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Home My WebLink About03060 - Technical Information Report - Drainage ; ' : �� 4205 148thAve.N.E.Suile ]00 CORE6e�levue,Washingfon 98007 � DESIGN -�''88_5'3?? Fc, C��9��'�� sTo � I DR.AINAGE CALCULATIONS FOR HONEY BROOKE PH�SE II (�'ormerly Byersdorfer Property) RENTOiv, W:�SHINGTON �� Rv P oF w��,�;�0 �,��. : , c,,. � �� -�:., A .F.4 �'N ` Q'f'i Prepared by: Gina R Brooks, P.E. �, �G� 1ST:,R�G��'� David E. Cayton, P.E. SSrflNAL �� fI Date: July 2002 , �x��:; ;-;e- d !1� ��v Revised: Oct 2002, vov. 2002 �\-4— O� Y�D 403060 Core No.: 01117 ENGINEERIN;� � FLANN��^�G � ; L � d� Y�ln�,- . . HONEY BROOKE PHASE II TABLE OF CON�'E�1'�S 1. Proj ect Overview 2. Off-Site Analysis 3. Flow Control and Water Quality Facility Analysis and Design 4. Conveyance System Analysis and Design 5. Special Reports and Studies 1. PROJECT OVERVIEW: Honey Brooke Phase II is located at �300 and �308 NE 4`� Stre�t in Renton, Washington. See attached vicinity map. Two parcels make up Honey Brooke Phase II covering a total area of 2.�1 acres. Each parcel is occupied by one single-famiiy residence along with existing outbuildings. The existing ground cover is a combinarion of forest in the northem portion of the site and grass in the southern portion of the site. The developer proposes to construct 8 single-family residences with associated roadway and utilities. The two existing houses will remain as part of the deve:opment. Half-street improvements will be campleteri along NE 4'� Street as part of this project. The residences will access via NE 4'� Street. 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. All drainage discharging from the vault will be discharged to the existing tight- lined storm drainage system that is located along �FE 4m Street. . 405 a, 3 5 2 �-�N��c�o.l mN�s�' o � __ . � 8 9 �0 �? i1 � RENTON S�� 00 N i• � NE 4'i'H ST. S�, SE 1287H ST. 9A1 PT. BM PT. � �w.� 1852 21fl3 GREDJWOOD CE)dEiFRY 17 �fig 16 15 14 4i,g,,�, `�o� v�`�',� � �� GOLf COUR� V!Cl �IiTY �IAP N i" = 3000't : � 2. OFFSTTE ��iALYSIS Upstream Tributary�r�a There is currently upstream area tributary to the subject site by virtue of rhe construction for the neighboring parcel to the west of the proposed site, 4.77 Court. Installation of road improvements for Jericho Avenue NE completerl by the neighboring development created a road crown which allows 8 feet of now existing aspnalt to drain onto the subject property. This area of asphalt was accounted for in the storm clrainage detention/water quality calculations for 4.77 Court. The existing se�tion of asphalt runs along the entire frontage along Jericho Avenue NE and covers a total area of 4,936 square feet. To compensate for this upstream area, a portion of the frontage improvements equal to the upstream area will be allowed to bypass the proposed detention/water quality facility and discharge to the adjacent existing detentioniwater quality facility installed as part of the improvements for 4.77 Court. A copy of the Drainage Report for 4.77 Court is attached in Section � of this report. Downstream :�nalvsis Drainage from the site naturally sneet tlows east across the property and onto the adjaceni properry to the east. The drainage canrinues to shest flow east across the adjacent property and is interce}�ted by a swale;ditch that conveys the flows south to NE 4� Street. The drainage is then capture,d in an 18"pipe and conveyed south to a catch basin located in NE 4`� Street. The drainage is then conveyed east for 102 feet and then south across NE 4`� Street where it is eventually discharged into a swale/ditch than continues south. Drainage along the frontage road(NE 4�' Street) is captured within a ditch/culvert system and conveyed west. The drainage is captured in a right-lined storm drainage system before leaving the site's frontage. The drainage continues west in this tight-lined system for a distance of approximately 1310 feet from the southwest property comer of the subject site. At this point, the drainage is dischazged into a catch basin that is located near the southwest property corner of WindSong. The drainage is then conveyed across NE 4� Street. Attached on the following pages are copies of the relevant pages from Triad Associates' Technical Infonnarion Report for WindSong describing the remaining downstream system. Per the City of Renton, drainage discharging east 'rrom the site and drainage going west along the frontage both drain to the same location a short distance downstream. Sinc� reconstruction of the stonn drainage system along the east downstream route would be required to accommodate a detention facility due to existing high invert elevations, proposed discharge will be conveyed to the west. i � f =(i�r;iC �7ETIJJO FlJ10.M. „ ,ic� 6+45.44 �• _: '*�C= P+00 N 88ZO.S4. W "�1 __ ��r- '_ — — — — — — �/Q�' i 'i�r,o-'a�, ' ----- � � i ----_----' �' _ 1 - - �- - - � � ��?'y y �'� TRACT`.A '�2 %�' '.1 I I '� � ��" � i'°`�" ,e�emre � ; ` 8/ t - ' �o�; � ,� nucT� ; �� I I '•c�e.T' mrr �� `' � -------- I I t GCS't6.5 � 1'� o �I .r`` 2 .` % ° I .... 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I '•-'J�4117� iKG NOi' `_'.7d'" -ca �uT__ i `� , i li720W7E] � � � lONO �� '' i2°t°►t `22"�„ 23 24 ; `�,� � Isouo aee�u� '�,�--�._-------.---- --�-------r�� ---------= ---------- `�=�-�'5- 11\ � I � — — — --�,�- _�-, .—�L ;`�;�; �— — — �'�`.:�` --`�t —-- _ ; �'��_ •,-�_,� f � ,L_ — — — —— —'1- ----_ �---- _-- -- . .._ _.:•.. .._:. . — — — --------��- - — -------- ----= ------------------ -=_--- ----- ------- " `-I,�p� -------- ` -� Y . .- ------------ ------ _,-E�ic�ww��Zr.�sr-�l�J��ss1-------- �-t'��av..xr.x�'r---------- - : me u.w� ---- ----9a3ttr.aY-ID------- -�-b"""__" Z - 'O 9E RELO`.ED a �,, � " - F2.TXJ" '_ _' ., tZE---�TH- T------------------- - ro ee om�rm —'za�z3n• Heazras=w�u� UPSTRE�M TRIBUT_�RY AREA WGNT-Of-'KA� — HONEY BROOKE PH. II A�� /� �� (EXHIB TRCOPIED FROM D1RAINAGE REPORT FOR 1.77 COURT. SEE SECTION 5 OF THIS REPORT.) p ��torr- �s� � �h Q SE I I 6th St � � � w � •a cf� Z — s Q � � � s �' O .0 - _ �O � � m E I 28th St ,� ark Q' S 1�� ¢ s � v �.��1�`�C��ti 1�' y �- ;� � Park — Rentan �icinity Map NTS Offsite Analysis and Preliminary Drainage Concept for Windsong- Page 2 . �S�'�+�� f�� l'vL��.,�s�s Refer to the Upstream Area Map, as well as the Ezisting Conditions Map, both of wiuch are located in the appendix,to aid in the following discussi . Currently, there are appro i 3.75 a of upstream residential area creating sheet flow that is tributary o te. o, there is approximately 14.65 acres of upstream residential area that ' s existing ditch system that nuis along both sides of 142� Avenue SE. This ' system conveys runoff south to the existing ditch located along the north si of SE 128'� Street. This ditch, in turn, conveys runoff west to a cross- culv der SE 128`� Street located near the southwest comer of the site. �(��S'�'��1YI �RAIl��G� �1��IS �ac&ground Barghausen Consulting Engineers, Inc prepared a ievel one dvwnstream analysis, dated October 1997, for the Highland Market Place shopping center located west of the site. Runoff from the shopping center drains to the cross culvert located near Windsong's southwest property corner. From here, the downstream drainage course, laiown as Maplewood Creek, is identical for both projects. A copy of the "Level I Drainage Report for Highland Mazket Place"was received from Barghausen Consuiting Engineers, Inc. A site visit was rnade on January 12, 1999, by Triad Associates, to field verify the downstream drainage portions of the report. Based on the site visit, it was detennined that the report accurately reflects current field conditions_ Downstream Analysis Refer to the Downstream Drainage Map as well as the Off-Siie Analysis Drainage System Table to aid in the. follQwing summary of the downstream drainage sys#ern for the Windsong project. Offsite Analysis and Preliminary Drainage Concept for Windsong—Page 3 Runoff from the eastern portion of the site drains southwest whe:e it is collected by an e�usting drainage ditch located along the east side of 142°� Ay�nue SF. This ditch conveys runoff south where it connects to-an east to west flowing ditch located on the north side of SE 128m Street. This ditch, which runs along the entire length of the site's frontage, conveys runoff to the cross culvert located near the southwest property comer. Runoff from tiie remainder of the site sheet flows to the SE 128�' Street ditch or to the onsite wetland. Once at the southeast property corner, storm water runoff in the SE 128�' Street ditch combines with flow leaving the wetland and is conveyed underneath SE 128� Avenue through and an 18-inch diameter concrete pipe (lai�eled as point #1 on the Downstream Drainage Map). The pipe empties to an open drainage channel (point #2) that conveys nmoff south. The drainage channel flows through a marshy area identified as King County wetland 150 (point#3)before collecting in a detention faciiity approximately 950 feet downstream of the project (point #4). The pond discharges to an 18" concrete pipe that empties to a smaller open channel drainage course (point #5} that conveys runoff south, betvveen two properiy lines, until it reaches SE 132°� Street. From here, ninoff is directed a short distance east before reaching a point that is located one-quarter mile downstream of the site. From here, runoff is conveyed underneath SE 132� Street and continues south through an 1�-inch diameter tightline conveyance system. This tightline conveyance system is located in a series of drainage easements that nui along the lot lines of several residential prvperties. Eventually, runoff is directed east to a new 36-inch diameter tightline system, located in 142� Avenue SE, where it is then directed south until it outfalls into an open channel at the intersection of 142nd Avenue SE and SE 136"' Street. The channel ultimately drains to the Cedar River several thousand feet downstteam of tfie:site. Offsite Analysis and Preliminary Drainage Concept far Windsong—Page 4 � OFF-SITE ANALYSIS nR.AINAGE SYSTEM TABLE Basin: �sdar RiY�r 5ubbasin IVame: I.,owr�r C�dar('r��k Subbasin tdiunber: ;,: , ;; < �:.:: ;. ;::.::.;�.:......:. :.:;,.:;;«;::. : : :.. . .:; ; ,,. , ;. : S . lx�t ' T�r�in:t e Ca�n oncat ` �_ l� _ : ,�ra�a�g�:Lo:;. nncnt..... �lo �tst�t,�e ; �� ' .::.,<.<;.;,..:.: , f�tcnt�al t�bseirv��orrs;�f�le�d'Y �r � <: <,::.>::.:;::;, , „>:.<;:.?�::::<:>::;:::;::�.,. < � ,, ,, < , , ;; � „ '; 'I'ype„Nama,,anct Si�c ; �cs�pi�cm �rarn �it� > l�rn�lctxts :�zobar�ns �;e.stn�rc�Rev��w�r c� `: ; ...... . <...>.:.::..... :...: . , >; <, .:<::.;::.:... :. ;.:::;<.:.: : :>.:::;..:�:.. , _ , , . >. :.. ...:::::...:::..> ,..::::::<:>:::< >�t�c.har :>::>:<:;:�>, es'dent 4 ;;:. .. .... ..::.:. .....:. ,: , .... . . . >: . .... ...... •.::;::..:..:::..::::;�: _. ...... ...._ _ ........ ...... . ' .. ..... . ..... :. .;.;:.:.. .:... . ..: _ , .... _. ... :..: ..:: ....... .... , $� > :»;:;:::;:.:.,:;;. t Sce►vl�p Typ�: sl�ect flow, swalC,stream, Drainage bagin,vegention,cover, % Fc Constricuons,under c�pacity,pomfing, "fributary�rca, likelihood of probicm, channel,pipe, depth,rype of sensidve xrc�,volume overtopping,floodin�,habiat or organisrt overflow put►ways,potendal impuu pond;size,di�meter,aurface�rea destruction,uourtng,bank aloughing, sedimenqdon ineiaion other erosion 1 18 lnch Concrote Culvert under N.E. 4th Street 1 0-80 None Nonc None observed. 2 Open Channel Vertical as, 10' bw, 3' deep 1 80- 580 Slight erosion Erosion Slight erosion of bank due to cart6 lin�d high tlows. 3 Open Channel 10' bw� 3:1 as, 1' deep, 1 580-930 None None None observed. marshy azea � 4 18 Inch Conctete Culven Outlet on detention pond 1 930-980 None None None observed. � Open Channet 3' bw, 2:1 as, 2' deep, grass 1 980- 1280 None None None obsorved. 6 18 Inch Tightline Tlghdine lined through housing 1 �1280 - Flooding Flooding Neighbor repoRs tlooding due developm�nt 2000+ to downstream undersized culvcrt. King County to fu in summer of 1997. Note: The above table was taken from the "Level I Drainage Report for Highland -- — Market Place"' prepared by Barghausen Consulting Engineers, Inc. dated October 1997. The above referenced downstream drainage components were field veriCed on January 12, 1999 by'I'riad Associates. 6116.004(BAN/kn] � � d ��yr �-v�yy �,1 �yy�yry�y� � V�' l.Vi�l��i`E V� 1 L` � ��.__�ii�_ � ♦ _ ... � — ._ ��Y 8'!' .�9�9/ �W�`�-1 �! /d/O )7. .P1/ � l ��.. o S�o.a'� .s�r�-. I321•�8 � 1 �; � 36 2 6 � .16 �1 /�S�Rd �/'�4s87/�SL' 1ld�fll �1 I`�L` l�1 e��35 E�I 2 E /80..�� i! /.�/ � � /-i�/•�6 /�8•�6 �0 � � I ' � i � � � � : ( I ' ` � � � � � Q - �► I� � ^ l� � �; , 2 � � 4 , � � , �,• p� , N � ,�a' U ,j I� l � � ^ �t sc� i i N n. �i 1, ' 1 \� � �� I �� 1 `:. � P` r ' 9 �„ � A�, Rc �_, ;.. �.� , ,9'� , B9 � � I �� 3ti i � �! � � �s, ��iii !jp•.°i�. Y �9 _ 155 '�' /¢/ .94� , �o�S •=.1 �a � 7; ' 660�9s %ao � Al'PRO%IMATE LOCATIOI�1 OF I , , D1tAINAGE CE�AN1�iEi� � F �� 1 I ;� � Aa p� �� I o ° � � t� �' � � 99 � �' �' � --1-�-�° — E w � � �i `j 3`' � cy � • � o •' � �' �, � � ---- - - a �' � . . � � � � � � R` b , 3,�✓ , , �'`�9 � �5�� I � , �1 ' j � ' 30 I�1iJ11��itI1VG (�OItR��Pal�ii)� �'� p��I'I'� 9.�.z s ��n� � ' ��' AI�1ALvYSIS DRAIIVAGE SItSTEIVi 'I'ABL ' " 39.5� � � E �c � r� I I � � ; �._ ( � � �, � � � �� CII,ITY w I N � N 4 DET�NTION FA e� w o '"' �� o _ � _ y��0 � � � ��c D� 3 � w 9�0 0' � ' �°�1y � _ o �b� �� i • � � W � O . ._..� _ _ � m I --�— - � Q �v � �90 � 30'.Es•...c�/. �L � � I�o � /7s � l90 �/BB- P�q• �IW ��5 ��0/.35 30 Z � Q �o0 3s N � � � I � a- �(�ALE: 199= 100' '" � , � KC 5� E361050 - 620122� 36 � , � A n' N � � N � ��.� IJ� O �°41 d! � � � ^ lmQ�`�' � �►It��I�t�� C��P�il�1�EII.. � , '^ 1a�7' 4' ^ �� N N � � ai � � N �� 0 � ��°. �"'p � P°� "Io � " �, 'SP�p � W °D �� ,0 �� o I• �iZ � "� � Q y�� , Gy� I Z��I�0, � 1� �017�� e w � C11`1��LJAIt'�E121VIII�� 'OII°�'T' � �(') "'Y,�� „� �'� R,� ,.n lLy ��0 �50..4� • d ,��5 �� 76•91 �� Z'IG�ITLIIVE SYS7'EI'YI • � . �'' 8. P � , ,� - e�s.�� S� 132°� S'I'1�+ �T"� � ,` � - u� � � �:=�s�• ,p ,'8''�� ---s F q .�.5�.ZC 7'�t ti y . a .. � . � � ��,'a'.� 74� Sa��RB"q�J , � r � �; � 6 ��`� � .� , .� ti � � � h � � � ,� .� � � � � � , r �► � � � '� I � Q '` � o � �' _ � o �'•� o o Z° . ° � `A ° �,p o� � o � C, � ° 4� �� o° c�' d�" o � � d�' � � � '� � , ., �.r.� �.-.�.. h ry � .a�c�e-��- a a�. •� �� •- r--a. � � ( /SO.'s4� � 1d/.40 .--- . � �y 4�0 �/.B6 �45/b 70 � . �'� V I � � � � � �( �' 1, M � v h :� o a � �, � � � �i I .� /.S" � \ �,�t � /3 hr. � � I �, ��.a ��,�'� �� „��'� _��.�' _�' �'� �`� � w ��/ � � ✓¢� �' y � �i i s 3. FLOW CONTROL ��iD WATER QUALITY FACILITY ?u�1ALYSIS :��TD DESIGN A. Hydraulic :�nalysis The drainage analysis was modeled using the King County Runoff Time Se:ies software. The site soils are Alderwood (AgB), KCRTS group Till. Ses attached soils map. The site is locaied in the Sea-Tac rainfall region with a locarion scale iactor of 1.0. EXISTING CONDITIONS The property is 2.51 acres. To complete improvements along Jericho Avenue NE, 15' of right-of-way will be dedicated along the west boundary of the site. Two single residences currently occupy the site. The existing ground cover is a combination of impervious surfaces, till-�ass and rill-fores� The zoning for the site is R- 5 or 5 DU/AC. Per Table 3.2.2.D in the 1998 KCSWDM, the effective impeivious fraction for>4 DU/AC is 0.80. The impervious area for the existing site is 0.31 acre. The eff�ctive impervious area is 0.80*0.31 acre= 0.25 acre. The following information was used for�enerating rime series and�low fre�uencies. EXISTING CONDITIONS Total Area=2.51 acres (Ol 117exg) GROUND COVER AREA(acre) Till-Grass 1.37 Till-Forest 0.89 Impervious 0.25 , . 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' - I�,� � Ellioa.: , �* -, LCE�uP _ -�, � g . . � .�� _ r . .t J�'=�: �- ��.re ,t �'' � � Bav.�. 1`.i� s-• _ . . ., . � �E,tux� :�� -� �ruKE r � aE � . _ �_ .T� �� .'.�� : .. .._-t._ . . c �_�:.. encinr. i - � .«wN �—� �'— .� . �. �,�,.. 1�i � �� ,, �, No.� - . '� y,.�.-� r�ei � ^Lf�� y -�� ✓ ^ � -' �' .i � �r �"','%1 � ft � X .i 1 �'�� ` ' �� ,_ � � ' �� ` _ 1 ✓ �'�,. .�% -r ti.1�, ��vaesro� ��oGUnue�e..� � - - .SEATT-LEi� ' ( YE1YC �, E—� KLI� ' - E� � r aowr ' -..� 7 � - w �--t`--' �k�"'� f� -� - _ _ �'ss+wux+�.� . `' . . . � � 1 � � �� .�� . . . _ '\9 �� - � � UPPEik � . . - �� V riT`,�"t, L-� . .. w1EFICTI' I�' - _ �:_ . � a �r �� - � .� _ ' . � . . . � � .. . - . � � :��' . .. � �.�7� . } ._ � _ � ��. . N111B� r f 7U[�IhJ1� �.�-�" �. � . _ ' � •` . - � '�, ONYOtlT !u7 - f � n �+ } -"�n`�'o�''�.' G.T�.'- Y� f�{�, ; .. �""n'°" . . � is' ,f�----,.._;� , ,, - , ' ; ��.`�x- ' � , :;, � ; �, �� 3 «». Y�� .��I e GdOVE' . /� �"� INuW �a La�rb.i � �/ � 't.l-. _ _ '� ,-�� ! :I � .. > �- , ,' � � _ - . , r ��f ` _ /r� � '� tawoseuna� 3 1 � � -l'�_� � ' �� :{EkT� .. ._.. . 3,m.. - 1 � �1� •��-��'��i. 'I - V�� ,k - . _ �� 'f�`�.�� I�Y �� / �_I " ' �. . '�j� i -.',i - . " . �--'-'+- ,�--�` {� - ' ' �. I <, r.�� : � ,'}' �uMMM'�� `- U - �ataac �- - . � � � ,:' � � � � � � ` ? ., „ � '.- _ � ' . _. ' .�+ , r Dt/IYGNU � - .�r'��f'/ I�� / � _ . sT 1.� y�" �� _ � .,� r / x: � '_ . � �� - �� '.. ",� _ � _ ' . ,-_. NdC,OWiTy � � PIEACE COUNT• \ . 1 �T 1.0 � _ � � ` , �- `� � - ° ;;�:. � ' gNuucuW . � _ �ainfall Regions and �, 0 8� � �� _ _ . . � ,� - �. Regional Scale Factors �a o.s `�� , - �� LA 1,2 y _�j Incorporated Area LA 1.0 - ,� River/Lake Major Road CR�TING�A �iME SE�tIES ��LE (EXAARP�.E) �Ae�� oe-a �{�UIVAL�NCt �EZWEE�I ��IL�YPES ClASSIFIED 8Y�J.S. SOIL CONSERVAifON �ERVICf AND �C➢NG�OUN�'�UNOFF TIME SERIES scs SCS Soil Type Hydroiogic KCR'I'S Soil Group No� Soil Grou —� Alderwood A B A A D C T'ill :�rents,Alderwood Material(AmB,AmC; C T311 Arents,Everett Material An B Outcvash 1 Beausite(BeC,BeD,Be C Till ? Bellin (Bh} D Till 3 9riscot Br D Till 3 Buckle (6u) D Till 4 n Eazlmont(Ea) D Till 3 � Ed widc(Ed) C Till 3 Everett EvB,EvC,EvD,EwC' A/B Outwash 1 Indianola InC,InA,InD) A Outwash 1 Kitsa K 8, C,K D) C Till ; Klaus(KsC� C Outwash 1 Veilton NeC� A Outwash 1 Vewber N B Till 3 Nooksack Nk) C Till 3 �iorma No) D I'ill 3 Orcas Or) D W etland Oridia Os) D T'ill 3 Ovall(OvC,OvD,OvFI C T'ill 2 ' ['ilchudc c) C I"ill 3 Pu t fPu) D T'�ll 3 � Puvalluv Pv B Till 3 Ra ar(RaC,RaD,RaC,RaE) B Outwash 1 Renton Re D T'ill 3 j Salal Sa C Till 3 i Sammamish(Sh) D Till 3 Seattle Sk) D Wetland Shalcar('Sm) D T'ill 3 � Si Sn) C Till 3 Snohomish(So,Sr D Till 3 Sultan(Su) C Till 3 T'ukwila u) D Till 3 Woodinville o) D Till 3 Key to Notes: � 1. Where outwash soils are satumted or underlain at shallow depth(<5 feet)by gladal till,they should be h�eated as till soils. 2. These are bedrock soils,but calibration of HSPF(Hydrological Simulation Program—Fortran)by King County S�ufaoe W ater Management shows bedrock soiLs to have similar hydrologic response to till soils. � 3. These are aIluvial soiLs,some af which are underlain by�adal till or have a seasonally high water table. � ln the absence of detailed study,these soiLs should be treated as till soiLs. � 4. Budcley soils are formed on the low permeability Osoeala mud$ow. Hydrologic respanse is assumed to be similar to that for tiIl soiLs. �•� October_0.1995 e,� KCRTS L'se�'s Guide �-J : SECTION 3.2 RUNOFF COMPLTATION AND ANALYSIS METHODS _ T�BI;E'3:?�.D PERCENT�MEiRVI�US C�V�RAGE FOR EYIST3NG RESIDENTI�L.�RE�S' Dwel(ing Units/Gross %Impervious�� Dweiling Units/Gross %lmpervious Acre Acre 1.0 DU/GA 15t2� 4.5 DtJ/GA 46 1.5 DU/GA 20 5.0 DU/GA 48 I 2.0 D U/GA 25 5.5 D U/GA 50 2.5 DU/GA 30 6.0 DU/GA 52 3.0 DU/GA 34 6.5 DU/GA 54 3.5 DU/GA 38 7.0 DU/GA 56 4.0 DU/GA 42 7.5 DU/GA 58 For PUDs, condominiums, apartrnents, commercial businesses, and � industrial areas, percent impervious coverage must be computed. Notes: �'� Includes streets and sidewalks. � r�� TFiese figures should be adjusted by the effective impervious fraction given in Tab[e 3.2.2.E, if appiicable. Values from Tabie 3.2.2.E may be interpoiated as necessary. TABLE.:3:�?E: EF'FECTNE LVIPERVIOUS FR�CTIOiV"� Land Use Predevelopment Pvst-Development Commercial, Industrial, or Roads with Collection System 0.95 1.00 � Multi-Family or High Density Single Family�2� (>4 DU/GA) 0.80 1.00�3� Medium Density Single Family{2�(4 DU/GA) 0.66 1.00�3� Low Density Single Family�� (1 DU/GA) 0.50 1.00�3� Ruralt2� (< 1 DU/GA) 0.40 1.00�3� GraveUDirt Roads and Parking Lots, Roads without 0.50 0.50 Coilection System Notes "� The effective�rmpervious fraction is the fraction of actua! total impervious area connected to the drainage system. These figures shouid be used in the absence of detailed suroeys or physicaf inspection (e.g., via pipe, channel,or short sheeiflowpath). �z� Figures for residerrtial areas indude roadways. �'�� Where dawnspout infiltration is used, roofs are not counted as impervious area when sizing the flow controi facility. Roofs are considered grass where downspouts are dispersed in rural residentiai � development, or where dispersed flowpaths exceed 50 feet in urban residential development (see Section 5.1.2 for fimitations on roof downspout dispersion). 9/1/98 1998 Surface Water Desi;n Manual 3-28 � � � u� OF PROP. LINE \ j 4.9 X � X-__-.�._._ --�i,•--«----� \ X 5 -«-X- � --+ - N. 11NE -,.`_ `i�"_-X- x 1/4, 8SM5 , �53 W . N88' 0 3"W CTR. CH. J .7 � , I ,: '� i /i �444/ \ I � %" / 1 �/ � *R/ � 4� /r. 3 10 ..-�` I FENGE 0.4E /' I � � OF PROP. l,N4E I 443.0 :� :� _�-,--.- � - �� ' I t� I 1 t 6.� I � IE 12" S t441.9 :�;�. � _ �, .. I ~ / �_� �J I � FENCE 0,1E �c OF PRUP. LIIVE � / 44.9 w � �B'�N,�S�`,E�,W� - GTR. CH• 431.98 5 � I � ��BUA R N.E. 4TH COURT \, �4 •• �, I �` ��^ R� CROSSIP ', OF PROP. - / �icr�llNc \ �.-�ip s � - - �V I .�� GAS � � %� j`.�_ - �". v � �1`.. � � % / � I ;% ,� " � � �� ' =' / � � '�Ati�/, I " OFNPROP1 UNE O *x4J ��• � ' 'h/.D I � � i .. w e I � ,- � �,� � ,; � � � W. 11NE E 1/2 W 1/2, SW 1/4, -� : I SE 1/4. SE 1�4. SEC. 10-23-5 7- 1'� - � � `� 6 � TYPE I CB �', 8 6 w� I f� ( it, / IE 12" N,s t439.1 �• WOOD BLDG ;� 3 : I %� ¢ .� I r� -� r+ \ �',t'�' �/ I � B 8 ��. �" FENCE 2.6W ib �' OF PROP. LIN - '\ \\\ �� w � �� s�n ��., � . � c WOOD BLDG c� ,•�,___ u �� o 0 . � Q " I � . _...._ _.--- 'r'EMCE u.tE C�' •� � I �iF PROP L�PJE � � +o .�; l._ � WUpG SHEO-� � ;� � I ..----__....._ FEN[:E O.IE � I o c� PROP. I.JtJE .� 6.0 I+- I I e CARPORT I /�UFNPROF. IJNE t �E ,� � 0 I NOSE BIB -f I C�6� CLF PGS15 FEN 0.3W ;`�� I �� OF P OP. L1N �' 6'�F-_`z`-X-----.._.� SSldti RI�A 3 61 �'� I I �- �m I � �u s" N, S.E�� ; �D O U S H E G �g g g, >-� 3 I �� C7R. H. 430.51 � CONC SUkIP PUMP, �� P 5�`VRBf I `J 42 ~I CIT'r' F RENTOIJ �PIPE �c.� ❑� aWG. �0. S292 ��,, �- FEtJC 0.5W _.1E12 N.S 6.4 I .___..�' - - - - _ - , _ OF P . ,,. , I �^ �� DECK f � ------- ,� � I -,-_� a �; � _ � � - �`�= N.E. 41J�PL �W � � � � I ss -.... .. L 5.4-- g y� ^ S ED ON uRNAME TAL FENCE ' -,ti '^'7` !z � �`+�. ,�r---�., � B OCKS �ON CON . F0071NG ' ��-+-�••�-.+ � x �N�O PIPE, � � i-STORY WQOG �"� t suuPq 2.a'x3' � FRAME HOU5E }�'. • �� IE 12" N,S,W t433. , I I STEEI LIU � �CUNC `. 6'ClF i'� � I .�� PATIO I I �-FEPJCE . , W �' '� �i � GF' PROF'. LIN � . a � I � �3� � � .. � (7� � '�� I . I � 1-STOf�Y WC�OD � .� . J I / d O � �.; I � I FRAME HOUSE/ �, 5308 I �� J Z � � La��'�`MY 1-ST�Y WOOD � trJ ls1 ': "d '`C r+ FouNo R��nR w/�rFc ,;; i � -� , : FRA HOUSE I /;�� "LS 5786" h I �' O 0,3E & 0.1 N � ��' - -� %� Gy � L'( 36.07 � ��,� ' CrJ � IE 12�� N 432J8 `� �' � ? I � UT►I.ITY dc GftA1NA" n Q __��, „�. �� FSPBcI EASEMENT EASEIAENTS . OS. REC. N0. 880531Q856 �9�� & ��/ _.,,� `� � lE 12" W 432.7L I 3 67 5 918 �' Z �� 15 0 IE 12" CA�P 438.1 - d "'`• ��--- O �"d . � ,. C = IE 12" CMP 435.4 !� � � � ' ' IE 12 433 9 • � ' �� '�' - � � , l�=LMP�333 Z._ 12" CMP 435 t3 , . , / � �E ,- ;� � 0 -_�a..:. _._._.__�..-._. •� � " - � - - IE 12" G�IP��436.0 , � b . .:__ --�,,.... � a,... 856L , ;a " . -- J-`-_I�Y�ChtF`.,�-�5� /� �r, \ : � ,- - �: � _� ` r._.. ..�_,„,,,r_. owv � - , . PP P!/'TR:tIJS. U;�. /7,, � �.. � �♦f"--�--r� � ;.. ' �� _' _ - - - - �OI1P 1 � �,�.:. ---�-._._w � • _ �. . .. � - __� . , _ ' __�._._ u E 12' Cb1P i361 • , - - - -- ... � w--.._.._____ _.___,---- " ClAP 436.5 _...._... ._...- + !� nJ - � - -- - r-6.2�pl COI��r-; + - - -ss----- `� -� pr�Kri�1 rN t ' � f 5SMH 4 6 8 � � iB" ? E. w N.E. �TH ST,�-� / � ---_--___A_ '� CTR. CH. 421.4 v r- , �� _.. . __ . . ,n� , ��- �� 165 i6 -_ ' ...� .. _ ...._..., J `----- . _.. .._.;_.y... ._..._... _._ . .. . . � �low Fre�uency Ar.alysis Time Series File:o1117exg.tsf Project Lacation:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Freque_*icy Analysis------- rlow Rate Rank Time of Peak - - Peaks - - Ran.�C Return Pr�b (C�'S) (CFS) Period 0.218 4 2/09/O1 2:00 0.471 1 100. 00 0.990 0.131 7 1/OS/02 16:00 0.253 2 25 .00 0.960 0.263 2 2/27/03 7:00 0.230 3 10.00 0.900 o. osa s s/as/o4 a:oo o.aia 4 � .oa o_ aoo 0.132 6 1/05/05 8:00 0.208 5 3 .Oa 0 . 667 �.230 3 1/18/06 16:00 0.132 6 2.00 0.500 0.208 5 11/24/06 3:00 0.131 7 1.30 0.231 0.471 1 1/09/OS 6:00 0 .088 8 1.10 0 . 091 Computed Peaks 0 .402 50 . 00 0 . 980 . . DEVELOPED CONDITIONS The developed site will consist of 10 singie-famiiy residences (8 new residenc�s, 2 existing residences) with associated access roadway and utilities. Half-street improvements along the frontage on i�TE 4`� Street will also be constructed as part of the development. Improvements along NE 4� Street will not add any additional impervious area above the existing condition, therefore; detenrion and water quality treatment are not required. 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 maxunum impervious surface per lot was interpolated between R-4 and R-b to be 63%. All other impervious surtaces were measured by a planimeter. The total lot coverage is 2.18 acres. The ma�mum impervious surface for all the lots is 63%*2.18 acres = 137 acres or �9,825 square feet. The average impervious coverage for each lot is �9,825/10= 5,983 squaze feet which is lazger than 4,000 square feet, therefore; 4,000 square feet for each lot was assumeri for the impervious coverage. Impervious Area Delineation Onsite road and sidewalk 0.47 acre Impervious area oflots (lO lots*4,000 sfl 0.92 acre Total unpervious area 139 aeres The input used for the KCRTS anaiysis is suminarized in the table below: DEVELOPED CONDITIONS Total Area= 2.51 acre (01117d) GROLJND COVER AREA(acre) Till-Grass (Landscaping) 1.12 Impervious 1.39 y i • - 21 A.12.030 A. Densities and dimensions - residentiai zones RESiDENT1Al z wunn� �mr�w u�enM 0 N �91V! I�H�L E S STANQAROS RA-2S RAi RA-10 AA-20 UR R-1 IFi R-8 R-8 fF72 1F18 R-2a R-48' i 1171 B�OMItLLp: 02 0.2 0.! O.OS 02 1 4 E a t2 1t 24 6! DY�q 3�lae Aulae duhe duhc Eufae dufae dulae diWc dofae dWae dufac dtWc duhe tlnwAe+. R'�l lst n� �� as aa e s �s �s v ss n . or.m�unYu►a. aWae auac auae aufac arae mx a�ac awac �Mae �� Pol Rol R�I �rw�n c�y: e67G e6x aax aax �sx 7ox �x � c�� c+� c+� r� mm �s� n� c�si H�l Nal W1 NINeMr�1..at �3s e 13s R t�6 R 936 tt s6 R 36 R 7o rt �o R 7o a w a JOtt 2o tt 7D E �+ m m �� O 1t �0 R 30R ]0 t! 70 R 10 R 10 tt 101t 10 R 10 E t0 R 10R /0 ft �` c» r.n � rn m m c� cn m �► ca cei c8i p) IIY�MwmleMbr Stt 10R 10ft 10R Sft SR iR SE SR Sh SR itt SR s.� rn �� c� m m m roi ro� �+oi c+o� r��+� ea..►Wyn� �oe �on ma �ax �sa ssa zsn me aaa son eo+� eoa wn Ig �s+e ran eoa ean aon c+W n•► n•� n•� na --�� w�dnr.n �sx mx �s�c tasx �ox mz �c �a�c �sc eac aes esx 9ox mo•�• nzi n�i n+i n+i r+i r+� � (��1 f�g) t�s) (�I �fal 12-2 (King Cour�ty o-00) . r low r^req_u��cy Anaiysis Time Series File:01117d.ts� Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----�low Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaics - - Rank Return Proi� {C�S) (CFS) Period 0.437 6 2/09/O1 2:00 0.894 1 100.00 0.990 0.348 8 2/05/02 16:00 0.534 2 25.00 0.960 0.527 3 2/27/03 7:00 0.527 3 10. 00 4.900 0.367 7 8/26/04 2:00 0.463 4 5. 00 0.800 0.444 5 10/28/04 Z6:00 0.444 5 3 . OD O.o'o'7 0.463 4 1/18/06 1b:00 0.437 6 2. 00 0.500 0.534 2 10/26/06 0:00 0.367 7 1.30 0.231 0 .894 1 1/09/08 6:00 0 .348 8 I .10 0. 091 :�mT�uted Peaks 0 . ?"'a �0 . 00 0 .980 � • i B. Detention Routing Calculations The City of Renton re�uires that Leve12 Flow Control applies to t�'�e subject sii�. T'�e live storage portion within a wetvault will be used for flow control. See at#ac�e� KCRTS printouts for vault design. The vault will be 20' X 108' X 7.5' de�p. ,, -i . � � Retantion/Dete.*ition Facility �i� t�� 'e^ , G'�i�• `� 'Pype of r^acility: Detention Vault Facility Length: 108.00 ft Facility Width: 20.00 ft Facility Area: 2160. sq. ft Effective Storage Depth: 7.50 ft Stage 0 Elevation: 430.00 ft Storage Volume: 16200. cu. ft Riser Head: 7.50 ft �iser Diameter: 12. 00 inches Number of orifices: 3 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS? (in) 1 0.00 1.13 0.094 2 4.31 1.10 0.059 4.0 3 5.70 1.31 0. 063 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) o.o0 43a.ao o. o.000 a. 00a o.00 0 .01 430.41 22. 0.000 0. 004 0.00 0.02 430.02 43 . 0.001 0.005 0.00 Q.04 430.04 86. 0.002 0.006 0.00 0.05 430.05 108. 0.002 0.007 0.00 0.06 430.06 130. 0. 003 0.008 0.00 0.07 430.07 151. 0.003 0.409 0. 00 0.08 430.08 173. 0.004 0.010 0.00 0.09 430.09 194. 0.004 0.011 0.00 0.24 430.24 518. 0.012 0.017 0.00 0.39 430.39 842. 0.019 0.021 0.00 0.53 430.53 1145. 0.026 0.025 0.00 0.68 430.68 1469. 0.034 0.028 0.00 0.83 430.83 1793. 0.041 0.031 0.00 0.98 430.98 2117. 0.049 0.034 0.00 1.12 431.12 2419. 0.056 0.036 0.00 1.27 431.27 2743. 0.063 0.039 0.00 1.42 431.42 3067. 0.070 0. 041 0.00 1.56 431.56 3370. 0.077 0. 043 0.00 1.71 431.71 3694. 0.085 0.045 0.00 1.86 431.86 4018. 0.092 O.D47 0.00 2.01 432.01 4342. 0.100 0.049 O.OQ 2.15 432.15 4644. 0.107 0.050 0.00 2.30 432.30 4968. 0.114 O.�J52 0.00 2.45 432.45 5292. 0.121 0.054 0.00 2.59 432.59 5594. 0.128 0.055 0.00 2.74 432.74 5918. 0.136 0.057 0.00 2.89 432.89 6242. 0.143 0.058 0.00 3 .03 433 . 03 6545. 0.150 0.060 0.00 3 .18 433 .18 6869. 0.158 0.061 0.00 3 .33 433 .33 7193. 0.165 0.063 0.00 : 3 .48 433 .48 7517. 0.173 0 . 064 0. 00 3 .62 433 .62 7819. 0.180 0. 065 0.00 3 .77 433 .77 8143 . 0.187 0.067 0.00 3 .92 433.92 8467. 0.194 0.068 0. 00 4.06 434.06 8770. 0.201 0 .069 0. 00 4.21 434.21 9094. 0.209 0 .070 0.00 4.31 434.31 9310. 0.214 0.071 0.00 4.32 434.32 9331. 0.214 0.072 0.00 4.34 434.34 9374. 0.215 0.072 0.00 4.35 434.35 9396. 0.216 0.074 0.00 4.36 434.36 9418. 0.216 0.076 0_00 4.37 434.37 9439. 0.217 0. 078 0.00 4.38 434 .38 9461. 0.217 O.Q80 0. 00 4.39 434.39 9482. 0.218 0. 081 0.00 4.40 434.40 9504. 0.218 0.082 0.00 4.55 434.55 9828. 0.226 0.089 0 . 00 4.70 434.70 10152. 0.233 0.095 0. 00 4.85 434.85 10476. 0.240 0.100 0 . 0�; 4.99 434.99 10778. 0.247 0.104 0 . � 5.14 435.14 11102. 0.255 0.108 0 . 5.29 435.29 11426. 0.262 0.111 0. 5.43 435.43 11729. 0.259 0.115 0. 5.58 435.58 12053 . 0.277 0.118 0. 5.70 435.70 12312. 0.283 0.121 0. = 5.71 435.71 12334. 0.283 0.121 0. : 5.73 435.73 12377. 0.284 0.123 0 . _ 5.74 435.74 12398. 0.285 0.125 0 . :=�� 5.75 435.75 12420. 0.295 0.227 O . �C 5.77 435.77 12463. 0.286 0.131 O. :,C 5.78 435.78 12485. 0.287 0.135 0.00 5.80 435.90 12528. 0.288 0.137 0 . 00 5.81 435.81 12550. 0.288 0.138 O. CCJ 5.96 435.96 12874. 0.296 0.150 0. 00 6.10 436.10 13176. 0.302 0.158 0. 00 6.25 436.25 13500. 0.310 0.166 0. 00 6.40 436.40 13824. 0.317 0.173 O. OU 6.54 436.54 14126. 0.324 0.180 0. 00 6.69 436.69 14450. 0.332 0.186 0. 00 6.84 436.84 14774. 0.339 0.192 0. 00 6.94 436.99 15Q98. 0.347 0.197 0 .00 7.13 437.13 15401. 0.354 0.203 0.00 7.28 437.28 15725. 0.361 0.208 0.00 7.43 437.43 1b049. 0.368 0.2I3 O.Oa 7.50 437.50 16200. 0.372 0.215 0. 00 7.60 437.60 16416. 0.377 0.527 O. CO 7.70 437.70 16632. 0.382 1.090 0. 00 7 .80 437.80 16848. 0.387 1.830 0. �0 7.90 437.90 17064. 0.392 2.620 O.OG 8.00 438.00 17280. 0.397 2.910 0. 00 8.10 438.10 17496. 0.402 3 .160 0.00 8.20 a38.20 17712. 0.407 3 .400 0.00 8.30 438.30 17928. 0.412 3 .620 0. 00 8.40 438.40 18144. 0.417 3 .830 0. 00 8.50 438.50 18360. 0.421 4.030 0. 00 8.60 438.60 18576. 0.426 4.210 0. 00 8 .7a ?38 .70 :8792. 0 .431 4 .390 0 .00 3 .�0 a38 .80 19008. 0 .�36 1 .�70 0 .00 � • i � , 8.90 438.90 19224. 0.441 4.730 0.00 9.00 439.OU 19440. 0.446 4.890 0.00 ' 9.10 439.10 19656. O.a51 5.050 0.00 9.20 439.20 19872. Q.456 5.200 0 .00 ' 9.30 439.30 20088 . 0.461 5.340 0.00 , 9.40 439.40 20304. 0.466 5.480 0.00 � Hyd Inflow Outflow Peak Storage I Target Calc Stage Elev (Cu-Ft) (Ac-Ft) ' 1 0.89 ******* 0.75 7.64 437.64 16500. 0 .379 2 0.44 0.26 0.20 7.02 437. 02 15154. 0 .348 3 0.44 ******* 0.27 7.52 437.52 16237. 0.373 , 4 0.46 ******* 0.18 6.56 436.56 14171. 0.325 5 0.53 ******* 0.16 6.08 436.08 13127 . 0.301 6 0.27 ******* 0.10 4.72 434.72 10202. 0.234 7 0.35 �****** 0.06 3 .28 433 .28 7094. 0.163 , S 0.37 ******* 0.05 2.27 432.27 4909. 0.113 �� I ---------------------------------- Route Time Series through Facility Inflow Time Series File:01117d.tsf Outfiow Time Series File:outg Inflow/Outflow Analysis , Peak Inflow Discharge: 0.894 CFS at 6:00 on Jan 9 in Year S � Peak Outflow Discharge: 0.745 CFS at 9:00 on Jan 9 in Year 8 Peak Reservoir Stage: 7.64 Ft Peak Reservoir Elev: 437.64 Ft Peak Rese�-voir Storage: 16500. Cu-Ft . 0.379 Ac-Ft Flow Duration from Time Series File:outg.tsf Cutoff Count Frequency CDF Exceedence_Proba.bility CFS � � � 0.004 42674 69.592 69.592 30.408 0.304E+00 0 .011 5145 8.390 77.983 22.017 0.2205+00 0.019 4541 7.405 85.388 14.612 0.146E+00 0 .026 3265 5.325 90.713 9.287 0.929S-01 0.034 2104 3.431 94.144 5.856 0.586E-01 0.042 1424 2.322 96.466 3 .534 0.353E-01 0.049 840 1.370 97.836 2.164 0.21&E-01 0.057 566 0.923 98.759 1.241 0.124E-01 0.064 339 0.553 99.312 0.688 0.688E-02 0.072 177 0.289 99.600 0.400 0.400E-02 0.079 17 0.028 99.628 0.372 0.372E-02 0 .087 36 0.059 99.687 0.313 0.313Fs-02 0 .094 39 0.064 99.750 0.250 0.250E-02 0.102 27 0.044 99.795 0.205 0.205�-02 0.109 21 0.034 99.829 0.171 0.171B-02 0 .117 32 0.052 99.881 0.119 0.119fi-02 0.124 16 0.026 99.907 0.093 0.9305-03 0.132 2 0.003 99.910 0.090 0.897E-03 0.140 4 0.007 99.917 0.083 0.832E-a3 0.147 4 0.007 99.923 0.077 0.766E-03 0.155 6 0.010 99.933 0.067 0.669E-03 0.162 5 0.008 99.941 0.059 0.587E-03 . • 0.170 7 0.011 99.953 0.047 0.473E-03 0.177 6 0.010 99.962 0.038 0.375E-03 0.185 6 0.010 99.972 0.028 0.277E-03 0.192 S 0.008 99.980 0.020 0.196E-03 0.200 4 0.007 99.987 0.013 0.130E-03 0.207 2 0.003 99.990 0.010 0 .978E-a4 0.215 5 0.008 99.998 0.002 0.163Fs-a4 0.222 0 0.000 99.998 0.002 0.163E-a4 0.230 0 0.000 99.998 0.002 0.163E-04 0.238 0 0.000 99.998 0.002 0.163E-04 0.245 0 0.�00 99.998 0.002 0.163E-04 0.253 0 0.000 99.998 0.002 0.163E-04 0.250 0 0.000 99.998 0.002 0. 163E-04 0.268 0 0.000 99.998 0.002 0.163E-04 Duration Comparison Anaylsis Base File: o1117exg.tsf New File: outg.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutof' Base New �Change Pr�bability Base New �Change 0 . 067 � 0.60E-02 0.5873-02 -3 .5 � 0.60E-02 0.067 0.066 -1.3 0.082 � 0.41E-02 0.37E-02 -11 .1 � 0.41E-02 0.082 0.071 -13 .9 0.097 � 0.26E-02 0.23E-02 -11.8 � 0.26E-02 0.097 0.093 -4.4 0.112 � 0.17E-02 0.15E-02 -9 .5 � 0.17E-02 0.112 0.109 -2.7 0.128 � 0.12E-02 0.91E-03 -23 .3 � 0.12E-02 0.128 0.117 -8.4 0.143 ; 0. 82E-03 0.82E-03 0.0 � 0.82E-03 0.143 0.143 0.3 0.158 � 0.62E-03 0.6dE-03 -2.6 � 0.62E-03 0 .158 0.157 -0.6 0.173 � 0.38E-03 0.44E-a3 17.4 ( 0.38E-03 0.173 0.177 2.2 0.188 I 0.26E-03 0.26E-03 0.0 � 0.26E-03 0.188 0.189 0.5 0.204 � 0.18E-03 0.11E-03 -36.4 � 0.18$-03 0.204 0.195 -4.0 0.219 � 0.49E-04 0.16E-04 -66.7 � 0.49E-04 0.219 0.213 -2.0' 0.234 � 0.33E-04 0.16E-04 -50.0 � 0.33E-04 0.234 0.214 -8.3 0.249 � 0.16E-04 0.16E-04 0.0 � 0.16Fs-04 0.249 0.269 7.8 Maximum positive excursion = 0.022 cfs ( 9.10} occuring at 0.246 cfs on the Base Data:01117exg.tsf and at 0 .269 cfs on the New Data:outg.tsf Maximum negative excursion = 0.012 cfs (-14.9�) occuring at 0.083 cfs on the Base Data:01117exg.tsf and at 0.071 cfs on the New Data:outg.tsf i ; � � � , ; , I i ; � � i � ;;, �: , , . -.�;;� �� ' . ,�.�`� M _._, ;'; r_. --fi �,; ,,, _ ,' � �s .�....... , I i �1�.�� .. �. ?'' � .��{�. . . , .. . ' . ' ' . ' �" � . . . .. � . . . ..�- �. - . ,frf� .. . '. .. � �. � . , � . .. .. . .. . . � �y' , . � ,�� . . [�' . . . ��' .. � . � �, :p. . � �. . . � . , , �_ �. r'; - "��,'� �."(�p ��' � �"� i;�:��'i�j`� ;��f��''�'j�� ! `� J�'"� I r, �i. � � ' -?�I_± - - . + C. Water Quality Volume Calculations The City of Renton requires that Basic Water Quality Trza�nent applizs to �e �u�ject site. The dead storage portion within a wetvault will be used for water quality treatment. The required dead storage was sized according�o Section b.4.1.1 of the 1998 KCSWDM. The following variables were used in the calculation: Volume r actor (fl = 3 Rainfall = 0.039 feet or 0.47 inches Area= developed basin Where A; = area of impervious surface(s fl A�= area of till soil caveresi with grass (st� �= area of till soil covered wiih forest (s� Ao = area of outwash soil covered with grass or forest(sfl Vb = fl'`[0.9A; + 0.25t�+ 0.1 A,f+0.01 Ao] x (R/12) Vb= 3*[(0.9)(1.39) + (0.25)(1.12)]0.039 x (43564sf/ac) = 7,803 CF The detention%water quality vault is 20' X 108'. The first cell will be 20' X 28' X 4' dee�. The first cell will cairy 2,240 CF. The second cell will cover the remaining surface area at 3.5 feet of depth. The secand ceil will contain (20*108 —20*28)3.5 = 5,600 CF. Combined the cells will carry a total of 7,840 CF of dead storage which exceeds the required. The first cell carries 28.6% of the actual storage, which falls within the required range of 25% to 35%. The first cell must carry an average of 1 foot of sediment. The first c�il will be "V" shaped with 5% slopes from the exterior walls to the center. The width of the vault is 20' with the 5% slope occurring across half of the width or 10' with an elevation difference of 0.�' at the center of the vault. The avera.ge depth across the"V" section is th�refore half of the total elevation change or 0.25'. An addiriona10.75' is needed to bring the average sediment depth to 1'. Therefore, the highest point of the bottom of the first cell of the vault will be the top of the dead storage elevation less the 4' of depth less 0.75' or EL 430.0—4—0.75 = EL 425.25. The second ceil must cany an average of 0.� foot of sediment. The second cell like the first cell will be"V"shaped with �% slopes from the exterior walls to the center. The average depth across the"V" section is 0.25', which is the same as for the first ceil. An additiona10.25' is needed to bring the average sed'unent depth to 0.5'. Therefore, the highest point of the bottom of the second ceil of the vault will be the top of the dead storage elevation less the 3.5' of depth less 0.25' or EL 430.0—3.5 —0.25 = EL 426.25. The iughest point within the second cell was placed at EL 426.00 to maintain t�e 4' elevation change at the control structure between the floor elevation and the outlet eievarion. a 6.4.1 WETPONDS—BASIC AND LARGE—METHODS OF ANALYSIS FIGURE 6.4.Y.A PRECIPTTATION FOR MEAN ANNUAL STORM IN INCI�.S(FEET� ST 1.0/ ST 1.1 ST Z.0 I,p� 0.8 LA. 0.9 I'p' 1.0 I'p' 1.2 '-r- -� . �� ,,,,- -� �is,, -:=y � _ . . ., t �' � � �� 'T`^.�,ti, �' — ;i I /� � ��J�/' : •-. vl!' �� {.T�J . �� f �� '��7'/ � : ^.� � �� - I.r � r�� i r �� .. � � $\V '. y �..7 /. _ � - j � :� �' .. � � ��` ;r_� . 3 �C�S �: h � �\- . �(1�� :�i .. � ' 1� �,�, ��f �. ��-'�\��- � � „y ft ,F-K 1 .� t � ,�� ...G::>: . �..._�,),� .'� _.�' ��f _ �^ � j +p "`� ��-, .�/ $ �r- � ,�. I�'_ , �! � ' ' . -v � � - _:,.c-,_ 9�� r-�s- � � i - .rumu ` `_,.Y.fr n &Y �-�... �~ _ _ ] _ " ��y {.�.�, • .• � ' �- ��. `�. � ' �„_ �yE._ i: �� . � � � � . ; i ti� � I 4 Z � ': �.: �^ `/ r\ . . ; - . �� Y� � r •1s' � •. �v.-! l �.I �_ � . J � , �, _, j d�_s � : � ,' r � •�. ti � � i , r '- ~ �.- . j �— c.., / '^,_'-'�`� �\ / �/ 4: •�i • F J/ �� 1" � � t� l"1/F ��/ � �e.�`-:T � .Ya.1 f � I / } � � �''� � _ `_ 'MS 1 �i . .y, ;�r �`�, , �� p --i; � ,r; v �r� , �� _ �' -- , � . r_,;-., „ � . o s r : , � . : �- � �,.-' � i• �� _ .C-.c� y i� '�.,�' � ^ j _...-_: �� 1.�F :IL:I - � /, `/ O .,.�, '� '�� . !O � � Q I ' ` I.�'.i`�;' , 'i � i1' �.-�---`-r�-`--�—.. 1 - : �~.`y l,_ j. _ '. � '.o°°�` - ,,--9 �` — � � �omd V` /�- 1Q � � �� i ^` i_J P `1i '� \ � T� ��r�r � �•..''�" - ri � , .;.�- � `�. � ' ,,;-`'�'`� � � ,-� 0.54� y,�i ,� � r�` (0.045' ) f,� 8�' `'� '�? 0 �,,., , .�.,�-�_ -�:a��; ..:�.. :e�,,. �.� 0.47' (0.039' ) �, � `" • �.-� .,�___ � Incorporated Area -� � ...�� RivedLake 0.47' � y � — AAajor Road (0.0 3 9' ) 0.5 2" ,�`�.�� ` (0.043'1 Q.6'p NOTE:Areas east of the eastemmosi isoplwial should use 0.65 0.5 6" (0.0 5 4' } inches unless rairrtall data is avaBabte forthe location af interest {0.047') x The mean amual slortn is a oor�epR�al storm found by rividiig the mrwal piecipCation by the tntal rrm�ber of�eveccts par yeer result,generates lazge amounu of runoff. For this application, [ill soil types include Bucl:ley and bedrock soils,and alluvial and outwash soiis that have a seasonally high water table or are underlain at a shallow depth(Iess than 5 fert)by glacial till. U.S. Soil Conservation Service(SCS)hydrolo�ic soii groups that are classified as ti11 soils include a few B,most C,and all D soils. See Chapter 3 for classification of specific SCS soil types. ?998 Suriace Water Design Manual 9/1/98 .6-69 . . : 4. CONVEY.�IVCE SYSTEM ANALYSIS AND DESIGN Since the site is less than an 3 acres in size and a minimum of 12"diameter pipe is useci for collection of the drainage, the storm drainage system is over designed and conveyance analysis is not necessary. The developed 100-year raturn period starm for the entire site only produces 0.89 cfs of flow. At 0.�%, a 12" diameter pipe can carry up to 2.7 cfs of flow. Therefore, the storm drainage system can be assumed to be adequateiy sized without further analysis. A copy of the storm drainage report for the adjoining project west of the site has included in this report. This report, "Drainage Report F�r=�.7? Court". last reti�;s�� ; ��, _ Julv l?, 2001. �vas oren�red bv Baima & HolmberQ, Inc ' .:` .. BAIMA & HOLMBERG INC. DRAINAGE REPORT FOR 4.77 COL'RT May 31, 2000 , ,2Evz5�'t� �/2/0� REVSSE�� 4.�z/ot �Ul�i�d �f!'�'��r Baima & Holmberg, Inc., Job No. 1�17-006 � � • � 1 �r - ��,t,r.� �r � �=.��.-. �r � ��-��7��i�.. = a� a �� z:* _ s - � _ _ `�.� � .. :. .�,_.ii� � �� .;=��.-- -_ _ '��',J �-�`:,c;,. '__ �;' s� ��.'�Y:y`= _,`=�� Prepared for: Exa,��s - ��a _� C. 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W�11 � l �� 1 . �V��, 1^.M'� � �� A�\ ��\� J,� �\� �1\: � �� ,� ;� �\r �C��A�� 14�TW PL SE ��1,��\< `�� ,�,�1��f �n N \\VA��qV A11 `., ��. t� 14bT �\ �� q� u � � � � �,a�� u�+�. m �� ,� N Av SE -��,a�� \�,�,� ��,\, --� pp �A ��V�^i� V�� ^' � d` •,1A�AV.'�1A1��V��1�� 1i �VAV )1��A��•�� i�\�� `��A\o; ""-��^----.-�-....... (A � z� �� = V � �� I�t �AP1 �� \�A��; 1��1�� f*1 't'� .P�Ar ��=41 � �� :'�� \ t\ ��`�� \\�\�� , �,,, ,�,�,,�,�,��,��,�� "�� i �, � s� o�., o l��rE� ,�» ,� �� AV S „ �,,.,,,,,,��,�� ",� ��,, �,.,� � , � \ ��,��`,�.� __-...w.,. `�� ;.,��„ �,��,��; � � ti P�SF \��,��1 C/� � ��j _� ��, ` � 1�}7TII -� b ,r� �� , �� ,�\ � ��N� °' � �......�..._._... N f' �� N �� \� �1��1 `'\ ��" �_ ' � .._......-...._ �, frl � `\ \'C 1��\�J�.. ,, /-� \� ,,f o { r c c>1��IBrH ~ ,a � �..- �/� ��..._ � Pl_ r �w �� ;`�`;��1��V�� V � ,�� r .__.__.._ ,.- , _-__..�_._.$C� ✓a'F � 1` �,�v�" �;y�� ,� � �� ,. o-, , ,,; �� _ �., t , ,_, : PROJECT OVERVIEW This project involves subdividing a 4.77-acre parce! into 26 single-famil�r residential lots. The site is located along the north side of Northeast 4T Street, in the SE '/4 of Section 10 of Township 23 North, Range 5 East. There are two existing single-family residences that are to be removed. In general, the ground cover in the south portion of the site is lawn/pasture, and the north portion of the site is brushy with an onsite wetland area. The underlying soils are Aldenrvood. UPSTREAM TRIBUTARY AREA Approximately, 0.40 acres of upstream area drains onto the site. The upstream tributary area is comprised of lawns from single family residences located east and west of the site. There are no apparent drainage problems associated with these upstream flows, LEVEL 1 DRAINAGE ANALYSIS , Two Level-1 downstream drainage analyses have been prepared along this downstream pathway. Barghausen Consulting engineers, Inc prepared a repart ', dated October 1997 for the High(and Market Place Shopping Center and Tri�d ', Associated prepared a report dated June 9, 1999 for the Windsong project. The ',, site was visited May 30, 2000 to verify the reports reflect existing conditions. Runoff from the site generally flows south across the site to a drainage ditch located along the north side of Northeast 4ih Street. The drainage ditch flows form east to west and is approximately 2-ft wide and 2-ft deep. The flows are conveyed west to the parcel's west property line where it enters a 12-inch diameter inlet pipe. The starm system continues west approximately 925-feet to the west boundary of Windsong. Then, the runoff is conveyed south approximately 12�-feet crossing Northeast 4th Street and discharging into a drainage channel located within King County Wetland number 150. The channel is approximately 10-feet wide and 1-foot deep. From the outlet, the flows continue sauth in the wetland further than a '/4 of a mile downstream from this project. Along this downstream drainage path, there was not any apparent drainage problems. The proposed storm system consists of the onsite flows being conveyed to an onsite detention/water quality vault and discharging to the storm system along Northeast 4th Street. i - �nruc n.�c.rn. 6'CYCLONE 0+45.4� p"� �•�� FFNCE 00 "a'� �E�cEI '� �N 8820'S4'W , _- - \ r r � _ __ _ i / ----- � _ _ — `P /� �i ' \� ,,�' � / ,'� !�= i - --'-- _��I '�8� , i 7 — � ;�;s: TRACT�'�,d, i � � ' � sa,� ; i ��'�"� ' w"6 � � nucT`� ' 'ug„°'t �! � -y5' ;�' _ % ' !� �' ', `� I _'_ ' � 7 6:5' 16.5 1� 1�, i ``i �' .... 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" _ .. ; �.__. :. . _. --- _'� =( r_ �-Z�G� � �_�f � ! � -r ___ _ � ' _ _ __ __ __� �� , : ; � : , . • KCRTS Level 2 Detention Design Retention/Detention Facility Type of Facility: Detention Vault Facility Length: 265.00 ft Facility Width: 23. 00 ft Facility Area: 6095. sq. ft Effective Storage Depth: 6.50 ft Stage 0 Elevation: 0.00 ft Storage Volume: 39618. cu. ft �Q�� Vd-v�r� Riser Head: 6.50 ft Riser Diameter: 16. 00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (C FS) (in) 1 0.o 0 1.25 0.1 o e �'�'�"� ae'�F`c� 2 4.00 2.06 0. 162 6.0 '�P " Top Notch Weir: None Outflow Rating Curve: None , Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 0.00 0. 0.000 0. 000 0.00 0. 01 0.01 61. 0.001 0.005 0. 00 0. 03 0.03 183. 0. 004 0.007 0.00 0. 04 0.04 244. 0.006 0.008 0.00 0.05 0.05 305. 0.007 0. 010 0.00 0. 07 0.07 427. 0.010 0.011 0.00 0. 08 0.08 488. 0.011 0.012 0.00 0.09 0.09 549. 0.013 0.013 0.00 0.10 0.10 610. 0.014 0.014 0.00 0.21 0.21 1280. 0.029 0.020 0.00 0.32 0.32 1950. 0.045 0.024 O.QO I �.43 0.43 2621. 0.060 0.028 0.00 0.54 0.54 3291. 0.076 0.031 0.00 � 0.66 0.66 4023. 0.092 0.034 0.00 I 0.77 0.77 4693. 0.108 0. 037 0.00 0.88 0.88 5364. 0.123 0.040 O.dO 0.99 0.99 6034. 0.139 0.042 0.00 I 1.10 1.10 6705. 0. 154 0.044 0.00 1.21 1.21 7375. 0.169 0.047 0.00 1.32 1.32 8045. 0.185 0. 049 0.00 1. 43 1.43 8716. 0.200 0. 051 0.00 1.54 1.54 9386. 0.215 0. 053 0.00 1.65 1.65 10057. 0.231 0.054 0.00 j 1.76 1.76 10727. 0.246 0.056 0.00 1.87 1.87 11398. 0.262 0. 058 0.00 1.98 1.98 12068. 0.277 0. 060 0.00 I 2. 09 2.09 12739. 0.292 0. 061 0.00 2.20 2.20 13409. 0.308 0.063 0.00 2.31 2.31 I4079. 0.323 0.064 0.00 2.42 2.42 I4750. 0.339 0.066 0.00 l 2.53 2.53 15420. 0.354 0.067 0.00 2.64 2.64 16091. 0.369 0.069 0.00 2.75 2.75 16761. 0.385 0.070 0.00 2.86 2.86 17432. 0.400 0.072 0.00 2.97 2.97 18102. 0.416 0.073 0.00 3.08 3.08 18773. 0.431 0.074 0.00 3.19 3.19 19443. 0.496 0.076 0.00 3.30 3.30 20114. 0.462 0.077 0.00 3.41 3.41 20789. 0.477 0.078 0.00 3.52 3.52 21454. 0.493 0.080 0.00 3.63 3.63 22125. 0.508 0.081 0.00 3.74 3.74 22795. 0.523 0.082 0. 00 3.85 3.85 23466. 0.539 0.083 0.00 3.96 3.96 24136. 0.554 0.084 0.00 4.00 4.00 24380. 0.560 0.085 0.00 4. 02 4.02 24502. 0.562 0.086 0.00 4. 04 4.04 29624. 0.565 0.090 0.00 4.06 4.06 24746. 0.568 0.095 0.00 4.09 4.09 24929. 0.572 0.103 0.00 4.11 4.11 25050. 0.575 0.113 0.00 4. 13 4.13 25172. 0.578 0.124 0.00 4.15 4.15 25294. 0.581 0.131 0.00 4.17 4.17 25416. 0.583 0. 134 0.00 4.28 4.28 26087. 0.599 0. 149 0.00 4.39 4.39 26757. 0.614 0.161 0.00 4.50 4.50 27428. 0.630 0.172 0.00 4.61 4.61 28098. 0. 645 0.181 O.00 4.72 4.72 28768. 0. 660 0. 190 O.00 4.83 4.83 29439. 0.676 0.198 O.00 4.94 4.94 30109. 0.691 0.206 0.00 5.05 5.05 30780. 0.707 0.214 0.00 5. 16 5.16 31450. 0.722 0.221 0.00 5.27 5.27 32121. 0.737 0.228 0.00 5.38 5.38 32791. 0.753 0.234 0.00 5. 49 5.49 33462. 0.766 0.240 0.00 5. 60 5.60 34132. 0.784 0.246 0.00 5.71 5.71 34802. 0.799 0.252 0.00 5.82 5.82 35473. 0. 814 0.258 0.00 5.93 5.93 36143. 0.830 0.264 0.00 6.04 6.04 36814. 0.845 0.269 0.00 6.15 6.15 37484. 0.861 0.275 0.00 6.27 6.27 38216. 0. 877 0.280 0.00 6.38 6.38 36886. 0. 893 0.285 0.00 6.49 6.49 39557. 0. 908 0.290 0.00 6.50 6.50 39618. 0.909 0.290 0.00 6.60 6.60 40227. 0.923 0.757 0.00 6.70 6.70 40837. 0.937 1. 610 0.00 6. 80 6.80 41446. 0.951 2.700 0.00 6. 90 6.90 42056. 0.965 4. 000 0.00 7.00 7.00 42665. 0.979 5.480 0.00 7.10 7.Z0 43275. 0.993 6.910 0.00 7.20 7.20 43884. 1. 007 7.440 0.00 7.30 7.30 44494. 1.021 7.940 0.00 7.40 7.40 45103. 1.035 8.400 0.00 7.50 7.50 45713. 1.049 8.840 0.00 7 .60 7.60 46322. 1. 063 9.260 0.00 7.70 7.70 46932. 1. 077 9. 660 0.00 . . 7.80 7.80 47541. 1.091 10.050 0.00 7.90 7.90 48151. 1.105 10.420 0.00 8.00 8.00 48760. 1.119 10.770 0.00 8.10 8.10 49370. 1.133 11.120 0.00 8.20 8.20 49979. 1.147 11.450 0.00 8 .30 8.30 50589. 1.16I 11.780 0.00 8.40 8.40 51198. 1.175 12.090 0.00 8.50 B.50 51808. 1.189 12.400 0.00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 1.51 ******* 0.95 6.62 6.62 40363. 0.927 2 0. 69 ******* 0.20 4.92 4.92 30001. 0. 689 3 0.86 0.29 0.08 3.44 3.44 20960. 0.481 10-yr Q � 4 0.77 ******* 0.20 4.79 4.79 29199. 0. 670 5 0.73 ******* 0.28 6.26 6.26 38132. 0.875 6 0.72 0.17 0.06 1.79 1.79 10914. 0.251 2-yr OG� 7 0.60 ******* 0.06 2.07 2.07 12607. 0.289 8 0.57 ******* 0. 07 3.01 3.01 18371. 0. 422 ---------------------------------- Route Ti.me Series through Facility , InfZow Time Series File:1517d.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: 1.51 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.948 CFS at 10:00 on Jan 9 in Year B Peak Reservoir Stage: 6.62 Ft Peak Reservoir Elev: 6.62 Ft Peak Reservoir Storage: 40363. Cu-Ft . 0.927 Ac-Ft Flow Duration from Time Series File:rdout.tsf i Cutoff Count Frequency CDF Exceedence Probability CFS $ $ �S 0.004 36873 60.132 60.132 39.668 0.399E+00 , 0. 012 5123 8.355 68.987 31.513 0.315E+00 0. 020 4356 7.104 75.590 24.410 0.244E+00 0.028 4138 6.748 82.339 17.661 0.177E+00 0. 035 3579 5.837 88.175 11.825 0.118E+00 0.043 2448 3.992 92.167 7. 833 0.783E-01 0.051 1541 2.513 94.680 5.32a Q.532E-01 ; 0.059 1133 1. 648 96.528 3.472 0.347E-01 0.067 790 1.268 97.816 2.184 0.218E-01 0. 075 553 0.902 98.718 1.282 0.128E-01 0. 082 464 0.757 99.475 0.525 0.525E-02 0. 090 118 0.192 99.667 0.333 0.333E-fl2 0.098 11 0.018 99.665 0.315 0.315E-02 0. 106 13 0.021 99.706 0.294 0.294E-02 0.114 6 0.010 99.716 0.284 0.284E-02 0.122 3 0.005 99.721 0.279 0.279E-02 O. I29 7 0.011 99.733 0.267 0.267E-02 0.137 6 0.010 99.742 0.258 0.258E-02 0.145 8 0.013 99.755 0.245 0.245E-02 0.153 9 0.015 99.770 0.230 0.230E-02 0. 161 13 0.021 99.791 0.209 0.209E-02 0. 169 12 0.020 99.811 0.189 0. 189E-02 0.176 13 0.021 99.832 Q.168 0.168E-02 0.184 15 0.024 99.656 0. 144 0.144E-02 0. 192 17 0.028 99.884 0.116 0.116E-02 0.200 12 0.020 99.904 0.096 0.962E-03 0.208 10 0.016 99.920 0.080 0.799E-03 0.216 6 0.010 99.930 0. 070 0.701E-03 0.224 10 0.016 99.946 0.054 0.538E-03 0.231 7 0.011 99.958 0.042 0.424E-03 0.239 8 0.013 99.971 0.029 0.294E-03 0.247 3 0.005 99.976 0.024 0.245E-03 0.255 3 0.005 99.980 0.020 0.196E-03 0.263 2 0.003 99.984 0.016 0.163E-03 0.271 4 0.007 99.990 0. 010 0.978E-04 0.278 4 0. 007 99.99� 0. 003 0.326E-04 I I Duration Coa�arison Anaylsis (RCRTS) Base File: 1517u.tsf New File: rdout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New ?cChange Probability Base New $Change 0.064 I 0.74E-02 0.40E-02 -46.0 � 0.74E-02 0.084 0.081 -3.5 0.102 � 0.55E-02 0.30E-02 -44.7 � 0.55E-02 0.102 0.082 -19.0 0.119 I 0.42E-02 0.28E-02 -34.2 � 0.42E-02 0.119 0.084 -29.7 0.137 � 0.32E-02 0.26E-02 -18.6 � 0.32E-02 0.137 0.098 -28.3 0.154 I 0.24E-02 0.23E-02 -4.1 I 0.24E-02 0. 154 0.149 -3.2 0.172 � 0.17E-02 0.16E-02 5.6 � 0.17E-02 0.172 0.176 2.2 0.189 � 0.12E-02 0.13E-02 4.I � 0.12E-02 0.189 0.191 0.9 0.207 � 0.95E-03 0.80E-a3 -15.5 � 0.95E-03 0.207 0.200 -3.4 0.225 I 0. 65E-03 0.54E-03 -17.5 � 0.65E-03 0.225 0.218 -2.7 0.242 I 0.42E-03 0.26E-03 -38.5 � 0.42E-03 0.242 0.231 -4.5 0.260 I 0.20E-03 0.18E-03 -8.3 � 0.20E-03 0.260 0.259 -0.4 0.277 I 0.13E-03 0.49E-04 -62.5 � 0.13E-03 0.277 0.267 -3.8 0.295 � 0.49E-04 O.00E+00 -100.0 ► 0.49E-04 0.295 0.277 -6. 0 O M8]C�*m�*� positive excursion = 0.005 cfs ( 2.9$) � � d �p Q(C� occurring at 0. 173 cfs on the Base Data:1517u.tsf and at 0. 178 cfs on the New Data:rdout.tsf Maximum negative excursion = 0.046 cfs (-34.9�) occurring at 0.132 cfs on the Base Data:1517u.tsf and at 0.086 cfs on the New Data:rdout.tsf .... . . ....... . ....... ._...._.. ...... _. ... . _. . .... ... ___. ....___ _ _ ..._. _.... _ __.. _.. _ . ___ _._. ............................................................................................................ ...........................................,;..,................_........... ..�: �..�>: n.t�: „+F": �6.�. ::i:f::: �� / 4�4 +U::n� ♦.�}��. 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Z I : . �.�/.`��!! G� �J�0�1.�" --� � _. _ _ __ ' _��:�1 ' __ �__ � � _ .....__ � 0,5 �F,��'Bof�/Z L� _. .. _ ........ . _: �Z — _. _ __ _ f � �... ' _ k; _ _ _ � _ : _.. . J � : � � .�I : . , ._ _, .,_ . N t? � v, ,o rv : v�� , _._ : __._.. . . _ _ . _ _� .� Q __ . __. ..... � ° ` �- , ` : : . .. ;___ DE�� sfo�2�( F_ "' _ , -_ � N�__ ' cl�-�— T cr��G� ._ .....:.... ..:..... ...;._. _... ..:... . . ___ : _ .... _.. ._ : _ :_ :_ _ _ . _.:_ _ _ _ ... _ _ - - ..._ : , ` _ _._ t� >. .. ..: ; .,oe ' BA1MA & HOLMBERG, INC. SHE��„o. o� 100 Front S#eet South ISSAQUAH, WASHINGTON 98027-3817 CALCULATEDBY oA,� (425) 392-0250 FAX (425) 391-3055 CHECKED 8Y DATE SCALE _r�s�__ _ �,�v��f_ _ _ 1 I ' :....._._. .. -,.._... , . . .:._... ... .... . _....."' ' ' _... __...��'�.. ..:.. ... .......: . . ....��. 1�fdF'G_oFr G� '; . _�. -y.��4-.fL ._.Er��'�T. 1�5�'�b; __1..�f�.�./ T.z't��__ .,r,-- '; , ___. ___ , ____ :._. . __.. . _ _ ; _.... _, � _ ''_...._ ':7_, ��.N� , 1��,�_�`s �.��_..... .,��f?�;•��`o��""''J _. . ' __ __. . ! _ ... _ Q ' / v6��: ' _. . � ___ .. __ . .._. . ,. . ..... _ __ __ __. __ __ . : _ ^ , . r . /�'..�'��..7 S� ��,. _ 1��-u�o _Ff. ��r. -.S� � ._ . ._._ _ .:._. _ _ � � _ ___ _ _ _. ?... ._:. ..._. _ . � 5�.... l�� r � � _ _ . ( ' 6 �� ,��v� =i �� o.5. _��Z_. . . _ . .. :.. ..._...�. _ _ . _ _ _._. _.=7. �5� 3 0 �_ �C r.�r�� : S�v�t��=r�Tr ��vr�_ _ _ .. � . :.-- ..:.. ' 51�. r.�jzr�:.��'��. _ ;.(��/ ..-� �� .-�.._. =,.2.�5_6 �r� .��''-��:_- _ _ . _.:_ :_.._ : . .: .. ._ : ; ...... __. .. . .___. ._ ' _ _ ' _. � ' � fr ;. . : :_.. .._ _. ... : �__.. , �� P�:� ��`� ��:��'�:S � _ � - -� ; _ �r /� � / 1� .5�.�►�!S 1.y � .� Z'� �t► � ,� Flow Freauency Analysis Time Series ^i1e:_5min.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow �=equency Anaiysis------- Flow Rate Rank Time ci Peak - - Peaks - - Rank Return Prob (C�S; (CFS} Period 1.06 6 8/27/Ol 18:OG 3.71 1 100.00 0 . 990 0. 797 8 1/05/02 ',5:00 2. 48 2 25.00 0 . 960 2.48 2 12/08/02 '_7:1= 1.�8 3 =0.00 0. 900 0.855 7 8/23/04 ':4:30 �. 51 ? 5.00 0.800 i.58 3 11/17/04 5:00 1. 33 5 3.00 0. 667 1. 33 5 �0/27/05 10:45 1. 06 /7 6 2.00 0.500 1.51 4 10/25/06 22:95 O .d55 `t� 7 1.30 0.231 3.71 1 1/09/08 6:30 0.797 8 1. 10 0.091 Compu�ed Peaks 3. 3C 50. 00 0. 980 . 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A'�:.1.��` � : . . � �c V£Go��E'� � S- �tiy �-L��t 5 i� ? 1517con.pks Flow Fr equency Analysis Titue Series File:15t7cun.tsf i�I'v jtif� i.iJt aii'vii:-u�d -i nif ---Annual Peak Flow P.ates--- ----=Flow Fr equency Analysis------- I iU:i r�'cliC iZdiin �iliil� Ji i��Qli i�Coi» a�dlii� i�C�uY Ii i�i iiU �CF�) (CFSj Period 1_06 6 8;'?7!Ol 18:40 3.71 1 l OQ.00 0.990 v.i,S�� .. . :n-. .,..� .-,,�.. ,. �� :� :.r. ."� �] .,� I V l/ VJi�I%!.. laJ.1/�l L..YV i.. 4J.1%V l�.✓t1V 2.48 2 12/08 j 02 17:1� 1.58 3 10.00 0.900 U.855 7 8;23,�04 14:30 1.51 4 5.00 �3.80Q , . -, :.,., --J(; , ..,. : :, ,,z� •, �:�:� 1.�%l7 J 11%� l 1/VY �J. 1.aJJ �% aI.VV V.VV! 1.33 � 10%27 j 05 10:45 1.06 6 2.00 0.50Q 1.51 4 1 U;25;'06 22:45 0.855 7 1.30 0.?31 3.71 1 1/09%08 6:30 0.797 8 1.10 0.091 Computed Peaks 3.30 50.Q0 0.98a Page 1 I� ING COUNT.Y, tiVASHINGTON, SURFACE WATER DESIGN MANUAL FI�UR�4.3.SC HEADZYATER D�PTH FOR Sti4007'H IVTERIOR PIPE CULVEP.TS tiVITH INLCT COvTROL I 8 O 10,00 0 168 a,000 EXAhtPLE t� � �2� �� EfVTRANCE iYPE 6. 156 6,000 o•,z i�cn.� i).s i.e�� - 6_- o.�to�r� SQUARE EDGE W1TH 144 5,000 6 5' S HEAOWALI � 4,000 Hw' tiw 132 0 �••' 4, � — 3,000 �,� z.s e.e 5' a. � 120 � 121 2.t 7.4 I � _1 - 2,000 (Jl 2.2 7.7 - �'•-•- j - � � 108 — '0 in I�et � 3. 98 3• • PLAN l�� I , i3Oa0 GROOVE END WITH Bo0 _ HEADWAL� 84 - 600 � /�-` 2.-- ._2._.. �;;r � - 500 /�' � � 1 72 400 / �\ Z� � � � I v300 E��'/ N 1.5 I.5 • ' � z N � � � - 1 Z gp v 200 / � I.5 ~ PLAN �21 ; - ? � � /� GROQVEEND � 0 54 / /i a PROJECTIAlG � - a , , o w 48 �� !00 %� Z . > � � 80 = ..- . .'.. � � Q ( U / = a l.0 !.0 � �� c� 60 w 42 � � N 50 HW ENZ'RANGE � � i � � 4� p SCALE ,�TYPE � i'� ' I / .9 ( \ ►— 36 30 (t1 /S�var� �aqe ti1�n a '9 �3� � � neod.ait � .9 33 ` � a 20 (21 / c�oor.��na.�tr a . � ,8 0 n.ae.alt S .8 30 8 (S�� Groor� �na pro��ctinq 27 l0 . .7 7- 24 a .7 6 To�+� ital� (21 0� (Jl Croj�cl � 2, Torlionlatl� la tt¢I� (1�,1��n �G ut� �t�olqAt intlin�d line t�roupR D and 0 icol,��or r�r�rt� o� .6 3 �it�u.o�.c. — .6 .6 18 /-� �-�(,n 4.c ' 3• �U �F S � 2 IS j • .5 .5 .5 I.0 --- --- i 12 4.3.5-I 1 . 1/90 Circular Channel Analysis & Design Solved with Manning' s Equation Open Channel - Uniform flow �y�iKSnaa� �!c'�1?1? ; Con�nent : y-.l 7-+.-.- T i l 7�� L. V1 V C 1'�J1 A1_.l.1A0.1 Li5\.11Q14C Given Input Data: Ll�l1LCl.Cl. . . . . . . . . . 1 . V V L:. Slope. . . . . . . . . . . . . 0 . 0065 ft/ft Manning's n. . . . . . . 0 . 013 LC7J 1.+�. . . . . . . . . . . . . � . V L l:. Computed Results: J1S.;;n?r�p . , , . , . . . . ! . ?S� CL'� J Velocity. . . . . . . . . . 3 . 66 fps Flow Area. . . . . . . . . 0 . 79 sf • /��..� L� l T..�.iL. Il ^!'2 CJ- 1�111.�VQl LC4J1.11. . . . V . / l l. Percent Fuli . . . . . . loo . ao 0 Ftzll Capacity. . . . . 2 . 87 cfs QMAX @. 94D. . . . . . . . 3 . 09 cfs Froude Numbzr. . . . . FULL Open Char_r_el Flo?•r Module, Version 2 . 01 (c� 1990 Haestad Methods, Ir_c . * 3� Brookside Rd * waterbury, Ct 05708