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HomeMy WebLinkAbout03300 - Technical Information Report - Drainage �� Core Design,lnc. CORE14711 N.E.29th Place,Suite 10 i �DESIGN Bellevue,Washington 98007 425.885.7877 Fax 425.885.7963 www.coredesigninc.co m DEVELOPMENT PLAIVNIN�= CITY OF RENTOR! APR 21 20C� , RECE�V�� PRELIMINARY STORM DRAINAGE REPORT FOR HONEY BROOKE WEST RENTON, `�'ASHINGTON �-���� �,. _ `��o��x�T� �o�` " � � � � � e t� ��' 3.'8 a�K� � $�G �.�0 ���' `�-. �r L ,s-,�' o�txes T-?5-o s �r Prepared by�: Philip D. Sarandos, E.I.T. Reviewed by: Brennan P. Ta,ylor, P.E. Date: ���arch 2005 Core No.: 04090 ENGINEERING PLANNING SURVEYING HONEY BROOKE �'�'EST TABLE OF CONTENTS '� I. Project Overvie�� i II. Existing Conditiun� ���>>���.n�,�r� III. Off-site Analysis A. Upstrea�ll i . '„ B. Bypass Ar� C. Downstrealn .�iiaiy��: N. Developed Conditions Summa:_ � A. Hydrologic Analysis B. Detention Routing Calculation C. Water Quality Volume Calculation (�nr�• I)c�i�!n. Inc. p.i�c , I. PROJECT OVERVIE�V The Honey Brooke West Plat is located at NE Sth Street and Hoquiam Avenue NE in ' Renton, Washington (see the attached vicinity map). This project includes 10 parcels consisting of 8 existing single-family residences and outbuildings, two of which��-i11 remain. The existing ground coverage varies from grasses and landscaping associated with the existing homes fronting Hoyuiam Avenue i�TE, to tall grasses with some trees covering the remainder of the site. The proposed project includes subdividing the existing property into 50 single family lots and constructing 48 single-family homes with associated roadways and utilities. Half- street improvements, including utilities, curb, gutter, and side«�alk, will be made to Hoquiam Avenue NE along the property's frontage. The existing ditch along the Hoquiam Avenue frontage will be put in a"closed"pipe/catch basin system which will ' bypass the site and continue to flow south along Hoquiam Avenue. The storm runoff from the Hoquiam Avenue widening and the on-site generated runoff will be directed to a combination detentionhuet pond located within a storm drainage tract in the southwest corner of the property. The pond will be designed to Level 2 Flow Control and Basic Water Quality per the City of Renton requirements. All drainage discharging from the pond��-i11 be piped 50+!- feet to the��-est via a 12" stonn drain where it connects to an existing CB in the Blueberry Lane Plat. (��nrt� Desi�n. Inc. Pa�e 3 405 5 4 � e�-�' 2 NE g,y�y��P�R .l t�1 90G 90 4; z � 2� ``' z = z � y� � < � 8 g � �� � S�T'E 11 R E N T 0 N Q = > NE 6 ST. o � <,�; �N � NE 4TN ST. �3� 5�. NE 4TH ST. 852 T. BM PT. 2103 N NE 5TH ST. GREENWOOD CEMETERY 17 169 16 � 15 14 ��� � �� �RO � �IAPLEWOOD � GOLF COURSE V/C/N/TY MAP N Vicinity Map Ho�ey Brooke West Langley Development Group Core Project No. 04090 II. EIISTING C01��DITIO\'S SU��TI�1AR�' The existing 9.�4 acre site ( 8 Ac. Project area and 1.54 ac offsite tributary area) is covered by a combination of pervious and impervious surfaces including: houses and associated outbuildings, concrete and asphalt pads, miscellaneous landscaping, pasture, and a few trees. The site soils are classifies as Alderwood Series, AgC (see the attached Site Soils Map). Runoff naturally sheet flows west and southwest across the site. There are no «�etlands, streams, or hazard areas related to this project. � � (,�ire f)c�i�n. In�°. 1'at!�� -! 6 Ml. 70 �wT£RSTiITE 90 �`��AkF Joins sheet 5 AmC /� �59AGllAH!2 ML 1�� ^ 1 680 C00 FEET 12������ :(C1TY P.CJ r0 Ml.l����a�� �/ � � T _ ` � "' l '1 ''1. • � `1 i� " _ q6p - _ �',�E '� s�� � % _ � � �_�- -- �� r 1► r.� , _ �� � , �m _ �w., 11 _j! ""_� �.� _ _ _ tl -��•i R'�1. - d � :. �, 5 0 r �. Ame - - _ • - ���, ��. , _ ,,._ , - � ,� , i a . � 'I- U. S. DEPARTMEiVT OF AGRICI7I.TL'R� ,' � �: �. ,Z� .ghian ,t: ;!;' _ � _� � v rn � „�q r' i �. � _ .M,- �'►'-, s�� ,�; ;:• - -: -;� S�IL CONSERVA_ION 5�,+'R�ICE 1� �, o ` i .�,,,� . dG i.,Srry� r ♦-A' ti ■� � �.ti= v� � s • � r '� .� �8 �` C`�� �;"� _ ^�:'� i �: _ � f 4I3' � _ �� 1 8 .g3:5 - = A _ .� 2�. .��r' •�r ! • r s'o... •C� . _ F - � _ , _... -i • -- � � � � � � � - - � � � � � ,���= - ::� -; �� - � S.�T ��B _ _ - T l .� .1 ' � ` - � � .� �- A R 0 --- {,, �• � _ _ �`• E� B K�� SHEET NO. 11 r. �.. ' - �� �A � ::l,, ,��v ,;� ,;� .• "A� � __ --:, _ KING COIJNTY AREA, WASHINGTON _ .. . - � • , • • . . ':-• ' ' � s: •TraiJer n'�EvB �-- -- , �i _ `-- . ( �V'I`ON ADRANG . . • , u n; ,k} Q �') I;� �; � ' _.' .- : a:BM; ' • , . �S� ■ k' w,.y u _ z6 g - � � �`�� R.�; U � _ - DESCRIPTIONS OF THE SOILS This section describes the soil series and map- Alderwood soils are used for timber, pasture, ping units in the King County Area. Each soil berries, row crops, and urban development. They series is described and then each mapping unit in are the most extensive soils in the survey area. that series. Unless it is specifically meatioried ' � otherwise, it is to be assumed that what is stated Alderwood gravelly sandy loam, 6 to 15 percent about the soil series holds true for the mapping slopes (AgC) .--This soil is rolling. Areas are units in that series. Thus, to get full information irregular in shape and range from IO to about 600 about any one mapping unit, it is necessary to read acres in size. both the description of the mapping unit and the Representative profile of Alderwood gravelly description of the soil series to which it belongs. sandy loam, 6 to 15 percent slopes, in woodland, An important part of the description of each 450 feet east and 1,300 feet south of the north soil series is the soil profile, that is, the quarter corner of sec. 15, T. 24 N., R. 6 E. : sequence of layers from the surface downward to rock or other underlying material. Each series A1--0 to 2 inches, very dark brokm (lOYR 2/2) contains two descriptions of this profile. The gravelly sandy loam, dark grayish brown �first is brief and in terms familiar to the layman. (lOYR 4/2) dry; weak, fine, granular struc- "" The second, detailed and in technical terms, is for ture; slightly hard, friable, nonsticky, . scientists, engineers, and others who need to make nonplastic; many roots; strongly acid; thorough and precise studies of soils. Unless it abrapt, wavy boundary. 1 to 3 inches thick. is otherwise stated, the colors given in the 62--2 to 12 inches, dark-brown (lOYR 4/3) gravelly descriptions are those of a moist soil. sandy loam, brown (lOYR 5/3) dry; moderate, As mentioned in the section "How This Survey Was medi�, subangu2ar blocky stzucture; slightly Made," not all mapping units are members of a soil hard, friabie, nonsticky, nonplastic; many series. Urban land, for example, does not belong roots; strongly acid; clear, wavy boundary. to a soil series, but nevertheless, is listed in 9 to 14 inches thick. alphabetic order along with the soil series.• 63--12 to 27 inches, grayish-brown (2.SY 5/2) Following the name of each mapping unit is a gravelly sandy loam, light gray (2.SY 7/2) symbol in parentheses. This symbol identifies the dry; many, mediwn, distinct mottles of light mapping unit on the detailed soil map. Listed at olive brown (2.5Y 5/6) ; hard, friable, non- the end of each description of a mapping unit is the sticky, nonplastic; many roots; mediwn acid; capability unit and woodland group in which the abrupt, wavy boundary. 12 to 23 inches thick. mapning imit has been placed. The woodland desig- IIC--27 to 60 inches, grayish-brown (2.5Y S/2) , nation and the page for the description of each weakly to strongly consolidated till, light � capability unit can be found by referring to the gray (2.5Y 7/2) dry; common, mediwn, distinct "Guide to Mapping Units" at the back of this survey. mottles of light olive brown and yellowish ' The acreage and proportionate extent of each brown (2.5Y 5/6 and lOYR 5/6) ; massive; no mapping unit are shown in table l. Many of the roots; medii.uu acid. Many feet thick. tercts used in describing soils can be found in the Glossary at the end of this survey, and more de- The A horizon ranges from very dark brown to tailed information about the terminology and methods dark brown. The B horizon is dark brown, grayish of soil mapping can be obtained from the Soil Survey brown, and dark yellowish brown. The consolidated Manual (19) . C horizon, at a depth of 24 to 40 inches, is mostly grayish brown mottled with yellowish brown. Some Alderwood Series layers in the C horizon slake in water. In a few areas, there is a thin, gray or grayish-brown A2 The .alderwood series is made up of moderately horizon. In most areas, this horizon has been we11 drained soils that have a weakiy consolidated destroyed through logging operations. . to strongly consolidated substrat� at a depth of Soils included with this soil in mapping make up 24 to 40 inches. These soils are on uplands. They no more than 30 percent of the total acreage. Some formed under conifers, in glacial deposits. Slopes areas are up to 3 percent the poorly drained Norma, ase 0 to 70 percent. The annual precipitation is Bellingham, Seattle, 'hikwila, and Shalcar soils; 35 to 60 inches, most of which is rainfall, between some are up to 5 percent the very gravelly Everett October and May. The mean annual air temperature is and Neilton soils; and some are up to 15 percent about 50' F. The frost-free season is 150 to 200 Alderwood soils that have slopes more gentle or days. Elevation ranges from 1Q0 to 800 feet. steeper than 6 to 15 percent. Some areas in New- In a representative profile, the surface Iayer castie Hills are 25 percent Beausite soils, smne and subsoil are very dark brown, dark-brown, and northeast of Duvall are as much as 25 percent Qvall grayish-brown gravelly sandy loatn about 27 inches soils, and some in the vicinity of Dash Point are thick. The substratwn is grayish-brown, weakly 10 percent Indianola and Kitsap soils. Also consolidated to strongly consolidated glacial. till included are small areas of Alderwood soils that that extends to a depth of 60 inches and more, have a gravelly loam surface 2ayer and subsoil. 8 Permeability is moderately rapid in the surface Arents, Alderwood �aterial 2ayer and subsoil and very slow in the substratum. Roots penetrate easily to the consolidated substra- tum where they tend to mat on the surface. Some Arents, Alderwood material consists of Alderwood roots enter the substratum through cracks. Water soils that have been so disturbed through urban- moves on top of the substratum in winter. Available ization that they no longer can be classified with water capacity is low. Runoff is slow to medi�, the Alderwood series. These soils, however, have and the hazard of erosion is moderate. many similar features. The upper part of the soil, This soil is used for timber, pasture, berries, to a depth of 20 to 40 inches, is brown to dark- and row crops, and for urban development. Capability brown gravelly sandy loam. Below this is a grayish- unit IVe-2; woodland group 3d1. brown, consolidated and impervious substratum. Alderwood gravelly sandy loam, 0 to 6 percent � Slopes generally range from 0 to 15 percent. slo es (AgB) .--This soil is nearly level and --' T'hese soils are used for urban development. undulating. It is similar to Aldezwood gravelly sandy loam, 6 to 15 percent slopes, but in places ,qrents, Alderwood material, 0 to 6 percent slopes its surface layer is 2 to 3 inches thicker. rlreas (.4mB) .--In many areas this soil is level, as a are irregular in shape and range from 10 acres to result of shaping during construction for urban slightly more than 600 acres in size. facilities. Areas are rectangular in shape and Some areas are as much as 15 percent included range from 5 acres to about 400 acres in size. Vorma, Bellingham, Tukwila, and Shalcar soils, all of which are poorly drained; and some areas in the Rep=esentative profile of Arents, Alderwood vicinity of En�claw are as much as 10 percent material, 0 to 6 percent slopes, in an urban area, 1,300 feet west and 350 feet south of the northeast Buckley soils. corner of sec. 23, T. 25 N„ R. 5 E. : Rwioff is slow, and the erosion hazard is slight. 0 to 26 inches, dark-brown (lOYR 4/3) gravelly This Alderwood soil is used for timber, pasture, berries, and row crops, and for urban development. sandy loam, pale brown (lOYR 6/3) dry; Capabi2ity unit IVe-2; woodland group 3d2. massive; slightly hard, very friable, non- _ sticky, nonplastic; many roots; medium acid; Alderwood gravelly sandy loam, 15 to 30 percent abrupt, smooth boundary. 23 to 29 inches slopes (AgD) .--Depth to the substratum in this soil thick. varies within short distances, but is commonly 26 to 60 inches, grayish-brown (2.5Y 5/2) weakly about 40 inches. Areas are elongated and range consolidated to strongly consolidated glacial from 7 to about 250 acres in size. till, light brownish gray {2.5Y 6/2) dry; Soils included with this soil in mapping make common, medium, prominent mottles of yellowish up no more than 3� percent of the total acreage. brown (lOYR 5/6) moist; massive; no roots; Some areas are up to 25 percent Everett soils that medizun acid. Many feet thick. have slopes of 15 to 30 percent, and some areas are up to 2 percent Bellingham, Norma, and Seattle soils, The upper, very friable part of the soil extends , which are in depressions. Some areas, especially to a depth of 2a to 40 inches and ranges from dark on Squak Mountain, in Newcastle Hills, and north of grayish brown to dark yellowish tirown. Tiger Mountain, are 25 percent Beausite and �vall � Some areas are up to 30 per.cent included soils soils. Beausite soils are underlain by sandstone, that are similar to this soil material, but either and Ovall soils by andesite. shallower or deeper over the compact substratum; Runoff is medium, and the erosion hazard is and some areas are S to 10 percent very graveily severe. The slippage potential is moderate. Everett soils and sandy Indianola soils. This Alderwood soil is used mostly for timber. This Arents, Alderwood soil is moderately well Some areas on the lower parts of slopes are used drained. Per,neability in the upper, disturbed soil for pasture. Capability unit VIe-2; woodland group material is moderately rapid to moderately slow, 3d1, � depending on its compaction during construction. Alderwood and Kitsap soils very steep (AkF) ,-- The substratwu is very slowly permeable. Roots' �-- -- - penetrate to and tend to mat on the surface of the This mapping unit is about 50 percent A1 eiwood consolidated substratum. Some roots enter the gravelly sandy loam and 25 percent Kitsap silt substratinn through cracks. Water moves on top of loam. Slopes are 25 to 70 percent. Distribution �e substrat� in winter. Available water capacity of the soils varies greatly within short distances. is low. Ri.m off is slow, and the erosion hazard is About 15 percent of some mapped areas is an slight. incinded, unnamed, very deep,' moderately coarse 'I'his soil is used for urban development. Ca- textured soil; and about 10 percent of some areas Pability unit IVe-2• woodland group 3d2. is a very deep, coarse-textured Indianola soil. ' Drainage"and permeability vary. Runoff is rapid to very rapid, and the erosion hazard is severe to Arents, Alderwood material, 6 to 15 percent very severe. The slippage potential is severe. slopes (AmC) .--This soil has convex slopes. Areas These soils are used for timber. Capability are rectangular in shape and range from 10 acres to unit VIIe-1; woodland group 2d1. about 450 acres in size. 10 3_2.2 KCRTSIRUNOFF FIL.ES METHOD—GENERATING TIME SERIES = TaBLE.3.�?B EQUIV�LENCE BETVVEEN SCS SOIL 3'YP.ES'A11ID'IfGRTS SOiL TI'�'ES:� �; `, SCS Soil Type SCS KCRTS Soil Notes Hydrologic Group I Soit Group I Alderwood (AgB,AgC,AgD) C Tdi " I Arents, Alderv�rood Materia! (AmB, AmC) C Ti11 Arents, Everett Material (An) S Oufinrash 1 ' Beausiie (BeC,BeD, BeF) C Tilf 2 , BeUingham(Bh) D Till 3 Briscot (Br) D Till 3 ' Buckley(Bu) D Till 4 Ea�lmont(Ea) D Till 3 Edgewick(Ed) C Till 3 Everett(EvB, EvC, EvD, EwC) A/B Outwash 1 Indianota (inC, InA, InD) A Outwash 1 Kitsap (Kp6,KpC, KpD} C Till Klaus (KsC) C Outwash 1 Neilton {NeC) A Outwash 1 Newberg (Ng) B Till 3 Noaksack (Nk) C Till 3 Norma (No) D Till 3 Orcas (Or) D Wettand Oridia (Os) D Till 3 . Ovall (�vC, OvQ,OvF) C Til1 2 Pilchuck(Pc) C Till 3 ' Puget (Pu) D Till 3 Puyallup(Py) B TiU 3 Ragnar(RaC, RaD, RaC, RaE) B Oufirvash 1 Renton (Re) � Tilf 3 Safal (Sa) C Till 3 Sammamish (Sh} D Tili 3 Seattle (Sk) D 1Netland Shalcar(Sm) D Till 3 Si (Sn} C Till 3 Snohomish(So, Sr) D Till 3 Sultan (Su) C Till 3 Tukwila{Tu) D Till 3 Woodinville (Wo) D �Till 3 Noies _ 1. Where outwash soils are saturated or underlain at shallow depth(<5 feet)by glacial till,they should be treated as till soils. 2. These are bedrocic soils,but caGbration of NSPF by King County DNR shows bedrock soils to have similar hydrologic response to till soils. 3. These are alluvia!soils,some of which are underlain by glacial tilt or have a seasonally h9gh water table. In the absence of detaiied study,these soits should be treated as till soils. _ 4. Buckley soiEs are formed on the low-permeability Osceoia mudflow. Hydrologic response is assumed to be similar to that of tiU soils. ' ]998 Surface Water Design Manual 9/1/98 3-25 5 �c 5�� ��, ,-� III. OFF-SITE ANALYSIS 1� b,��vss � ,�i�. ���.► �'�+��J y�, i /� . A. UPSTREANI TRIBUTARY AREA The site will receive runoff from 1.54 additional acres (Pasture— 1.39ac and Effective Impervious— O.15ac). Runoff in the ditch along Hoquiam Avenue will continue flowing south and hence "bypass"the site. B. BYPASS AREA The existing impervious area associated with Hoquiam Avenue already bypasses the site along the frontage of the property. Likewise, the Honey Brooke West project will bypass the runoff from a portion of the existing pavement area. C. DOWNSTREANI ANALYSIS Drainage from the site naturally sheet flo��s to the west and is tributary to the existing Blueberry Lane plat. The Blueberry Lane plat receives the existing runoff via sheet flow. The surface water is directed to several yard drains on the eastern side of the Blueberry lane project. The yard drains direct the runoff approximately 100' to the 12"diameter storm drainage system within the project. The runoff flows approximately 500 feet in the 12" storm system in Blueberry Lane and discharges to an existing wetland that separates Blueberry Lane from Duvall Ave NE. The runoff flows another 400 feet through the «-etland to the southwest corner of Blueberry Lane where it enters the Duvall Ave NE conveyance system. The conveyance system in Duvall directs the storm water south on Duvall and then west through private property and eventual to NE 4th St. T}Ie e�isting draina�e system appears to be functioning nonnally and no significant problems were noted. �, ( i�re I)c5ion. 1nr. I'age : , ( .-�_,a��FE�3�E z INLET 44' � . . - �. fE d9435.!'1�,i6 / R�/P+RAP SE�£C OETAK 57/T. C6 ;F� �' 7HK. 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WIA'596.6� � r 1 � ' . � - . . iE 1B'CPEP NW J91.M1 /I� � �i 4y I - •.�� _ ___ \,l� 11•�•I 14 ��+g I rr_ OS:J �� . ..�� '! ' � IE 18'CPEP SN 391..7 ' �� ' �- I ' . ' . . ' IE 14'CGEP E 191.0. Q I FF-i01.1 I� '---�, � i � '6� ��� .. . , � � �f I . I �IE 39Q� `6�Y�. �� r � I'� ` -- I ' . . . . SDMH � __'-. t I ( 7YP£1 �. - -..� ` I��{� �' � . { f /�/ ��� . I i. , . �M�96,� a- I, � � IE 18'fCd:C S,E 39�.� i�� � I �o E�"Sn�'rc'`' OUTFALL 15�A . �� - . ,.��,��. _� . __ i_ -- _ , i._ � ; � . .. i � I CNAN AND LYEAN Df/.9�. �oa ' - - �- � _ I - __� � . 5�'��,'��„ ! I ! OUT E 5dNC l£1r 3 2�"39e38 390.'#1 , '.� J � _ - i I I CNA�AS R!P-RAP- SEE D£TAI( , �� - ' �'T� . YD 8F ` a��; r a _ �, sfrr. cc + ' -;r =� ' �� 3?N CT l, � . . IC tB CPEF h 304.0 . � /� : �63CPg72' --�-- -�'- . � R/M�� 0 _ �s� �ia'�aeF w±s;. ' � � I CiB �� �� - � -r�;. : ; '� 40G�D i� f 6 tar . e � � Mhv f3�'d`�_i/ 1 i �. � !E 6'-I6N�i�.�►f � � '�'. s ir�M/JMD/ I � I I STA 5+86.6.x 9.Si'R�f. ; j '� ` _� � � _ I .V� � ra.�� TYPE 1, IHAU Cf/RB¢RA7F f ": • � ' ' i� � �, . .. � . i I I � � � n _�_ ��� �� � ( -- 'i a 1 � a�� �� � f ', + � � � CB 10 ,� I I " � rn . -o ' i ,�. � ' ` '� � CB 5 ' � . .. ' .. � TRACT A rrv�'z ss• �\ I.r SD ESMT _- ' T�IF 6".` /�' , � - 1� °' sT�2+0� ►a►P Rt. � II OVL/WA7E7P s ' _ "� ��� - �I � 2� I; � I T1PE J . - � � : . . . _. . � I �II I CPEN SPACE S£PARA70lP \�..�j ��r I � �3b 9 \ ~ . ----� ��� � i I�� , �� Vf1 p[� . . . / ; . . . �.. � V CPEP-� - BIi��0.o3 7 � ..lf 6"`w7�-e39b.9B , t2 1 � /LJ ClG � , . . I I � � , 71.9 _ 3K \ .__t /£B"39:z-ff 39�.97 � � �_ �. Q I � 41 I � � Q 1. �� � R/M C1�66r8�401.41 �� I � � �_ 1�I i�6+ ,•w"�� � 4 . - � i£e'�u�-�o�.eo lµy�tr) ALE: 1° _ � . I � {�,� : 1�F 6• �1� � �/ � .. .. �'b �. . . �1 � _, , � i � I ( � I � 'I F� 4�l � . I� � __ nl � � 2D �0 BO • I ' � �j OUTFALL fOA , ;�z, �� --, , � 1� �:z �� 2 � CB 4 . � I ►. . � � f ' ...i'�!'1��, to'id,\ w i �` m � J'� � STA 2+97, 9./7'RT. � . , . . I �.. I . 1E 11'd4�$P 39�.35 - ---�i •, G � ���� � � �` TYPE J O . I R!P-RAP- SE£D£TAIL �/� T . . .! ,.i _ .�.�� . - � � 41 S/lT. C6 �" � . ��� -:. , �� 10�570RM ORAINACE � 1 i,o z � eioFrc rn�nav sw�-� a� ' �1i - � £AS£M£N' � S£f DETAlL SNT. C6 i ' '� � �, CONTO INTERVAL: � I�J � ' SY - 0.0050 � '�> \ `�•._ " . - V �� I 6'S7U8 FOR K£Y571'kVE R IN7ERVAL � -+�'� �, � , � TWO F ON _ � � � �,� / �` _'i,,,,{ .W �_- � -.i. RocWEnY oauN rrn} V I M: . � , 'Ci.....�.-....... I � 'I .. • - . � i" �J � : �c�� •.cv� 1ti9' '� �r ' /L/ VD REN TICAL DAIUM (NGVD 1929) �. ., .. , T I � Ipii' _ ! /" � ' BE MARK: . � � � 1 f � �i� ' ��i . k � J ? 18'OIA. � . . .-. . . . . . I I � .I \ .I' '' I /I l_ �_ h�� a /� v� .,�� '� /£ �^}�.A3�ot�9/CS) 7OE. �TH 5T. ANDCUNION AVE. N.E.ON OF tr � : � �� . . 1 /E 6��936.z 4ej.q}(NIt� � � � CB 2 ` . r°`6 / ' ��'. �` ' I��� i�� - Z77 7}iE ORCHARDS) � STA 8+50, f8.54"R7 ''� r J ''� 40�EAST RENTON INiERCEPTOR . , � � �� � � . i I j� - TYPE 1, 7NRD'CURB GRA� � . .� '�I � . `��� ^ � � �,,� _ PROJECT PLANS BY RH2) -- � _ � ` , � I ,� �' OUTFALL fA � ,,,�-:--�_ -_. � '�h0; �! ��, CB 3 NOTE: . � ' . . ��-_�� � (� � , @ �ry � 1 EP I �'8 I " w LOCA7E Aq/?, . , . . . CONTOUR, B �ARY AND TOPOGRAPHIC _ � � � . ' { � lf 12'd94A� 594.�7- . �_f.. h9a�..�"Gp I i , ,� 3` � n 25.B'RT. ' � INFORMATION OVM HEREON BASED ON ,i , .. � I RfP-R�P - SE£D£rAlL , ' � - ' . ���� . y�T � B/Ll'TLTRAAO/J SWACf � �p - - � `` F yo -, 'n �f � � �� TOPOGRAPHIC RVEY PREPARED BY TRIA� . . , . . , . I, I . _ . . I SE£0£TNL SHT. C6 , i � \� �e ��`� � � �r ��� � ASSOCIATES, D 4-7-81. SL = 0.0050 i a r C� . .. I I � I ' /'�Q . T �n' 1 ' `� '� _ _ '' -- F 6F I_ � o l/0 1 ' ��'' SY�.1. '4' i i '� o , �' Z Jp,� - .. � . .. � � . �. J�f I I TYPE 2, 34" '� '>C�;�6�, ,1,��.` �1 ��-���'. 1 .1� . �tf'�L1 T.� N` 5�'PARA 0 � .,� ;\ , . . ' 36� `� !" . , .- . ' , � � ��TA,� � .� ����E 6 - ����C, A:S CONSTRIlCYE l. .� � ( sHr. ce �h .�. � � f �• _ � 1- NOf'E.• SE'E SNEE7`C5 FOR ,, .� I � � � Q ' � " � , ROAD dr STt7RM . cw,� = YD.8C ; DRAIN PRlJf7L£S WtE- r'23�9d ' I � ( �' , " /� � v.�3� ' 1 �qMI a�sg „ SEE�SHEEY C6 FOR 11'; �L�✓ - - . � I •� I __ i£8'd9�e,�- . STORM DRAINAGf S•I2•97 � ,o� . '✓�8•u DE'TAlLS DO�DS EN�INEER8. INC. E 18'CAEP 3947 '� 3LF 12� , � . . CIVtL ENCINEERING SVRVEYINO PLANNINC .., Po�61 397:1 `-_ ��I I ' . 6 0�'_:� �, o �� � m - 29 � SIUB �t����, . . .a_'_Rps .e.,._..eT.. w�lr u.._ c�ns �nn . II iE 8 �0109.� ' . _ . . � F �.�/ ' ' n IE 18 S�.390:b3 . . . 1 ' / 1 ,. .a , �E 10"CREP E 390,63 � la° 4 19 N �j;�J{, � � o�n�aw��.>a � ! � �.�_ ;_ __ q"' , ° i� N. 57N S z'� CB �JB iA1`'��r{Na���• a . . ._ . . . . I' .. �� : h � � / / ! O Q � V.�� � " � ' �\ ''� / � 7�£� �; � SOM��x• -E': � �"�� ` .. ' J � r _ ; � , ��►�-�-,� k��� Downstream Drainage Map .. � ' 'J .4. -- I ' t . , 'I� ,� � /f.�B%@ �l��, ' ' IE�12"CAEP 5:fB9�75 . �,• �,r�. q : . . �iE 19'�1 N 389.85 ----�a - ' ' .. an, r,� : . � . .. .. - iE 38'�COMC Sw 389.85 I_ I _ � �: „ ��---_-- - --- � � .., . - _ _ �J��� Honey Brooke West - � l ��� �i 28 f I��f _ � ' ' ; ------- ---,r-----_ - - _.-- _ - - - i .. ; ' FF� �. - - CrrB�BA a�t � - RJM�,��f Lan le -- -- - ,�,2•� ,xeoo� Develo ment r � G ., ou � i �, g Y � o � - . o , P , � - P I . ; 6 � � �_.,,, - , - . ... .. . . �.� .:� . ._.-._ ; : _ � ._._..... 397A9 ���A+'DRfIW AL • . � ' �� � .r I �--_ _ r;ae•o�'�s"w 6os.o�' - _ . -- Core Project No. 04090 - , 4 suN�.�z' �J � � ' 'BY . r�u asa.a I w ea vnu�r �. CB 9 �iB 6 �iB 7 �iB 8 ,� _,F� ".."�`^'�„�- � 1E iD'C0.V,^,N J�.� � � .. '. ' IE 3E'CONC SW 390.2I � '... R � p 7YPE 1 STA 9rJ6, 9.17'R7. STA 11+77, 9.17'R7. IYP£f -��_4� i - � r � I I rroE � rraF � �Y � � � _ 4• 31 � E �a,� IV. DEVELOPED CONDITIONS SUNIMARY A. HYDROLOGIC ANALYSIS The hydrologic analysis ���as conducted using the King County Runoff Time Series sofri��are (KCRTS) methodology. The site soils, identified as Alden�-ood Series (AyCj, correlate to the KCRTS aroup Till. The Seatac rainfall reQion was used; with a regional scale factor of 1.00. Per Table 3.2.2.E in the 1998 KCSWDM, the effective impen�ious fraction far 1 DU/AC is 0.50 and the impervious area fpr the existing site is 15%. The �j.5 st effective impervious area therefore, is 0.50*0.1��c=0.73ac. Using the predeveloped effective impervious area and pervious area shown in the table belo�v, a predeveloped time series �vas generated. Tlle developed site's imperviot�s area��-as ai-rived at using the assumption that each lot �vill have 4000sf of impenrious per lot per the 1998 King County Surface Water Draina�e Manual (KCSWDM), Section 3.2.2. Using this criteria results in a conservative assumption for the total impeivious because a majority of the lots are less than �000 sf in total size. For the final design, the assumption of impervious area will be adjusted to .. ' :, .. ' mare suit the maximum impeivious surface on a lot by lot basis ('approximatelv ?�°-'�per ;� � lot). � Z - � . - - 7 ; < � - Pre-Developed Area Developed Area (Acres) (Acres) Till Forest 1.78 - Till Pasture 7.21 1.39 Till Grass - 1.34 Impervious-Roof 0.73 4.59 Impervious- - 2.10 Streets, S�'�', etc. Impervious- - 0.30 SD Pond Total 9.72 9.72 Note: The imper��ious area«�as measured directly from the existin2 site plan iising a plani�neter. (�ur�� I)c�i��i�. lui�. I'a�c (� SECTIOI�3.2 RUNOFF COViPUfATI�N AND ANALYSIS M._.�'I'HODS 'I'ABLE3.2?.D PERC�NT INlPERVIOUS CE?�'ERA�EFQR E�IST'IN� RESIDENT'��.L ARE�S 6welling Units/Grass % impe;�ious{'� Dwelfing Units/GrQss % icnpervious Acre Acre 1.0 DU/GA 15�2� 4.5 DU/GA 46 1.5 DU/GA 20 5.0 DU/GA 48 2.0 DU/GA 25 5.5 DU/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, apartments, commercial businesses, and • industria!areas, percent impervious coverage must b2 computed. Notes: �'� Includes streets and sidewalks. �1� These figures should be adjusted by the effective impervious fraction given in Table 3.2.2.E, if applicable. Values from Table 3.2.2.E may be interpolated as necessary. TAEiLE 3.2W.E EFEECTI�%E I.'VIPERVIOUS FR�►CTI�NS'� Land Lise Predevelopment Post-�evelopment i 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 Famify�2� (4 DU/GA) 0.6"0 1.00�3� Low Density Single Family�2� (1 DU/GA} 0.50 1.00�3� Rural�2j (< 1 DU/GA) 0.44 1.00�3� GraveVDirt Roads ar►d Parking Lots, Roads without 0.50 0.50 Collection System Nofes: �'� The effective impervious fraction is the fraction of actual total impervious area connected to the drainage system. These figures should be used in the absence of detailed surveys or physical inspection (e.g.,ya pipe,channel, or short sheet flowpath). iL� Figures for residerrtial areas include roadways. �'�� Where downspout infiltration is used, roofs are not counted as impervious area when sizing the flow control facility. Roofs are considered grass where downspouts ar�dispersed in rural residential development, or where dispersed fiowpaths exceed 50 feet in urban residential development(see Section 5.1.2 for iimitations on roof downspout dispersion). 9J1/98 1998 Surface Water Design Manual 3-28 ' °� �2 o�G ` ' I � ' ' ; ��. .,�ro��,� -� � � � � ,� , . � ����� . � ,�,��,.�, Da�, 5 _ ,.` .i,w�.or.n.T are�e �� urr or,eertra�-w,w r�es __ i �'-�-_ ' . � , . . N B,asis oF s�AR�r�s � i _ `. _ _..___ pTCF�R'.�C'LL �L - - � .� I " _ = ` .. . .. __.._-_. . . �=� �_ I.oP-15S7e9,� '�':- -�- ,... -, �. . 1�71'0�1U EETYECN rQ1�k7 Yi�RJ'!l�ITS 1ELD A6 _ . _. . � TV-�EWTF�AdT COM�ER N�D SOUTH aLARTfR � �. _ _, � --- -.�-: __.. - . W la0-Iv GOIFrER Gr 6EG 10-?D•9 r!R ICG.46 lI�UUMBION - __- ._ --__�- -—. ��„ r,w�r - —.. — -- � _._ _ .. , _- .` � _ — _ ' _� -' . �. (Dw: L e�C KC.,p M1O �.+I) � �:., .. . . - .r.. -- —.�.- ` ALAYi TFE 9AlrH LIPE OF BA7'+BEGTIQL ' � .� I . __ ___' "`'. _ . � R .. L P�R fI�.F M5.�..5 _�D/D . . � ` _. . . �_..,:.. � . ... . .. . . '���. ` �NC�M,4i�lC.3: � 1�SR GIT'OF F�IJtON BlRVE7 GN NAVD 1966 DATIl�1 °'�� 'A��� 1 � kj b 40 90 � NO.IED�-3'FLAT ORA66 8UlaFAGE Dt6C AT TFE �{li{... 4� � f.Gt�BT'Rf1GTE37 INTER6EGfIG�1 GF NE.�Til 8T.(8S � _ � ""`""`�' �• s -Tw• ELTMl4.71(t98,6��1'ETER�Bf. I 0 40 �o � ND.4i09-Drt01�N DR/�Bt�AC,E D10G N TF8 . .. � IMER8EG710N OF 8E QbTH 6T.N4�6oTN AVE 6� 7 � � � / EL 541.�C161v13 t'E7ERb) � n �o . � - I m ee �cc o 0 0 � r P � y � t ; .. � � jI � Xl N � I / i • �p ' � � � .� � r_ m � { � s' u•� 4 e� i� � . � r� . x � x �'1 y � " '",� � � �f �,,K . :� . . ��. ; . �t, , , f �;�,.. ..1..,... 1i ___�__� G�NT CpV�£ - - � VER7ICAL LY�RB d'GUTIER 7fNGWFNfD EOG���. �� I'7H/p!LIAIENT � ' ` µ � I� LLM1Ca4£7F 570£Wit1A' • 44 43 / t � pl I� � • ROtiD °C"&EASTERN 1/2 OF RDAD "A" ` 6 �A _,> M� _,�o / I ,vo� � _ (f1F h �1�-!+9189)� �� . � I ...' -- _ _ �`'� �� . . .i _` -- — — - - — -— , � R d 0' !8' I6' Si 0' � l � C � ..... .. „_.. � � � �� `I s� �3� � 1� I . `�_ .._,-. . _ ._ . .. . .,_. __.�____ ._..._ [^ _ .,. . . _ ?� �.� -i a �, • i� � - - _ , � W �� �; � �*'�„��,,, �'���--� � � � � � �° �' 1O " � � ROAD 'A"&ROAD "B" � � � ,� � � ON S/TE 42`R/W SECTION Z � .. : ll "�� � 0 ¢-.. r-- 0 0 __ I 7 ,�,a,�.r� R�, Q � i° ri ni sr, � �.� st�r�'n�rtt sa� a0' � m � ''� ' ��D wtee rd� OPAAE dP fEt1/�JP a.r � � � , , 4,, . _ , � ,/—�+a..e�o�.,. �rm,�rrc�vc� y, "� � a� r�awc,t�r�+cr,vwo Q \ _. ._ . - �� i' taxnhr c�eraw c�—� ►A�'�, ; _ � � t � ,.,-. t� � \ _ ' �' I oww nr/w�t°w' �. 5[� Q�, � 0 `` y I ��.�� aior�v a�.n�r nmr - - --- J c�vr ar+pa�bvnret a,� � `� � j�, I .wa atrrm► �";w, , ? I � �`� � HOQU/, �, i / ( ��w., � � 1 �° M � " � � " I / �I' I Site Plan , I� � � � I I ` - � � I ; -' — � � � I�`� Honey Brooke West � � ��'�`� - 1-j, -w��4 ---� -- — ---- - Langley Development Group � y! ,�,�,,�y.,����r��'�?ertt- � '' � � � � ', � Core Project No. 04090 �� � � ��`'/i;,�, � ��,'t ti '" i j „� - - SECTION 3.2 RUNOFF COMPUTATT�N AND ANr1LYSI$IviSINODS FIGURE 3.2.2.A RAINFALL REGIONS AND REGIONAL SCALE FACTORS ST 1.0/ . ST i.0 LA 0.8 LA 0.9 LA 1.0 LA 1.2 ST1�� �` � 1 -7 SNOxOY1SM COYNT♦ '�� i � �t n KINO COUNiY � - '�).r .�1 lP�. ��- u _ � ^ �.fM _ '�ri• \ �r yy S � �'V J ? r L�^! � �__'t ' r �� � � _ I 1�' '1 . � - . Y r �L�ti .� �i •� •'j }1�� ; t `S J_r� l� e � � " . :�',, �= � �.; r r., y � = �� Y ,- � � a �r r � Y /3. ��r��. .�-�. � t;. �JA �/��� .+� � f� � �" � ! � 3 -. � , ' � , r � t � � � r .� �� � ;� �� f �.. � -7s`�a ��; ' -s.: �� - � d j - . a � � 1R I -} a.o� - -.'! � { . ^ I,:,,�� _ . �.. i � \ {!.. � � � �-� , ! 3 r "";,` �.r� � �: i � — � - - - � � f �\� � ELLfiYUi E - � � / • .,FS��e -'� ' � _ � r-= i . � �� ;� �.;i �'vvR�l�`_�� ,� t�� � ,�,�.. c r r Y f. �', .,�. 4 . ����)� ` i `— � i i ,rtca � ' _ - � �( ��' �..-! - '�} '� - � - A9 ti \ r i� f �� 1 , �t r _ ,� _�._, � �: � ,� , �� ;:_ _ � , � - �,� 1 j •�� .1 � = r ' y .('�'_, .. 'y t m� �1'�OOYWL. _ S�kn{.E- 3 � �� .Ar. �^'��d� ��V f � ��' ;; ��.r .a.rt ��i l"f _ .-�^/ �-i,x'�.� �'� �� ��O �. _ �� I � �. _ I'r�1011.J . I� ^I i�r� � �. • i` ' '� ^� i J __ �' ,r- ;'� ,{� � 1. @� ».�� ( �C _� �� •' � - � ;-o �>? r, , '�i�''�tiy > l�` � '�o�'{� � �, � m.aww _ �J= � _ � ,. �, � ; ` _: a - � LANDSBURG ' �� 4 Yuw Y !. � -j-fi_I n t C41i - rw �� fr '��� � • �- I _ t �__ -��� j Q ;�; -�� n � _ , �� � � �� � ..I y '� j ` - uowo � . - aL � � s.�.r - Q _� ;�` �'� � ._ .'i . - f , �t_ .` C� p i r - r �` �\ � �:'- �ir,_ I���f j.. �'f � � �'� _ f,l- ,1\.� �� �ru��� 7 ,� 1 -_'— wt �� �����. ✓ \� �t, p-',� . . ST 1.1 - % � �,� - _ a'�..-.�;�,�' y`:��- i'�� 6 F' -.:ticriQ'couwrr 1 IIl11CL COUMTP � � ST 7.0 � � �. ST 1.0/ �' �� - -- Rainfatl Regions and �0.8 c` � _- .- - - , � ^ Regionat Scale Factors �o.s LA 1.2 �-:� Incorporated Area � �'� ._.c� River/Lake Major Road 9/1/98 1998 Sudace Water Design Manual 3-22 B. DETENTION ROUTING CALCULATION The detention routing calculation, a continuation of the hydraulic analysis, uses KCRTS Leve12 Flo« control to match the pre-developed outflow to the developed outflow by providing a site-specific amount of detention. The following printout shows a required 96,120 cf pond (live storage) in conjunction with the documented control structure to satisfy this requirement. As designed, the proposed pond will provide 97,386 cf of live storage (see the follo«�ing Pond Volume Worksheet). � Ciu�t� nesi��ti_ Tnc. Pa�e ' N ----..-------- � �. 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S0�I . �_ ,yMp.� ii�o_ ._..�5;�9!� � OVU ___`�_i DETEnTION / WQ POND VOLUVIE SUNINTARY HoneyBrook West 04090 By: PDS 3;l�/2005 INCREMENT:�L CU11-ILATIVE ELEVATION AREA HEIGHT VOLUn1E VOLUME (SF) (FT) (CF`I (CF� 410.5 12,504 � � -�3�� -_ � ; (l.� 6?�:��i 97 386 —_���� ��-��:�z- � 410A 12,296 - - �.:-� 2.0 23,928 91,186 �.-� _ 408.0 11,632� � - 2.0 22,600 67,258 � 406.0 10,968�� 2.0 21,088 44,658 404A 10,120 2.0 19,160 23,570 402.0 9,040 � 0.5 4,410 4,410 401.5 8,600 live/dead interface 401.5 8,600 1.5 12,264 38,400 400.0 7,752 2.0 14,244 26,136 398.0 6,492 � ��¢� 2.0 � 11,892 . : 11,892 396.0 5,400 ' "'' �� � � N: � s: . _ , - ��.., �� -.:— � Retention/Detention Facility Type of Facility: Detention Vault Facility Length: 120.00 ft Facility Width: 90.00 ft Facility Area: 10800. sq. ft Effective Storage Depth: 8.90 ft '� Stage 0 Elevation: 401.50 ft Storage Volume: 96120 . cu. ft � Riser Head: 8.90 ft Riser Diameter: 12.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 1.85 0.277 2 5.50 2.90 0.421 6.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 401.50 0. 0 .000 0.000 0.00 0.02 401.52 216. 0.005 0.013 0.00 0.04 401.54 432 . 0.010 0.018 0.00 � 0.06 401.56 648. 0 .015 0.022 0.00 0.08 401.58 864. 0 .020 0 .026 0.00 0.10 401.60 1080. 0 .025 0.029 0.00 0.12 401.62 1296. 0 .030 0.032 0.00 0.13 401.63 1404. 0.032 0.034 0.00 0.15 401.65 1620. 0.037 0.036 0.00 0.31 401.81 3348. 0 .077 0 .051 0.00 0.46 401.96 4968. 0 .114 0 .063 0.00 0.61 402 .11 6588. 0 .151 0.072 0. 00 0.76 402 .26 8208. 0 .188 0.081 0. 00 0.91 402 .41 9828. 0.226 0.088 0.00 1.06 402 .56 1144B. 0.263 0.096 0.00 1.21 402 . 71 13068. 0.300 0.102 0.00 , 1.36 402. 86 14688. 0 .337 0.108 0.00 ' 1.51 403 .01 16308. 0 .374 0.114 0.00 , 1.66 403 .16 17928. 0 .412 0.120 0. 00 I 1.81 403 .31 19548. 0.449 0.125 0.00 1.96 403 .46 21168. 0.486 0.130 0.00 2 .12 403 .62 22896. 0.526 0.135 0.00 2 .27 403 .77 24516. 0 .563 0.140 0.00 i 2 .42 403 . 92 26136. 0 .600 0.144 0.00 � - 2 .57 404_Q7 27756. 0 .637 0_149 0.00 '� 2 .72 404 .22 29376. 0 .674 0.153 0.00 2 . 87 404 .37 30996. 0 .712 0.157 0.00 3 .02 404 .52 32616. 0.749 0. 161 0. 00 3 .17 404 .67 34236. 0 .786 0.165 0. 00 3 .32 404 .82 35856. 0 .823 0.169 0.00 3 .47 404 . 97 37476. 0 .860 0.173 0. 00 3 .62 �C5 . 12 3909E. 0 . 898 0. 17? 0. �0 � 3 .77 405.27 40716. 0.935 0.180 0.00 3 . 93 405.43 42444. 0. 974 0.184 0.00 4 .08 405.58 44064. 1.012 0.187 0.00 4 .23 405.73 45684. 1.049 0.191 0 .00 4 .38 405.88 47304. 1.086 0 .194 0.00 4 .53 406.03 48924. 1.123 0.198 0.00 4 .68 406 .18 50544. 1.160 0.201 0.00 4 .83 406.33 52164. 1.198 0.204 0 .00 4 . 98 406.48 53784. 1.235 0.207 0.00 5. 13 406_63 55404. 1.272 0.210 0.00 5 .28 406.78 57024. 1.309 0.213 0.00 5.43 406.93 58644. 1.346 0.216 0 .00 5.50 407.00 59400. 1.364 0.218 0.00 5 .53 407. 03 59724. 1. 371 0.220 0. 00 5 .56 407.06 60048. 1.379 0.227 0. 00 5 .59 407.09 60372. 1.386 0.239 0.00 5. 62 407.12 60696. 1.393 0.254 0.00 5.65 407. 15 61020. 1.401 0.273 0.00 5 .68 407.18 61344. 1.408 0.295 0.00 5 .71 407.21 61668. 1.416 0.322 0.00 5 . 74 407.24 61992. 1.423 0.335 0.00 5 .77 407.27 62316. 1.431 0.342 0.00 5 .92 407.42 63936. 1.468 0.374 0.00 6.07 407.57 65556. 1.505 0.402 0.00 6.22 407.72 67176. 1.542 0.426 0.00 6 . 38 407.88 68904. 1.582 0.448 0.00 6.53 408.03 70524. 1.619 0.468 0.00 6.68 408.18 72144. 1.656 0.487 0.00 6 . 83 408.33 73764 . 1.693 0.505 0.00 6 . 98 408.48 75384 . 1.731 0.523 0.00 7 . 13 408.63 77004. 1.768 0 .539 0.00 7 .28 408.78 78624. 1.805 0.555 0.00 7 .43 408.93 80244. 1.842 0.570 0.00 7 .58 409.08 81864. 1.879 0.585 0.00 7 .73 409.23 83484. 1.917 0.599 0.00 7 . 88 409.38 85104. 1.954 0.613 0.00 8 .03 409.53 86724. 1.991 0.626 0.00 8 .19 409.69 88452. 2 .031 0.639 0.00 8.34 409.84 90072. 2 .068 0.652 0.00 8 .49 409.99 91692. 2 .105 0.665 0.00 8 .64 410.14 93312 . 2 .142 0.677 0.00 8 .79 410.29 94932. 2 .179 0.689 0.00 8 . 90 410.40 96120. 2.207 0.698 0.00 9. 00 410.50 97200. 2.231 1.010 0.00 9.10 410.60 98280. 2.256 1.580 0.00 9. 20 410.70 99360. 2.281 2.320 0.00 9.30 410. 80 100440. 2 .306 3 .120 0. 00 9.40 410. 90 101520. 2 .331 3 .410 0_00 9.50 411. 00 102600. 2 .355 3 .670 0.00 9.60 411. 10 103680. 2 .380 3 .910 0.00 9.70 411.20 104760. 2 .405 4.140 0.00 9. 80 411.30 105840. 2 .430 4.350 0.00 , 9. 90 411.40 106920. 2 .455 4.550 0.00 i0 . 00 411.50 108000. 2 .479 4 .740 0.00 i0 . 10 411.60 109080. 2 .504 4. 930 0.00 ��0 .20 411.70 110160. 2 .529 5. 100 0 .00 "�p . 3�� 411 . 80 1"-12�0 . = . ��� � .L?C 0 . 00 10.40 411.90 112320. 2 .579 5.440 0.00 10 .50 412 .00 113400. 2.603 5.590 0 .00 10 .60 412 .10 114480. 2 .628 5.750 0.00 10.70 412 .20 115560. 2 .653 5.900 0.00 10 . 80 412 .30 116640. 2 .678 6.040 0.00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 3 .75 1.34 2 .62 9.24 410 .74 99763 . 2.290 2 1. 89 ******* 0.69 8 .85 410.35 95604 . 2.195 3 2 .58 0.73 0.62 � 8 .01 409.51 86473 . 1.985 4 2 .02 ******* 0.53 7.08 408.58 76423 . 1.754 5 2 .25 ******* 0.50 6.83 408.33 73762. 1.693 5 2 .12 0.42 0.22� 5 .55 407 .05 59898. 1.375 1.59 "******* 0 .19 4 .22 405 .72 45615. 1.047 8 1.77 ******* 0.18 3 .66 405.16 39568. 0.908 P.oute Time Series through Facility Inflow Time Series File:dev.t = Outflow Time Series File:rdou? Inflow/Outflow Analysis Peak Inflow Discharge: � .75 CrS at 6 : 00 on �an 9 in �ea; Peak Outflow Discharge: 2.62 CFS aY 1r_, :n0 on �a� 9 in '�'e� Peak Reservoir Stage: 9.24 Ft Peak Reservoir Elev: 410.74 Ft Peak Reservoir Storage: 99763. Cu . 2 .290 Ac- F1o,N Frequ�nc�✓ Analysis Time Series File:rdout.tsf Project Location:Sea-Tac ---Pnnual Peak Flow Rates--- -----Flow Frequency Analysis------ Flow Rate Rank Time of Peak - - Peaks - - Rank Return Pro� (CFS) (CFS) (ft) Period 0.694 2 2/09/O1 20:00 2.62 9.24 1 100.00 0.9 0.191 7 12/28/Ol 18:00 0.694 8.85 2 25.00 0.� 0.505 5 2/28/03 7:00 0.624 8.01 3 10.00 0.9 0. 178 8 8/26/04 6:00 0.533 7.08 4 5.00 0.8 0.224 6 1/05/05 16:00 0.505 6.83 5 3.00 0.6�: ' 0 .533 4 1/18/06 22 :00 0 .224 5.55 6 2.00 0.5�_� 0.624 3 11/24/06 7 :00 0 .191 4.22 7 1.30 0.2=:1 2 .62 1 1/09/08 10:00 0.178 3 .66 8 1.10 0.0=1 Ccmputed Peaks 1. 98 9 . -_ ��' . �n � . �;��� Flow Duration from Time Series File:rdout.ts� Cutoff Count Frequency CDF Exceedence ?r�u���,ili�-_ CFS % $ � 0 .010 37766 61.588 61.588 38.412 0.384E+0:= 0 .029 4321 7.047 68.635 31.365 0.314E+0;� 0 .049 4605 7.510 76 .145 23 . 855 0.239E+Q._ 0 . 068 3754 6.122 82 .267 17.733 0.177E+0,- 0 . 088 3424 5.584 87 .851 12 . 149 0.121E+0;_ 0 . 107 2517 4 . 105 91 . 955 8 . 045 0 . 804E-G1 0.147 1107 1.805 96.477 3 .523 0.352E-01 0. 166 850 1.386 97.864 2 .136 0.214E-01 0. 186 542 0.884 98.748 1.252 0.125E-01 0.205 371 0.605 99.353 0.647 0.647E-02 0.225 228 0.372 99.724 0.276 0.276E-02 0.244 8 0.013 99.737 0.263 0.263E-02 0.264 7 0.011 99.749 0.251 0 .251E-02 0.283 6 0.010 99.759 0.241 0.241E-02 0.303 2 0.003 99.762 0 .238 0.238E-02 0.322 2 0.003 99.765 0.235 0.235E-02 0.342 6 0.010 99.775 0 .225 0 .225E-02 0.361 7 0.011 99.786 0 .214 0 .214E-02 0.381 8 0.013 99.799 0.201 0 .201E-02 0.400 7 0.011 99. 811 0.189 0 .189E-02 0.420 9 0.015 99. 826 Q. 174 0.174E-02 0.439 12 0.020 99.845 0.155 0. 155E-02 0.459 14 0. 023 99.868 0.132 0.132E-02 0.478 12 0. 020 99.887 0.113 0. 113E-02 0.498 12 0.020 99.907 0.093 0.930E-03 0.517 15 0.024 99.932 0.068 0.685E-03 0.537 8 0.013 99.945 0.055 0.554E-03 0.556 4 0.007 99.951 0.049 0.489E-03 0.576 3 0.005 99.956 0.044 0.440E-03 0.595 7 0.011 99.967 0.033 0.326E-03 0.615 5 0.008 99.976 0.024 0.245E-03 0.634 5 0.008 99.984 0.016 0.163E-03 0.654 2 0.003 99.987 0.013 0.130E-03 0.673 3 0.005 99.992 0.008 0 .815E-04 0.693 4 0.007 99. 998 0.002 0 .163E-04 Duration Comparison Anaylsis 3ase File: predev.tsf New File: rdout.tsf Cutcff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New %Change Probability Base New %Change 0.211 � 0.71E-02 0.44E-02 -38.4 � 0.71E-02 0.211 0.204 -3 .7`� 0.228 � 0.62E-02 0.27E-02 -56.1 I 0.62E-02 0.228 0.206 -9.7 0.245 � 0.55E-02 0.26E-02 -52.2 � 0.55E-02 0.245 0.208 -15.1 0.262 � 0.50E-02 0.25E-02 -49_3 � O.SOE-02 0.262 0.210 -20.1 0.280 � 0.45E-02 0.24E-02 -45.4 � 0.45E-02 0.280 0.211 -24.5 0.297 I 0.39E-02 0.24E-02 -38.9 I 0.39E-02 0.297 0.213 -28.2 0.314 � 0.34E-02 0.24E-02 -29.1 I 0.34E-02 0.314 0.215 -31.4 0.331 I 0.30E-02 0.23E-02 -23.4 � 0.30E-02 0.331 0.218 -34.2 0.348 I 0.26E-02 0.22E-02 -16_7 I 0.26E-02 0.348 0.242 -30.4 0.365 I 0.22E-02 0.21E-02 -6 .6 I 0 .22E-02 0.365 0.344 -5.8 0.382 � 0.19E-02 0.20E-02 6.0 I 0.19E-02 0.382 0.401 5.0 0.399 � 0.17E-02 0.19E-02 14.7 I 0.17E-02 0.399 0.428 7.2 0.416 � 0.15E-02 0. 18E-02 22.5 I 0.15E-02 0.416 0.447 7.4 0.433 � 0.13E-02 0. 16E-02 22.5 � 0.13E-02 0.433 0.461 6.4 0.450 � 0.12E-02 0. 14E-02 23 .9 I 0.12E-02 0.450 0.478 6.2 0.467 I O.10E-02 0. 13E-02 25 .8 I O.10E-02 0.467 0.490 4 .8 0.484 � 0.91E-03 0. 11E-02 17 .9 � 0.91E-03 0.484 0.500 3 .2 0. 501 � 0. 82E-03 0. 85E-03 4.0 I 0.82E-03 0.501 0.504 0.5 0.518 � 0.73E-03 0.68E-03 -6 .7 � 0 .73E-03 0.518 0.512 -1.2 �.536 � 0 .67E-03 0.55E-03 -17 .1 I 0 .67E-03 0 .536 0.521 -2 .8 :). �53 '� 0 . 59E 03 0 . 51E-03 L� . , � 0 .�9E 0? 0 . �53 C . 53? -3 . 5 0.570 I 0.51E-03 �0.44E-03 -12 .9 � 0.51E-03 0.570 0.553 -3 .0 0.587 � 0 .41E-03 0.39E-03 -4 .0 � 0.41E-03 0.587 0.579 -1.4 0.604 � 0.33E-03 0.31E-03 -5.0 � 0.33E-03 0.604 0.602 -0.4 0.621 � 0.23E-03 0.23E-03 0.0 � 0.23E-03 0.621 0.622 0.2 0 .638 � 0 .18E-03 0. 16E-03 -9.1 I 0.18E-03 0.638 0 .632 -1.0 0 .655 � 0. 18E-03 0.13E-03 -27 .3 � 0. 18E-03 0.655 0.632 -3 .6 0.672 � 0. 13E-03 0.82E-04 -37.5 � 0.13E-03 0.672 0.657 -2 .2 0 .689 � 0_98E-04 0.33E-04 -66.7 I 0.98E-04 0.689 0.670 -2. 8 0 .706 � 0.82E-04 O.00E+00 -100.0 I 0. 82E-04 0.706 0.674 -4 .5 0 .723 I 0.65E-04 O.00E+00 -100.0 I 0.65E-04 0.723 0.680 -6.0 Maximum positive excursion = 0 .036 cfs ( 9.0%) occuring at 0.404 cfs on the Base Data:predev.tsf and at 0.441 cfs on the New Data:rdout.tsf P�aximum negative excursion = 0.117 cfs (-34 .7°s) occuring at 0. 337 cfs on the Base Data:predev.tsf and at 0.220 cfs on the .dew Data:rdout.tsr H•_�d Inflo�ti� Outflo�.a Feak 5torage Target Calc Stage Ele��� (Cu-Ft) (Ac-Ft} 1 3 .75 1. 34 2 .62 9.24 410.74 99763 .- 2 .290 2 1.89 ******* 0.69 8.85 410.35 95604 . 2 .195 3 2 .58 0.73 0.62� 8.01 409.51 86473 . 1.985 4 2.02 ******* 0.53 7.08 408 .58 76423 . 1.754 5 2.25 ******* 0.50 6.83 408.33 73762 . 1.693 6 2 .12 0.42 0.22 � 5.55 407.05 59898. 1.375 7 1.59 ******* 0.19 4.22 405.72 45615. 1.047 8 1.77 ******* 0 .18 3 .66 405.16 39568 . 0.908 Duration Comparison Anaylsis Base File: predev.tsf New File: rdout.tsf Cutoff Units: Discharge in CrS -----Fraction of Time---- --------Check of Tolerance------ Cutoff Base New %Change Probability Base New �Change 0.211 I 0.71E-02 0.44E-02 -38.4 I 0.71E-02 0.211 0.204 -3 .7 � 0.228 � 0.62E-02 0.27E-02 -56.1 ( 0 .62E-02 0.228 0.206 -9.7 0.245 � 0.55E-02 0.26E-02 -52 .2 � 0.55E-02 0.245 0.208 -15.1 0.262 I 0.50E-02 0.25E-02 -49.3 I 0.50E-02 0.262 0.210 -20. 1 0.280 I 0 .45E-02 0.24E-02 -45 .4 I 0.45E-02 0.280 0.211 -24.5 0.297 � 0 .39E-02 0.24E-02 -38 .9 I 0.39E-02 0.297 0.213 -28.2 0.314 � 0 .34E-02 0.24E-02 -29.1 � 0.34E-02 0 .314 0.215 -31.4 0. 331 � 0.30E-OZ 0.23E-02 -23 .4 � 0.30E-02 0 .331 0.218 -34 .2 Q.348 � 0 .26E-02 0.22E-02 -16.7 I 0.26E-02 0.348 0.242 -30.4 a.365 � 0.22E-02 0.21E-02 -6.6 � 0.22E-02 0.365 0.344 -5.8 0.382 I 0. 19E-02 0.20E-02 6.0 I 0.19E-02 0.382 0.401 5.0 0.399 ( 0.17E-02 0.19E-02 14.7 � 0.17E-02 0.399 0.428 7.2 0.416 I 0. 15E-02 0.18E-02 22.5 I 0.15E-02 0.416 0.447 7.4 0.433 I 0.13E-02 0.16E-02 22 .5 � 0.13E-02 0.433 0.461 6.4 0.450 I 0.12E-02 0.14E-02 23 .9 � 0.12E-02 0 .450 0.478 6.2 0.467 I O.10E-02 0.13E-02 25.8 I O.10E-02 0 .467 0.490 4 . 8 0.484 � 0_91E-03 0.11E-02 17.9 � 0.91E-03 0 .484 0.500 3 .2 0.501 � 0.82E-03 0.85E-03 4.0 � 0.82E-03 0 .501 0.504 0.5 0.518 I 0.73E-03 0.68E-03 -6_7 I 0.73E-03 0.518 0.512 -1.2 0.536 I 0.67E-03 0.55E-03 -17.1 I 0.67E-03 0 .536 0.521 -2 .8 0.553 I 0.59E-03 0.51E-03 -13 .9 I 0.59E-03 0 .553 0.533 -3 .5 0.570 � 0_51E-03 0.44E-03 -12 .9 I 0.51E-03 0 .570 0.553 -3 .0 0.587 � 0.41E-03 0.39E-03 -4.0 I 0.41E-03 0 .587 0.579 -1.4 0.604 I 0.33E-03 0.31E-03 -5.0 I 0.33E-03 0.604 0.602 -0.4 0.621 I 0.23E-03 0.23E-03 0.0 I 0.23E-03 0.621 0.622 0.2 0.638 I 0.18E-03 0.16E-03 -9.1 I 0.18E-03 0.638 0.632 -1.0 0.655 ( 0 .18E-03 0.13E-03 -27 .3 I 0.18E-03 0 .655 0.632 -3 .6 0.672 I 0 .13E-03 0.82E-04 -37.5 I 0.13E-03 0.672 0.657 -2 .2 0.689 I 0 . 98E-04 0.33E-04 -66 .7 � 0 .98E-04 0.689 0.670 -2 . 8 0.706 � 0 .82E-04 O.00E+00 -100.0 � 0 .82E-04 0 .706 0.674 -4 .5 , 0.723 ( 0 .65E-04 O.00E+00 -100.0 � 0 .65E-04 0 .723 0.680 -6 .0 Maximum positive excursion = 0.036 cfs ( 9.0%) � occuring at 0 .404 cfs on the Base Data:predev.tsf and at 0.441 cfs on the New Data:rdout.tsf Maximum negative excursion = 0.117 cfs (-34 .7%) occuring at 0 .337 cfs on the Base Data:predev.tsf and at 0 .220 cfs on the New Data:rdout .tsf RDOUT.PKS Flow Frequency Analysis , Time series File: rdout.tsf Project Location:5ea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (�FS) (ft) Period 0.694 2 2/09/Ol 20:00 2.62 9.24 1 100.00 0.990 0. 191 7 12/28/O1 18:00 0.694 8.85 2 25.00 0.960 0. 505 5 2/28/03 7:00 0.624 8.01 3 10.00 0.900 0.178 8 8/26/04 6:00 0. 533 7.08 4 5.00 0.800 ' 0.224 6 1/05/05 16:00 0. 505 6.83 5 3.00 0.667 0. 533 4 1/18/06 22:00 0.224 5. 55 6 2.00 0. 500 0.624 3 11/24/06 7:00 0.191 4.22 7 1. 30 0.231 2.62 1 1/09/08 10:00 0.178 3.66 8 1.10 0.091 �omputed Peaks 1.98 9.15 50.00 0.980 Page 1 DEV.PKS � Flow Frequency Analysis , Time Series File:dev.tsf '� Project Location:Sea-Tac ', ---Annual Peak Flow Rates--- -----Flow Frequency Analysis—----- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 1.89 6 2/09/Ol 2:00 3.75 1 100.00 0.990 1. 59 8 1/05/02 16:00 2. 58 2 25.00 0.960 2.25 3 2/27/03 7:00 2.25 3 10.00 0.900 1.77 7 8/26/04 2:00 � 2.12 4 5.00 0.800 2.12 4 10/28/04 16:00 2.02 5 3 .00 0.667 2.02 5 1/18/06 16:00 1.89 6 2 .00 0. 500 2.58 2 10/26/06 0:00 1.77 7 1.30 0.231 3.75 1 1/09/08 6:00 1. 59 8 1.10 0.091 computed Peaks 3.36 50.00 0.980 - I Page 1 PREDEV.PKS Flow Frequency Analysis Time series File:predev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.740 2 2/09/Ol 15:00 1.34 1 100.00 0.990 0.374 7 1/05/02 16:00 0.740 2 25.00 0.960 0.731 3 2/28/03 3:00 0.731 3 10.00 0.900 0.214 8 8/26/04 2:00 0.700 4 5.00 0.800 0.422 6 1/05/05 8:00 0.660 5 3.00 0.667 0.700 4 1/18/06 16:00 0.422 6 2.00 0. 500 0.660 5 11/24/06 4:00 0.374 7 1.30 0.231 1.34 1 1/09/08 6:00 0.214 8 1.10 0.091 Computed Peaks 1.14 50.00 0.980 � I Page 1 C. VVATER QUALITY VOLUNIE CALCULATION The water quality volume for Honey Brooke West was calculated using the King County Surface Water Design Manual (KCSWDM), 1998 Edition, pages 6-68 to 6-71. Vh = fa`(09A; + 0.25A��+ O.lOA<i+ O.l OA�,)*(RI12) �Vhere, Vn =«-etpool volume (cf) f= volume factor A; =area of impervious surface (s� . A��= area of till soil covered with grass (s� Atf= area of till soil covered with forest (s� Ao=area of outwash soil covered with grass or forest R=rainfall from mean annual storm (inches) (refer to the attached precipitation graph) Thus, , Vb= 3[(09(302,306)+ 0.25(113,256))] (0.47/12) Vb = 35,296 cf �, As designed, the proposed pond will provide 37,898 cf of dead storage, «rhich is g�-eater than the required 35,296 cf(see the Pond Volume Worksheet in Section N-B of this report). 1\ote:Area of till soil covered with grass includes 3.04 ac of proposed la«-tis and 1.�12 ac of existing offsite pashire. (�nrc IJcci��n. Inc. 1'�i���� � E1�IERGENCY OVERFLO`V SPILL�VAY CALCULATION The width and depth of the emergency overflow spillway was designed based on the 1998 KCSWDM, Section 5.3.1.2. 3n L = [Qi�/(3.21 H )] —2.4H or 6 feet minimum Where, Q�oo=peak flow for the unmitigated 100-year runoff event (3.70cfs) . H =heiQht of���ater over���eir (0.3ft) Therefore, L = [3.70/(3.70*0.33�')] —2.4* 0.3 = 5.37ft L = 6.0 ft (��n�c I)eci�,ii. I n��. Na;;c �1 /� Core t�esr�»;inc. ���� t471 t N.E 29thPks-c S�''= - � DESIGN &eltevue,WQ�hingfon 4S�i?% 425.885.7$77 fax425.3.�'i:> ;'-.., wvnv.coredesignrnr.eoiT, June �0, ?00� Cc�re .I��t� \�. (}�O�J;? :�rt�cta I�cnili�l��er 13e�'eloprtlent S�n i��: I)i�isi<�,l City of Renton 10�> South Grad�� �'�`a� I�enton. ��1�:� �)�0�� �ubject: Hane�� Bru��ke ��'est— L1�:�0�-f)��, t�P Dear Arneta: 'I'he purpos�; of t��is lett�r is tu aciuress tf�e storrn ciraii�a�.;� and �anitary se���er �iischarge tron� t��� proposed Honey Brook Vl%est project. The propo5al is to e�:tend the storm drainage and sanitan se�ver systems fram the Bluebem� Piace project to sen�e I Ione} Br�ok West. AS the oriainal engineers for the Orchards development and IIluebem� Place, we can confirm that these propc>��d uti(ity extensians �vere anticipated in the original desi�n of�the uciliiies that serve [3lucbc;m� F'laee. 1�his is evidenctd by the fact that thus�respective utilities are stubbed tc�the f3lueheri� F'lace ea.5t pruJ��rty line (the �vest property line af E Ioney Brook West). The Honey Brook ��'est site naturally slopes fram Hoquiam Avenue on the east down to the ��reslern pr«perty line common to both Biuebem Place and I�one�� Brook V1:'est. It is common practice and often a citv requirement for new de�•elo�ments to antici�ate the future development of upslc�pe ��.iea«t �roperty and provide For fi�ture utilitl•extensions as was the case here. I hape this addresses th� cc�neern �u�d please cjc� not hesitate to call if��i�u hat e anv que;tion,. Sincereh. CORE DF,SI(:\, 1�('. �.�' .��--�-= ��____- ��� � Brennai� Y. Tavl��r. t'.f-:. Project 4�:��`,in;:�r {'c: 'I,utt� }�c>�lct' , . , . �i41- .y:u)�i ��i��� i :I`il1iL!'.?�_:�.CI� ..ic��