2.17 acres ' GROUND COVER AREA(acre) Till-Grass 1.23 Till-Forest 0.68 Impen�ious 0.26 J�S-:,..�� _.�.. _� KING COUNTY AREa, WASHINGTON (RENTON QUADRANGLE) lO� 1680000 FEET 122���'3�" ,, ,. , , ,_ Y7 �.•�v _��� : -�.. .. • AgD. .... . . � ✓ . : : . � � . • , - {i• � 1 .� �?� •.. ,nA ..•�. � . a . ; . 1 . .�•1 - .J. � '413• AgC �i. . ,�•' • ' '_ � �•375 i I A�B - _ - •� � . �..•.... _ ':=_ _ •`= �Trailer . . ii' ' i.Ev8=__� ��. . . �; . .. �� ��: .0 :.l, rk(• .• ., u i u .B ugM • , B �-" ': �• � � u 3 .. 424= '�. . •�6. r a . � < %P - ��`�'� � ..... 1 .. . . (:' -� � .�F� �.`��...J � 180 000 1�I:: , •,I�4��C , � ...... t 1 FEET � � •. �: 'i• � � ��. z,. .� \ � j: ., � . I. � ° `�� I C . . � Ag� � • y ' \" 1 � =_====-I _��� � ! ��n. i :: �' .� •'15'' �` 14 ,�- .. � . �_ „ ,c i .., . ,. �� ,,. x�'� � � �� o_� � - � l � •�i. - ��� \ �;� ,,,•,�..� . I _��� _ . � �a_. �r�' , /� . _ ../, � ;�- � .. . � .. �- •.� ry •��.. . . �' /ll I I. . . i � AkF , �'�� I I i� , , ` � / BM ��� I � �� ��• . /' ' 37 , , . . �. ',I`� "' ' ��. Ev@ � ���. --�ew� - - ,� -- -�--------- ,\ -��__ -.-.,- % - �� �d Colf�U-`-`Ma � ,� 1 � 1�u •Ev6 } • •r r� AkF � J n: F • �_'_ 1 ( `� � / Rh PY • 'Ma '�� Q� i � , � � � �`��� AkF g / �•r` �� \ /c �` I •'_:Pc ' • m ~_ � .� �� I , u M` �,o � p �G-� Ma, > I � ��iY�$P •� 1'.q�f j � 'cNg. � �• c�; ��pY. W J _� �a v ,t. .l f. �-• � . '__` ��. \iit'� yi 'ii 4F`i�llOt` Pc' •Rh W I � I� ___ • Jf � PY ,RkF� �u �h' �/ �I � Ur �r \ ' \``\_� '� _ � � ,�, `i AgG •"_ AkF Park i N� I= �� O: A� ' �� � ��� �. \J�. \\Z��i ' i p� � �� _ EvC \L'� ,' � a I A8D Ak� — -- � 6 Z i� --,•-- ___-,__ -_ --- --'— -------- � �� � � - -_---�---'A-B---a-- - -�- -- ___, o�+a -�:�_49M6- �_ 2��3�rr � ' �� = -- ��,r I �°p� _ � � � � Aa _ �I I , Ag�. J AgC ' AgD � - � ` O AkF 8Mp .` I � 428 j� �` � I � � �� � \ � �. qgg � T__.P�PEC�IM�" �$G. � �r ; �ge �� 27� \ em6 ' � .�, 2� FIGURE 4 - HING COU�iTY SOIL SL'RVEY � �' � ' .492� % : �.� , HONEYBROOKE—PHASE IV �I �� ( I ;N„ ,; f� �� �� `\\; �,�^ .� . ;`�'� CORE PROJECT NO. 02027 I :. .- � �. .. . . . . . . . . .: � . . . . .. -. _ _ �':� .�""�.�..��:i:��%�Li._�L.r.�����.l���J��1..�?�� -�L.����'�'J�II. ��'^" , Si,S Soil Type � 5�5 i {CRT�Soil ; yoiss � �droloaic u�sup � � + Soil Group I —� ' ,�lae�+rvood �A�,,�gC. AgD) - - � :. I i iii �— � . �,renis. Alderwaod VlaterizJ (AmB, ,�,mC) � C � �uf i � .=�renis, _ve��tt IAaiena! (Ani i B � Ouiwast� � ; ?esusiie (BeG, �e�, Bet=} C i Till f 2 Eeslingham (Bh) � D i Till i 3 � Bnscoi (Br) � D � i;il 3 i Suc:tiev Bu) ':, D I i�II I 4 �anmont ;Ea) � � I �1 � 3 � j �tige�+ric:< ;��) I C Till � 3 ' �vere�[t fE��, =�C, �v�. �wC) � �B ! Gutwasn � 1 Indianofa (InC, in�l, InD) A Guiwasn i � ; '�ti�tsan (KpB, �eC, 4�D1 � C I i dl j ! K1aus ;KsC) I C Outwasn � 1 ; i�leiltan ,Net;� i A � Outwash � I I�ewberg (Ng) � 9 ! i iil � 3 I �IOatC52C� (,IVICj � C i i1i i 3 ,. ; Ncrma lNo) : D : Till ! 3 ; � C�as (Or) ��� D � Wetland I I ; Crieia (Os) D � i iil � 3 ' �vall �CvC, Ov�. Ov� C � Tdl � ? ; 1, ?iicnuc:c (Pc1 C � i�il 3 ; � , ��.�aei (P��) j D � i�ii 3 � � �'uVallup (Fyl- I B � ;iil 3 ; -�aanar (RaC, RaD. AaC, �at� ; B � Gutwasn 1 j ! �enton (Re� � � � i ii( 3 i � Saial �'Sai I C � :iIl � 3 � � Sammamish (Sti) I 1 � Tiil � 3 j Seattle �S�i � v � Weiianc � Si�alcar (Srn) � D :iil I 3 � ; �i lSnj � C I iid j 3 �nohomis� ;Sa. �r> � D � Tiil 3 j Suitan (Su) C { TIl � 3 � Tukwila (Tu1 � � ) i iil j 3 � '�, '�Noodinviiis Mlaj � i iil � i ,'Uares I � 1. �Nhsre �utwas� s�iis are san3raied or;u3asnain ai shaliaw aepth ;<� �#) by ei2c:al�11, they s;�ould ; be �re�ted as�ll saiis. ' ?. Tnes� are rt�recic saiis, but caubr�cn or YSP� �y King Coursiy�NA s,�ows �e-�?ro�saiis>.o have � simiJar i�rciogic resoon�io�il soiis. ; 3. 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I � .::_ _ _.: . ,_ __: , � - � �we�Iing ?3ni�.s/C�css � �'o imQe^�ious`�� ' �weiling �JnitslG�ass � �'o lmpe��ious ! � Acre � � �c:e j 1 i i.0 DU/GA f 15':� � - i �_5 DtJ/GA � ?6 I I i ';.5 QU/GA 2�J 5.� CU/GA I 38 � i Z�J DU/GA 25 � 5_5 DU/G�, � �� � 2_5 DU/G-A i 30 0.0 DU/C-A ( �2 ; � i 3.fl �U/G�A � 34 0_� DU/GA ( �� I i � I3.5 DUIGA 38 � 7.0 DU/GA � �o I I ' Ii 4.0 t�U/GA � "2 7.� Dl,�/C-A I 53 �r�UDs, candominiums. �arimenis, c�mmercial businesses, and � - , inau.saial areas, �ercant:mpervious coverage must o��mpuied. hlof�.s: � I �'� lnc;udes sir�and side��raiks. rz� � Thesz tigures st:oui�he adjus� by�e effec�ve :mpervious;ractian given in T�fe 3.?�_L, fi I anoiicabfe. `Jaiues:rom i ab'te 3?'=.�may he intemalaied as ne��sssarv. ! _.._ ,_ ���:�'�'-: r��'�'I'�����'�R' �OUS��i3�� ,._. - , - f I �nd Use �re�euelcQrr�eni f �ost-�evefaAmer�t ICommercal, inausiriai, or Raads wiih Coifer-aon Sys�m f O.a� � �.00 � , � � �vluiti-tami7y or Hign�ensi'ry Singie ramily� !� DU1C-A) 0.� � � 1.�0`3� i � �ie�ium �e��iiy Sirtgie �=ami'ry�2��� JU/Gr1) � O.a"o ! �.CO`s� I I Lcw ��sr.sity S+nate�muy�za r1 DU/GAl O.�v � �.QQ`sl , � i RuI'21�z} i< 1 I:rU/GA� ( �J.� 7.D0�3� i � ! �� Grave!/Dir Roads�i P�g L.ts, Roads without 0_:;�1 I a_Su voile�aon System i � I ! Nores: ; j �'� T'ns a���ve im�rvrors,•'rac;ion is�;e+rction of aca�al {ota! impe^nous area cannectefl�o me i dsa:nage sys-�n. Tnese figures s�cuid �¢ us� :n�e �sznc�oi dm.arled surveys or p�:ys;cai � insper:icn ;e.�., via pine, ct�annsl, or s�ort shen#�owoath). `L� �gures'or res;derroai araas in�ude roadways. � � `'� 'J+lhe-a downs�cLz inn�-�ion is us�+. �cois are not counze� as imp�vio�s are3��vr►en s�ng�e�low i i �nroi fa�:liiy. �ois are��nsidere� grzss�Nnere da+�ms,:oErs are�is��:�s�d in rurai restde.�tia! � �nveicflme�� Of'JYl1@f2 QiSDSTSc��OWDaIt]S sx^.„�a �� '�s� in ur�an �sieartial deveiopme�i (s� i �e�or 5.1.2 Tar faniia�crs an recT�owns��LT disDersicn j. i , -� �lcs� Frequenc,�,� Ar_alysis 'I Time Series File:predev.�sf I Project Location:Sea-Tac i ---Annual Peak Flow Rates--- -----F�ow Frequency Analysis------- ' Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.200 4 2/09/O1 2:00 0.432 1 100. 00 0.590 0.123 6 1/05/02 16:00 0.242 2 25. 00 0.960 0.242 2 2/27/03 7:00 0.210 3 10. 00 0.900 0.088 8 S/26/04 2 :00 0.200 4 5. 00 0.800 0.120 7 1/05/05 8:00 0.191 5 3 .00 0.667 0.210 3 1/18/06 16:00 0.123 6 2 . 00 0.500 0.191 5 11/24/06 3 :00 0.120 7 1.30 0.231 0.432 1 1/09/08 6:00 0.088 8 1.10 0.091 Computed Peaks 0.368 50.00 0.980 DEVELOPED CONDITIOIVS The developed site will consist of 8 single-family residences (7 new residences, 1 existing residence) with associated roadways and utilities. Half-street improvements along NE 4`h Street will also be constructed as part of the development. Improvements along NE 4cn Street will not add any significant amount of impervious area above the existing condition (see NE 4th Street Half-Street Improvement Cross Section on sheet C3.31 of the accompanying plan set). Therefore, detention and water quality treatment are not required for the half street improvements along NE 4th Street. The impervious area was calculated using the criteria in the 1998 King County Surface Water Design Manual page 3-27 and K.C.C.21A.12.030. The proposed development is urban residential. The site is R-5 zoning. The m�imum impervious surface per lot was interpolated between R-4 and R-6 to be 63°� All other impervious surfaces were , , < �i,.r;. '� I measured by a planimeter. 2.� � - � l ;) � i �v�; � � �•�, - , � The total lot coverage was m�ured to be 1.155�res. The maximum impervious surface for all the lots is 63%*1.155 acres=0.728 acres or 31,709 square feet. The average impervious coverage for each lot is 31,709/7 =4,530 square feet which is larger than 4,000 square feet. Therefore,4,0�square feet for each lot was assumed for the impervious coverage. IMPERVIOUS AREA DELINEATION AREA (acre) Onsite Wetland 0.023 Onsite road and sidewalk 0.340 Existing Residence 0.068 Im ervious area of lots (7 lots*4,000 s fl 0.643 % Total im ervious area 1.074 The input used for the KCRTS analysis is summarized in the table below: DEVELOPED CONDITIONS Total Area = 2.170 acre Till-Grass (Landscaping) 1.096 Impen-ious 1.074 � 2'!�.'?2.330�. �er�ss9�es arsr� d'amens�ons � �s:c��tia� zones. r��5i[)E?�i ls�L : 'i ia � euRa. � _uRe�w � _ u�w ! N � RE 2ESID@IT1AL � c S S6�VE -i r� � ST� I rTa-Y.5 � RMS RA-10 I RJM20 UR R-i � R� I R-6 I R-8 �` R-i2 R-0& ' Q 24 R-.8 i I • I I '' I ��� � I � i I � � 3ase Ow1sdY: 0? i 0.2 � 0.Z 7�5 0.2 1 I 4 fi I 8 12 f 18 � 24 dg � ' OwaYlrg du/ac du/ac dWae � duhe dWx du/ac dulac � dulac dulac �iae �uiac dWac � dWae I I I ! � UrtltfAcre � i i {2'1) (fi) ��� i I � I ' �+I�dmum Derpily: i OJi J.4 I I 6 1 9 ( 32 18 27 � 36 ' 72 ' i � TNeAing U�flAea dWae dWx i � duJac du/ae : dW�ac ' du/ae � dW-ac dWac autac I (�1 (201 i�l (2�1 � �Lltnim�un Dermity: i I 35� 3Y7L 35',4 20�. � 739L 70% I a,.'"6 � �'�� � � ('12� ('11a ' hl� i i I � � ��$) (�8� �Z8� � (�8) : I ( ��; I (981 I (1e, � � I I � I i i ` i I Minimun Lat Atea 1976 3.7'ae ' 75 ac 15 ac � � I � I f � ('13) ac � I I j � ' C � � � 9�Inimum Lat ',35 ft t?.3 R � 9351! : 13S ft ' 39 R ; 35 ft 3Q f! 10 it , 30 f! , 30�t 30ft I 30 R i 3D� � � I (� I t`� � � ` I I , � ; � �3; I I � I i ; 3�IIInim�an5tree! I �Qa 30@ 301i ?Ait i 30ft I 20R 10R iOft 'Cf! i 10� '.Oft i �Oft I �Or2 � Samadc � I � l�l I i9) ' l91 i91 � (n I (� ' (81 �81 1 (81 tel ;al ; !$1 I (al I � �3� ! ; � I I I i Wnimum lrrtarior 3#! 10R 10 ft j 10 it � 3�+t 5 ft 9 ft 3;t I 5 R 5 ft I 3 ft j R 5 B s.+cacx (91 (91 I ti91 (91 (� t� � (�o� �ya� i�61 i {�Q1 � � (3�(Zfi3 I � I � I I � � � 0ass F1�gttt ' -0O 13 � �10 ft d0 r2 +0 R 15 it 3S ft 33 it ! .i5 i! � 33 ft 50 R i0 R I a^O'it o�0 R i (a) I as tt � �tt ao tt i so,�e I �� ; � � � � , I (7a) j (��� I ; ;t�► � (iA� � (id1 I Ll�mmao ?sfe ' mr.. �sx izo-x � 30X 3aY. 3i76 ' mx 7s� 3sx 35X as56 I 90%, � . {mnw�rio�o — i r�1) (9'f) ' (��) ,, ('1'1) i ('I'f� (t9� i , . ' Su6ca: ('19) I (79) I {�9) i (Z9) I � ' � i ���t� ! j ; i�-5 �3� � j � , 5. Dev�loomer:t�andiiions. 1. Tiis maximum de�si'ry may he �c�'�ieve� or�iy ihrough che apoiir,a#9on- or re.,�ieeniial densiP; if1C..�f711Y@S If7 �C�DCdafl� �Nlttl K.C.I.. C:laDt2F 2"i�.� 0� i�RBT@r5 ai dens;'ry C:?l7itS if1 cC^.^,rdancn `Nltl� �.�.C. chaoie:� 21A.38 �r 21,�.5F, or anv c�m�ination oi de-nsi"ry inc�niiv� -r _=�::,�, _--��_� `;i�;:��:_:�-. densiiy may cniy �e �xc�e� in ac�rnanc�+nnii� K.L.C. 2?A.34.040F.'._ " Ais� � K.C.�. 21A.12.�J6�. .,. i nesa �«ndaras may �e modi�ie� .�c^r '�e �r�••nsic�s ��v�.00me;�is. ' �;<ine. ��urm� 3-200i 1 .__.._ . Flow Frequency Analysis Time Series File:dev.tsf Project Location:Sea-Tac I ---Annual Peak Flow Rates--- ----Flow Frequency Analysis-----— I� Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob �i (CFS) (CFS) Period � 0.356 5 2/09/O1 2 :00 0.730 1 100. 00 0.990 0.275 8 1/05/02 16:00 0.430 2 25. 00 0.960 0.430 2 2/27/03 7:00 0.410 3 10.00 0.900 0.282 7 8/26/04 2:00 0.373 4 5.00 0.800 0.343 6 10/28/04 16:00 0.356 5 3 .00 0.667 0.373 4 1/18/06 16:00 0.343 6 2.00 0.500 0.410 3 10/26/06 0:00 0.282 7 1.30 0.231 0.730 1 1/09/08 6:00 0.275 S 1.10 0. 091 Computed Peaks 0.630 50 . 00 0 . 980 B. Detention Routing Calculations The City of Renton requires that Leve12 Flow Control applies to the subject site. The live storage portion within a wetvault will be used for flow control. The attached KCRTS vault design requires an area of 2,663 sf with 4.25' of effective storage depth, for a required volume of 11,316 cf.. The proposed vault will be 45' x 60'; at 4.25' of effective depth, the total storage volume for this vault ��ould be 11,475 cf. Retention/Detention Facility i Type of Facility: Detention Vault I Facility Length: 51.60 ft � Facility Width: 51.60 ft � Facility Area: 2663 . sq. ft Effective Storage Depth: 4.25 ft Stage 0 Elevation: 434.75 ft � Storage Volume: 11316_ cu_ ft I Riser Head: 4.25 ft Riser Diameter: 12 .00 inches Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge Diameter ' (ft) (in) (CFS) (in) 1 0.00 1.30 '� 0.094 2 2.15 1.00 / 0.039 4 .0 3 2.75 1.00 / 0.033 4 .0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation I (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0. 00 434.75 0. 0.000 0.000 0.00 0.01 434.76 27. 0.001 0.005 0.00 0.03 434.78 80. 0.002 0.008 0 .00 0 .04 434.79 107. 0.002 0.009 0 .00 0 .05 434.80 133. 0.003 0.011 0.00 0.07 434.82 186. 0.004 0.012 0.00 0.08 434.83 213. 0.005 0.013 0.00 0.09 434.84 240. 0.006 0.014 0.00 0.11 434.86 293. 0.007 0.015 0.00 0.21 434.96 559. 0.013 0.021 0.00 0.31 435.06 825. 0.019 0.025 0.00 0.41 435.16 1092. 0.025 0.029 0.00 _ 0.51 435.26 1358. 0.031 0.033 0.00 0.61 435.36 1624. 0.037 0.036 0 .00 0.71 435.46 1890. 0.043 0.039 0 .00 0.81 435.56 2157. 0.050 0. 041 0.00 0.91 435.66 2423. 0.056 0.044 0.00 1.01 435.76 2689. 0.062 0.046 0.00 1.11 435.86 2955. 0.068 0.048 0.00 1.21 435.96 3222. 0.074 0.050 0.00 1.31 436.06 3488. 0.080 0.052 0.00 1.41 436.16 3754. 0.086 0.054 0.00 1.51 436.26 4021. 0.092 0.056 0.00 1.61 436.36 4287. 0.098 0.058 0.00 1.71 436.46 4553. 0.105 0.060 0.00 1.81 436.56 4819. 0.111 0.062 0.00 1.91 436.66 5086. 0.117 0.063 0.00 2 .01 436.76 5352. 0. 123 0 .065 0.00 2 .11 436.86 5618. 0.129 Q.067 0.00 2 .15 436.90 5725. 0.131 0.067 0.00 2 .16 436.91 5751. 0.132 0.068 0.00 2 .17 436.92 5778. 0.133 0.068 0.00 2.18 436.93 5804. 0.133 0.069 0.00 2.19 436.94 5831. 0.134 0.071 0.00 2.20 436.95 5858. 0.134 0.073 0.00 2 .21 436.96 5884. 0.135 0.075 0.00 2 .22 436.97 5911. 0.136 0.076 0.00 2 .23 436.98 5938. 0.136 0.076 0.00 2.33 437.08 6204. 0.142 0 .082 0.00 2.43 437.18 6470. 0.149 0 .086 0.00 2 .53 437.28 6736. 0.155 0.090 0.00 2.63 437.38 7003 . 0.161 0.093 0.00 2.73 437.48 7269. 0.167 0.097 0.00 2.75 437.50 7322. 0.168 0.097 0.00 2 .76 437.51 7349. 0.169 0.098 0.00 2 .77 437.52 7375. 0.169 0. 098 0.00 2 .78 437.53 7402. 0.170 0.100 0.00 2 .79 437.54 7429. 0.171 0.102 0.00 2 .80 437.55 7455. 0.171 0.104 0.00 2 .81 437.56 7482 . 0.172 0 .106 0.00 � 2 .82 437.57 7508. 0.172 0.107 0.00 2 .83 437.58 7535. 0.173 0.107 0 .00 2 .93 437.68 7801. 0.179 0.114 0.00 3 .03 437.78 8068. 0. 185 0.120 0.00 3 .13 437.88 8334. 0. 191 0.125 0.00 3 .23 437.98 8600. 0.197 0. 130 0.00 � 3 .33 438.08 8866. 0.204 0. 134 Q.00 3 .43 438.18 9133. 0.210 0.138 0.00 3 .53 438.28 9399. 0.216 0.142 0.00 3 .63 438 .38 9665. 0.222 0 .146 0.00 3 .73 438 .48 9931. 0.228 0 .150 0.00 3 .83 438.58 10198. 0.234 0.153 0.00 3 .93 438.68 10464. 0.240 0.157 0.00 4 .03 438.78 10730. 0.246 0.160 0.00 4.13 438.88 10996. 0.252 0.163 0.00 4 .23 438.98 11263. 0.259 0. 167 0.00 4.25 439.00 11316. 0.260 0. 167 0.00 4.35 439.10 11582. 0 .266 0.478 0.00 4.45 439.20 11848. 0.272 1.040 0.00 4.55 439.30 12115. 0.278 1.780 0.00 4.65 439.40 12381. 0.284 2 .570 0.00 4.75 439.50 12647. 0.290 2 .860 0.00 4 .85 439.60 12913. 0.296 3 .110 0.00 4.95 439.70 13180. 0.303 3 .350 0.00 5.05 439.80 13446. 0.309 3 .570 0.00 5.15 439.90 13712. 0.315 3 .780 0.00 5.25 440.00 13978. 0.321 3 .980 0.00 5 .35 440.10 14245. 0.327 4.160 0.00 5 .45 440.20 14511. 0.333 4.340 0.0a 5.55 440.30 14777. 0.339 4 .520 0.00 5.65 440.40 15043 . 0.345 4.680 0.00 5.75 440.50 15310. 0.351 4.840 0.00 5.85 440.60 15576. 0.358 4. 990 0.00 5.95 440.70 15842. 0.364 5.140 0.00 6.05 440.80 16108. 0.370 5 .290 0.00 6.15 440.90 16375. 0.376 5 .430 0.00 6.25 441.00 16641. 0.382 5 .570 0.00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 0.73 0.43 0 .61 4.37 439. 12 11645. 0.267 2 0.35 ******* 0.16 4.00 438.75 10655. 0.245 3 0.37 ******* 0.15 3.77 438.52 10043. 0.231 4 0.36 ******* 0.23 4.27 439.02 11369. 0.261 5 0.43 ******* 0 .13 3.35 438 .10 8931. 0.205 6 0.22 ******* 0.09 2.54 437.29 6762. 0.155 7 0.27 ******* 0.06 1.65 436.40 4392. 0.101 8 0.28 ******* 0.05 1.20 435.95 3185. 0.073 Duration Comparison Anaylsis Base File: predev.tsf New File: rdout.tsf Cutoff Units : Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New �Change Probability Base New �Change 0.063 � 0.57E-02 0.50E-02 -12.4 � 0.57E-02 0.063 0. 060 -3 .9 0.077 � 0.38E-02 0.35E-02 -7.4 � 0.38E-02 0. 077 0.068 -11.6 0.090 � 0.23E-02 0.24E-02 7.1 I 0.23E-02 0.090 0.092 1.9 0. 104 � 0.16E-02 0.16E-02 0.0 � 0.16E-02 0.104 0.104 0.0 0.118 � 0.11E-02 0.12E-02 9.0 � 0.11E-02 0.118 0.123 4.0 0.132 � 0.77E-03 0.80E-03 4 .3 � 0.77E-03 0.132 0.133 0 .8 0.146 � 0.57E-03 0.44E-03 -22 . 9 I 0.57E-03 0.146 0.140 -3 .9 0.160 � 0.34E-03 0.13E-03 -61. 9 I 0.34E-03 0 .160 0.151 -5 .7 0.173 � 0.26E-03 0.49E-04 -81.3 I 0.26E-03 0 .173 0.153 -11.7 0.187 � 0.15E-03 0.49E-04 -66.7 � 0.15E-03 0.187 0.159 -15.0 0.201 � 0.49E-04 0.33E-04 -33 .3 � 0.49E-04 0.201 0. 199 -1.1 0.215 I 0 .33E-04 0.33E-04 0.0 � 0.33E-04 0.215 0.227 5.4 0.229 I 0 .16E-04 0.16E-04 0.0 � 0.16E-04 0.229 0.230 0.4 Maximum positive excursion = 0.016 cfs ( 7.6�) occuring at 0.211 cfs on the Base Data:predev.tsf and at 0.227 cfs on the New Data:rdout.tsf Maximum negative excursion = 0.032 cfs (-16.7�) occuring at 0.191 cfs on the Base Data:predev.tsf and at 0 . 159 cfs on the New Data:rdout.tsf Route Time Series through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: 0.730 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.612 CFS at 9:00 on Jan 9 in Year 8 Peak Reservoir Stage: 4.37 Ft Peak Reservoir Elev: 439.12 Ft Peak Reservoir Storage: 11645. Cu-Ft . 0 .267 Ac-Ft Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS � $ � 0 . 003 45268 73 .823 73 .823 26 .177 0.262E+00 0.010 4288 6.993 80.815 19.185 0.192E+00 0.016 3725 6.075 86.890 13 .110 0.131E+00 0.023 2607 4.251 91.142 8 .858 0.886E-01 0.029 1904 3.105 94.247 5 .753 0.575E-01 �' 0.035 1164 1.898 96.145 3 .855 0.386E-01 0.042 892 1.455 97.599 2 .401 0.240E-01 0.048 533 0.869 98.469 1.531 0.153E-01 � 0.055 359 0.585 99.054 0.946 0.946E-02 ' 0.061 193 0.315 99.369 0.631 0.631E-02 I 0.068 131 0.214 99.583 0.417 0.417E-02 I 0.074 16 0.026 99.609 0.391 0.391E-02 i 0.080 23 0.038 99.646 0.354 0.354E-02 �I 0.087 41 0.067 99.713 0.287 0.287E-02 I 0.093 45 0.073 99.786 0.214 0.214E-02 I� 0.100 30 0.049 99.835 0.165 0.165E-02 I 0.106 7 0.011 99.847 0.153 0.153E-02 0.113 15 0.024 99.871 0.129 0.129E-02 0.119 6 0.010 99.881 0.119 0.119E-02 0.125 12 0.020 99.901 0.099 0.995E-03 0.132 12 0.020 99.920 0.080 0.799E-03 0.138 11 0.018 99.938 0.062 0.620E-03 0.145 10 0.016 99.954 0.046 0.457E-03 0.151 9 0.015 99.969 0.031 0.310E-03 0.158 7 0.011 99.980 0.020 0.196E-03 0.164 6 0.010 99.990 0.010 0.978E-04 0.170 3 0.005 99.995 0.005 0.489E-04 0.177 0 0.000 99.995 0.005 0.489E-04 0.183 0 0.000 99.995 0.005 0.489E-04 0.190 0 0.000 99.995 0.005 0.489E-04 0.196 0 0.000 99.995 0.005 0.489E-04 0.203 1 0.002 99.997 0.003 0.326E-04 0.209 0 0.000 99.997 0.003 0.326E-04 0.215 0 0.000 99.997 0.003 0.326E-04 0.222 0 0.000 99.997 0.003 0.326E-04 ' 0.228 1 0.002 99.998 0.002 0.163E-04 Duration Comparison Anaylsis Base File: predev.tsf New File: rdout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New �Change Probability Base New �Change 0.063 I 0 .57E-02 0.56E-02 -0.9 � 0.57E-02 0 .063 0.063 -0.1 ' 0.077 I 0 .38E-02 0.38E-02 0.9 � 0 .38E-02 0 .077 0.077 0.6 0.090 I 0 .23E-02 0.24E-02 7.1 � 0 .23E-02 0 .090 0.092 2 .0 0.104 I 0 .16E-02 0.16E-02 0.0 � 0.16E-02 0.104 0.104 0.0 0.118 I 0 .11E-02 0.12E-02 9.0 ( 0.11E-02 0.118 0.123 4 .0 , 0.132 I 0 .77E-03 0.80E-03 4 .3 � 0.77E-03 0 .132 0.133 0.8 ��, 0.146 I 0 .57E-03 0.44E-03 -22 .9 � 0.57E-03 0 .146 0.140 -3 .9 0.160 I 0 .34E-03 0.13E-03 -61.9 � 0.34E-03 0 .160 0.151 -5.7 0.173 I 0.26E-03 0.49E-04 -81.3 � 0.26E-03 0.173 0.153 -11.7 0.187 I 0 .15E-03 0.49E-04 -66.7 � 0.15E-03 0.187 0.159 -15.0 0.201 I a .49E-04 0.33E-04 -33 .3 � 0.49E-04 0.201 0.199 -1.1 0.215 I 0 .33E-04 0.33E-04 0 .0 � 0.33E-04 0.215 0.227 5.6 0.229 I 0 .16E-04 0.16E-04 0 .0 � 0.16E-04 0.229 0.229 0.0 Maximum positive excursion = 0.�16 cfs ( 7.8�) occuring at 0 .211 cfs on the Base Data:prede-r.tsf and at 0 .227 cfs on the New Data:rdout.tsf Maximum negative excursion = 0.032 cfs (-16.7%) occuring at 0. 191 cfs on the Base Data:prede�.r.tsf and at 0 .159 cfs on the Ne=a Data:rdout.tsf Duration Comparison Anaylsis Base File: predev.tsf I New File: rdout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New �Change Probability Base New �Change 0.063 I 0.57E-02 0.56E-02 -0.9 � 0.57E-02 0.063 0.063 -0.1 0.077 I 0.38E-02 0.38E-02 0.9 � 0.38E-02 0.077 0.077 0.6 0.090 I 0.23E-02 0.24E-02 7.1 � 0.23E-02 0.090 0 .092 2.0 0.104 � 0.16E-02 0.16E-02 0.0 I 0.16E-02 0.104 a .104 0.0 0.118 � 0.11E-02 0.12E-02 9.0 I 0.11E-02 0.118 0.123 4.0 0.132 � 0.77E-03 0.80E-03 4.3 I 0.77E-03 0.132 0.133 0.8 0.146 I 0.57E-03 0.44E-03 -22.9 I 0.57E-03 0.146 0.140 -3 .9 0.160 � 0.34E-03 0.13E-03 -61.9 � 0.34E-03 0.160 0.151 -5.7 0.173 I 0.26E-03 0.49E-04 -81.3 I 0.26E-03 0.173 0.153 -11.7 0.187 � 0.15E-03 0.49E-04 -66.7 I 0.15E-03 0.187 0. 159 -15.0 0.201 � 0.49E-04 0.33E-04 -33.3 I 0.49E-04 0.201 0. 199 -1.1 0.215 I 0.33E-04 0.33E-04 0.0 I 0 .33E-04 0.215 0.227 5.6 0.229 I 0.16E-04 0.16E-04 0.0 � 0 .16E-04 0.229 0.229 0.0 Maximum positive excursion = 0 .016 cfs ( 7.8�) occuring at 0.211 cfs on the Base Data:predev.tsf and at 0.227 cfs on the New Data:rdout.tsf Maximum negative excursion = 0 .032 cfs (-16.7�) occuring at 0. 191 cfs on the Base Data:predev.tsf and at 0.159 cfs on the New Data:rdout.tsf f _ C. Water Quality Volume Calculations The City of Renton requires that Basic Water Quality Treatment applies to the subject site. The dead storage portion within a wetvault will be used for water quality treatment. The required dead storage was sized according to Section 6.4.1.1 of the 1998 KCSWDM. The following variables were used in the calculation: Volume Factor(fl= 3 Rainfall = 0.039 feet or 0.47 inches Area= developed basin Where A; = area of impervious surface (s fl( I ���`I f-�-� Atg = area of till soil covered with grass (s fl �-�'� A�f= area of till soil covered with forest (s fl Ao = area of outwash soil covered with grass or farest(s fl Vb = f*[0.9A; + 0.25A�g+ 0.1 A�+ 0.01 Ao] x (R/12) �* Vb= 3*[(0.9)(1.074)+ (0.25)(1.096)]0.039 x (43560sf/ac) = 6,323 CF �-- The proposed vault surface area is 2,663 square feet. The required depth to contained the required dead storage is 6,323 CF/2,663 SF =2.4 FT. !� . ��� � 5�, � ; � , _-- ,� , ,- , 6.4.1 w�O�S—BAS1C AND LARGE—METHODS OF ANALYSIS FIGURE 6.4.LA PRECIPTI'ATIOIV FOR MEAN ANNUAL STORM�I INCHES(FEET� ST 1.4/ ST 1.0 LA 0.8 LA. 0_9 LA 1.0 LA ?.2 ST 1 1 =�-} ,:'�1;" e c� '�=�` ;. ,,.'�-n� ...� .,..,. �, 'u+ -i ;a.� .., ',``�,�_,- . � q ',,�,�� ,k, ,;.. _, --�� 1�� �}'�; - � ��� � ' t ec.-�-,�e �..F � � �, i � � �rs'i'h%i`�",,it`X. . .� ��'� }.: , .'�� � ( �- i �e r; � �� �,j� J���`,... �.�'.f it` vi,� i";.:� . �w� 1�'�I � �� w'" r ' ��,r�/ E�v -�.-�,.��y'r ' -� �� �y . ' Z � `\\� �, �. �.��' { .� i��-- z�;���_��� /` . �u �' = . ,��'`�--, a-�:��r,.' ;._ (� � "v d , �� � : � ,., �� , .� � � �.-... . �'�`--3 ^ '-� ,} �� � �� - 1 E �� � - ws`�'a�°'.t �' '� ��'-- I `�'� ~�`r-. � hyt'rt-'�.r.c'rF 'S=.S'lE, ' z L . �sa.lur i' f� r,r}'�• _� 1 -•7�s �� � '�; t �'�,`£�: - �t: -- �• � - -�2� . �I�I}' ,.£ - ..�..�'t*�a.Cuc. L� �\.�`e'� , 1 \� 2Yi�. � ' '` � �� . ,� . ' �. �� �_.. Jt � y4 . { % � a 1 i. �ir• +� _ ..�-` �r r�j-_ ��� :. �" -`� : �_ ..� . \ � ..t�r _`�i-^�.'v / ,�-.�,l �l�i f �"-y (. �. .. i�I +x . i~ 1 ii- �' , crJ a•.��ns, f �ss 'ts'i.e • l � '� " )I. -. , �i . ; "'� .� �,'".,y,� � '•, T �� -� 1 �� • 1r \r �i`; � � j �,;I L A � � / •--,''L ..�� / � �� i ;~�' �� � � I l�� � .L'..:� i `� � c`�'. a�i4 �i I F 'j�' nc.= - ��,�,h�, r. ri ,r. ` i � �, � :;'�:t-;� ,�;: ,- .- p ---�:f - ! _.�� �o . n a"�'"� p � -�' . _ " ` �,�,��'' � r `� ���� �' t �= ��<i,� ��#� ;" � .,=.,.r ��.� , :i •,xr' , — � ,. �. ._: . �°� `�; t }i. „�5= p � ' O ;,aa � ;� ;,', ' - � l_. - ° .�,� , `� ' 0 s4���'�. _,... i�•%�.� ^ 'y� \,S..�'' � 1.�:.; . � ; � r'k`%..3 C��„�,. . '.f� '! . •'' - ``t'' .k'� 'i . ���'—, % ,r r.o.`i�,i _ 9 �. �.i. G {�3^.bspd}_.. J � _ _ ,�-� a + ���,c ks'�i.a•�$?'-�' 'ro .�'`-r_J�' .� p rT�-.,3-. ��� l , J�4`- ; '''�}�t� � � f-.,"', ~I '� �� \t. ���f a '•; � 1r„�:�!. . ,r�---��'� �i_ ';,.��✓ %tr .�'*-^����' , �..� 0.5�" „ .•}/ ) } � : �!L t . ���e'�/,.�, '.� f (0.045' ) _;'� 8�,.,;���'; = -�; �' o .r�s�x �\ / �raaa eou�:: \ � Q.47� �� I (0.039' ) .. " I • l:'=� ltlpfPOrdtBd AP88 r ��� :..� f�IVBf/�.aICB �.47' J _J � — Major Road (0.039� � O.�j?.r ,� /� .�- U.o"�' � NOTE:Areas east of the easiemmost isoplwia!shoutd use U.65 (0.043�b.5 6" �nches uniess rairrfaU data is avaifable for the bcation of irnerest {0.0 5 4' ) (0.047' ) �'Tha mean amim!stam is a�al aorsn fo�aid by divi�g Ihe amuef p�ation by U�e lotal rwinb�r at Sfono oveas Per�ear re�it, generates Iarge amounts of runofr. For this applicarion, all soil rypes inciude Buckiey and bedrocif�soils,and alluvial and outwash soils chaz have a seasonally hi�b �rater table or are underiain a[ -- a shallo�v depth(less than 5 i�t)by g�acial sill. U.S. Soil Conse.�-vazion Service (SCS)hydrologic soii broups that are classifiea as tiil soils include a rew B,most C, and alI D soils. S�C.'iancer 3 ior c:assincation of specific SCS soil types. i998 S3ufa.�pVater Desi�M�ual 9/1198 ,5-59 IV. Backwater Calculations The storm conveyance system was analyzed using the King County Backwater Spreadsheet for the 100-yr storm event. No overtopping occurred at any catch basin within the storm drain system. I j ' 3.2.1 RATIONAL MET'HOD ' FIGURE 3?.1.D 100-YEAR 24-HOUR I.SOPLUVIALS L����J��'��� ���� ���� ��� '���� I ��� '�� �-Y�O�wM6NCOUNTY � , • ` � .. EI GOUNTY .1'. aN��U� � �:: . �l y .,: � � ' _ � ." —�,.. ^/ ti •� �� �Y�Lt�� � i ; � � 6` 3 9 '� � � . _ — , �,; S _ � ` ; � _� -- ...� _ , _ ._`-�w �a. _ `� \ . .� ._ ... ' s.o.o . �9'8 _. _. '"x� �-A � - _ - ... � 4 .. y<�"` M� \ �� .. �1' �".... .� _ .. 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S WESTERN � `�' �4' � � `�' "�� s.s , KING COUNTY �o ,� .-` :y..- :� 6.0 N p�• ry __ ,..�.� 5.5 100-Year 24-Hour °�� �`� �.� � � � .-f � Precipitation °`�h -�, ,,=;,�.-� : , in inches ° 2 '"� �° � �.} �,, yh 1998 Sarface Water Design Manual 9/1/98 3-17 ' , --aor � ".,;. � , _ �*.' � i.�.. t, � ,Y� _ ^r ', \ 1 � E3UI�ER IMPACT , ' r •. s �. � ....x ��v-._...._. `�'�n �r7 _`' _f� _ � t . _....,...__.,,.. . � , ....__.�.,.,------^-- f __ :�---�--} ��=�.,�r. . ��$. o. I"==i'? ' z53. 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P1YS �.�.�EIFE � ':PIRF � ;�{.I;I1;AL,� �TIlquE4:�.� .l'II'kC'APAf:TTYSlJh7N1AK1 ��� r�Pt':4F.f:Nlk�F1'.����, -�hHEA � ':COFFFf'EfF;�t'f -���NtbA� -�: SUMOF�:: .[xINE:: IN3�wP1S�7'Y -:::FEAW :��: �1AHNIIVI,'y, bI,11t1L1ER: �SLAP6��;;1.81'i{'.'�'H�,YkLGCITY :' 17M6.�.:; +[�(F13!:4j Yi�'U1:1:1. .Q(Af.lyQ(bULL}:-�: r'' ' r. i+H!; FRE�Pf l tti il .:.tA.Rbti� C . a C'} ; (,�•C:: 3MINVT�S}. .(EM(HK) Cf�l . n.. mi-NFsj :fP1�Nt�iN:rj fe���)'....�t,"f15TC3 . '(MIN4f7'F:S (CtSIi`: .lt71�4C1 iq�R<27ui . . ...�..� ....... .��: .i.. .:�.�.� i . . !. ... ... .. . .. .( '' � ....... .(.. .... . ..... ........... . . .)... . �............ ) .�: Vault I 0300 0.57 0.171 0.171 11.0) 0.57 0.098 0.012 12 0.400 20 1.48 0.23 2.44I 3.11 4.0% I ? 0.530 0.57 0.302 0.302 10.08 U.61 0.184 OAl2 12 0.400 I07 1.76 1.02 2.441 3.11 7.5% 2 3 0.420 0.57 0.239 0.239 9.08 Ob5 0.156 0.012 12 0.400 101 1.68 1.00 2.441 3.11 6.4% 3 4 0.350 0.57 0.200 0.200 8.13 0.70 0.139 0.1112 12 0.400 8) 1.57 0.95 2.441 3.11 5.7% 4 5 0.070 0.57 0.040 0.040 6.57 0.80 0.032 0.012 12 U.400 R9 0.95 1.56 2.441 3.11 1.3% 5 lS 0.500 0.57 0.285 0.2R5 C30 0.82 0.213 OAl2 l2 0.400 30 I.88 0.27 2.441 3.11 ).6% 0.842 ,. , , .. ;:BrY�KwAT6tEGAfx'UI:A3'IONS' JOB NA�1E:Houeybrnnkc Phase IV OPERATOR:SKS I JnN NIIDiBER:02027 MANUAI.:1998 KCSWDM&2001 D.O.E. S7'ORM F'REQUENCY:100-r DA'CN::111-28-U3 ENTRANCE ENTRANCF. H,XI'1' OUTLET INLE7' APYNOACH 6END JUNCTION I PIPE PIPE DIANNINC'S OUTLET INLET YIYN: FLOW VELO('ITY 'PAILWA"I'F:R FRICTION fIGL II6:AD IIEAD CONTRUL CON"1'ROI. VHLOCITY UEAU HN:AD HN:ADWATER � I�ROM T6 NLOW LENCTH DIA. n ELEVATION ELEVATIUN AREA VELO(:ITY IIEAU EI.t:VATION L0.SS ELEVATIUN I.OSS LOSS ELEVATION BLEVA790N IIEAD LUSS I.OSS ELEVATION CB CB (CFJ (FEET) (IN) VALUE (N'EE7') (FEET) (SQ FT) (FT/SkC (FEET) (FEET) NBb:7') (FEET) (FEET) F�:ET) (FEET) (FEET) F'NIET (FEET) (FEET) M'EF:'1') RIM EL Vaull I 00O 20 12 0012 J35Y8 436.06 OJ9 O.W 0.00 000 0.00 437.06 0.00 O.UO 4J7.06 4370(> U.00 0.00 000 439.00 440.47 IA7 I 2 0.17 107 12 0.012 43ti.06 436.49 OJ9 022 0.�0 a39.00 0.00 43)00 0.00 0.00 439.a) 4J7.49 0.00 Oao O.W 439.00 441.30 290 2 3 OJ(i 101 12 nniz 436.49 436.89 OJ9 0.20 U.00 419.00 O.W 439.00 0.00 0.00 4_19.01 437.89 O.QO 0.(H) 0.00 439A0 440A4 I.U4 3 4 0.14 89 12 0.012 436.89 437.25 OJ9 0.18 2O0 439.00 0.00 439.01 0.00 0.00 439.07 4J825 0.00 O1J0 0.00 439.01 440.90 1.89 4 5 OA3 R9 12 OAI2 41725 437,ti1 0.79 O(W 0.00 43901 O(H) 439.01 0.00 000 439.01 436.61 OfN) 0.00 0.00 4i901 43Y.73 0.72 i 6 02i }0 12 0.012 d37.ti1 43773 079 0.}0 000 34y01 OAO 43901 O.W OAO 4i901 43877 000 000 000 439.01 439.73 0.72 ! V. Temporary Sediment Trap Calculations T'he total site area is 2.17 acres. A sediment trap is required for temporary erosion and , sedimentation control for sites less than 3 acres. The size of the sediment trap, measured in square feet at the overflo�;r elevation, is based on the following equation: , SA=FS (Qz/Vs) , FS (Factor of Safety) =2 (recommended value) Q� (Dev 2-yr flow)= 0.343cfs V, (Particle Settling Velocity) =0.00096 ft�'sec (recommended value) With these numbers in mind, the minimum allowable surface area for the sediment trap (measured at the weir overflo�v elevation) is 715sf.