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HomeMy WebLinkAbout03247 - Technical Information Report - Drainage � � � n1 � � Drainaqe Report Cottages at Honey Creek 4821 NE Sunset Bivd Renton, Washington Prepared for: Davis Consulting Inc. 27013 Pacific Highway South PMB #353 Des Moines, WA 98198 425-228-5959 Attn: Mike Davis Prepared by: Offe Engineers, PLLC 13932 SE 159th Place Renton, WA 98058 425-228-5959 DarrellOffe RcECEIVED April 22, ZooS APR 2 � 2� �USTOMER SERVlC� 32y� � � < ' - � , ��' � x F � y� fY �J "iM ���"# � .. �.. � �� � ��,. ' . . � . r �,, �" .. . . �;� - . . " . . .. � . ! y,', . � F e � • � } ��.: . ti� -� . . `:� r 's, �, ����`1. . ,�,.�� `,��4, . d '* f ;,.r_-, i � , Drainaqe Report Cottages at Honey Creek 4821 NE Sunset Blvd Renton, Washington Prepared for: Davis Consulting Inc. 27013 Pacific Highway South PM B #353 Des Moines, WA 98198 425-228-5959 Attn: Mike Davis , Prepared by: � Offe Engineers, PLLC 13932 SE 159th Place Renton, WA 98058 425-228-5959 Darrell Offe April 22, 2005 � ii Table of Contents lntroduction.............................................................. 1 Existing Conditions......................................... ....... 5 Soils............................................................... 5 Existing Onsite Drainage Basin................... 5 Developed Conditions..................................... ....... 5 Proposed Drainage Plan ................................ 5 Detention Calculations................................... 8 Water Quality Calculations ............................ 8 Downstream Analysis..................................... 8 , Conveyance..................................................... 8 Temporary Erosion Sedimentation Confro!.. ....... 9 References....................................................... ....... 9 Appendix A — Detention, water quality, conveyance, and culvert sizing Appendix B— Off-site Analysis List of Figures Figure 1. Vicinity Map.................................................................. 2 Figure 2. Existing Site.................................................................. 3 Figure 3. Proposed Site............................................................... 4 Figure 4. Soil Survey Map for Project Site................................. 6 Figure 5. Index to Mapping Units................................................ 7 l � � :_. . INTRODUCTION The Cottages at Honey Creek proposed subdivision lies within the City of Renton in the southwest quarter of Section 3, Township 23 N, Range 5 East, W.M., in King County, Washington. The site is bordered by Sunset Blvd. to the north, and adjacent private properties to the south, east, and the west. Figure 1 shows the vicinity map with the project location. The site is approximately 3.7 acres in size and Honey Creek runs through the northern portion of the property. The site slopes towards the creek from Sunset Blvd. and from the southern portion of the property northward towards the creek. There is an existing one story single family residence on the property as well as a series of sheds scattered throughout. Figure 2 shows the existing site topographic and boundary survey. The proposed project will subdivide the site into 27 single-family housing lots. Access for the proposed subdivision will be by a public road off of Sunset Blvd. The proposed lot layout and access roads are shown on Figure 3. In addition to the roadways, the proposed project will include all utilities and other improvements necessary to accommodate the new lots. This report addresses the storm drainage issues associated with the subdivision of the properiy, and construction of the new homes and access roads. The design standards addressed for this report are contained in Renton Municipal Code Section 4-6-30. Section 4-6-30 specifies that the drainage design analysis shall conform to the , standards set forth in the 1998 King County Surface Water Design Manual (KCSWDM). EXISTING CONDITIONS Soils The soils on the project site are classified as Alderwood rav Iv s,�v loam (AgC) and Shatca�r mu�c�k Sm) according to the Soil Survey of King Counfy Area, Washington (Soil �onserva�ion Service [SCS], 1973). Figures 4 and 5 contain the portion of the SCS map in the vicinity of the project site and the index to soil units. Aldenrvood is characterized as moderately well drained soils that have a weakly consolidated to strongly consolidated substratum at a depth of 24 to 40 inches. Shalcar muck is made up of very poorly drained organic soils with mineral soils and overlie mineral soil material at a depth 16 to 30 inches. Both of these soil types are classified as till under the KCRTS soil groups in the KCSWDM for detention calculations. Existing On-site Drainage Basin The existing site contains a single-family residence and other miscellaneous structures. Roof runoff for the residence is collected by gutters and downspouts and is discharged around the perimeter of the building. The existing surface runoff travels by way of overland flow northwards and eventually drains to Honey Creek. There is an existing dirt driveway which runs southward along the property from Sunset Blvd. which crosses the Creek and runs up to the residence. The roadway is in poor shape, especially at the creek crossing where flooding of the roadway by the creek is prevalent. - 1 - � ►� :� � � ., � , �.,, !_,, ..�w,�,�s�= — �� '� , � .. s __ ____ ___— e__. I ��. i _._+wl� �y � Jl a • � !� l` I�I/I Ii ■ i:�^' "�- •`r_c—�-I• � .��y ��� ,�-� �ri+J� ,_� ' � 1�.. . , ,f� .-. � � � � �r � y+ • �ws;�_,� �7 /�• t • �.�"}�: .� t� •'' r .w ►, ' � ~.r_ `� , �L •.. ►� '' � �■ j r �T i��--–�� � � ��w � ��` ` :-::: � y. 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' s� �� � ,.,� � � � "�'`�t' h �{-� k.BM � C �) BM ir , �II j �1 ��'fi���$� �, 1 •f�l�� ���� o �IIIl'��` �Ev�4.�.^s T' I� �:��I�,I .i�l'• -._�. -" �•�; '... AgC I J'� . • 1�/.. ��-� � � �1 =• ��• ,�. �Cz�� � � �� '���� ���� � � : Design OFFE ENGINEERS Cottages at �s Honey Creek N.T.S. Drawn 1393250LTHFASf 1591H PLACE Sca/e 1�/17/04 RE.'Ytt7N.WASHL4GTON 98058 Date PHOh'E 42t7b0.3f 12 C0�7ACT:DARREILOFFEP.E. SOIL SURVEY MAP Ff4UfE O4 Project No. Figure No. GUIDE TO MAPPING 11NI7'S For a full description of a mapping timit, read both the description of the mapping tmit and that of the soil I series to ahich the mapping imit belongs. See table 6, page 70, for descriptions of.woodland groups. Other information is given in tables as follows: ' Acreage and extent, table 1, page 9. Town and country planning, table 4, page 57. ', Engineering uses of the soils, tables 2 and 3, Recreational uses, teble 5, page 64. pages 36 thrwgh 55. Estimated yields, table 7, page 79. P'oodland Described Capability �mit group Map on symbol Mapping unit page Symbol Page Symbol AgB Aldeiwood gravelly sandy loam, 0 to 6 percant slopes---------- 10 IYe-2 76 3d2 --.�AgC Aldetwood gravelly sandy loam, 6 to 15 percent slopes--------- 8 IVe-2 76 3d1 AgD Aldexwood gravelly sandy loam, 15 to 30 percent slopes-------- 10 VIe-2 78 3d1 AkF Alden+ood and Kitsap soils, very steep------------------------ 10 VIIe-1 78 2d1 AmB Arents, Aldeiwood material, 0 to 6 percent slopes 1/---------- 10 IVe-2 76 3d2 AmC Arents, Aldenvood material, 6 to 15 percent slopes 1/--------- 10 Ne-2 76 3d2 An Arents, Everett material 1/----------------------------------- 11 IVs-I 77 3f3 ' BeC Beausite gravelly sandy loam, 6 to 15 percent slopes---------- 11 IVe-2 76 3d2 BeD Beausite gravelly sandy loam, 15 to 30 percent slopes--------- 12 VIe-2 78 3d1 BeF Beausita gravelly sandy loam, 40 to 75 percent slopes--------- 12 VIIe-1 78 3d1 Bh Bellin�am silt loam----------------------------------------=- 12 IIIw-2 . 76 3w2 Br Briscot silt loam--------------------------------------------- 13 IIw-2 75 3w1 Bu Buckley silt loam--------------------------------------------- 13 IIIw-2 76 4w1 (b Coastal beaches----------------------------------------------- 14 VIIIw-1 78 --- Ea Earlmont silt loam-------------------------------------------- 14 IIw-2 75 3w2 Ed Edgewick fine sandy loam-------------------------------------- 15 IIIw-1 75 201 PvB Everett gravelly sandy loam, 0 to 5 percent slopes------------ 15 IVs-1 77 3f3 EvC Everett gravelly sandy loam, 5 to 15 percent slopes----------- 16 VIs-1 78 3f3 EvD Everett gravelly sandy loam, 15 to 30 percent slopes---------- 16 VIe-1 77 3f2 EwC �Everett-Aldeiwood gravelly sandy loams, 6 to 15 percent slopes------------------------------------------------------ 16 VIs-1 78 3f3 InA Indianola loamy fine sand, 0 to 4 percent slopes-------------- 17 Ns-2 77 4s3 InC Indianola loamy fine sand, 4 to 15 percent slopes------------- 16 Ns-2 77 4s3 InD Indianola loaary fine sand, 15 to 30 percent slopes------------ 17 VIe-1 76 4s2 Kp8 Kitsap silt loam, 2 to 8 percent slopes----------------------- 17 IIIe-1 75 2d2 KpC Kitsap silt loam, 8 to 15 percent slopes---------------------- 18 IVe-1 76 �d2 KpD Kitsap silt loam, 15 to 30 percent slopes--------------------- 18 VIe-2 78 2d1 KsC Klaus gravelly loamy sand, 6 to 15 percent slopes------------- 18 VIs-1 78 3f1 Ma Mixed alluvial land------------------------------------------- 18 VIw-2 78 201 NeC Neilton very gravelly loaiay sand, 2 to 15 percent slopes------ 19 VIs-1 78 3f3 Ng Newberg silt loam--------------------------------------------- 19 IIw-1 74 201 1ac Nooksack silt loam-------------------------------------------- 20 IIw-1 74 201 No Noima sandy loam---------------------------------------------- 20 IIIw-3 76 , 3w2 Or Orcas peat---------------------------------------------------- 21 VIIIw-1 78 --- Os Oridia silt loam---------------------------------------------- 21 IIw-2 75 3ti+1 OvC Ovall gravelly loam, 0 to 15 percent slopes------------------- 22 IVe-2 76 3d1 OvD Ovall gravelly loam, 15 to 25 percent slopes------------------ 23 VIe-2 78 3d1 OvF Ovall gravelly loam, 40 to 75 percent slopes------------------ 23 VIIe-1 78 3d1 Pc Pilchuck loamy fine sand-------------------------------------- 23 VIw-1 78 2s1 Pk Pilchuck fine sandy loam-------------------------------------- 23 IVw-1 76 2s1 Pu Puget silty clsy loam----------------------------------------- 24 IIIw-2 76 3w2 Py Puyallup fine sandy loam-------------------------------------- 24 IIw-1 74 201 RaC Ragnar fine sandy loeon, 6 to 15 percent slopes---------------- 25 IVe-3 77 4s1 RaD Ragnar fine sandy loam, 15 to 25 percent slopes--------------- 26 VIe-2 78 4s1 RdC Ragnar-Indianola association, sloping: 1/---------------------- 26 -------- -- --- Ragnar soil--------^------------------------------------ -- IVe-3 77 4s1 Indianola soil------------------------------------------- -- IVs-2 77 4s3 RdE Ragnar-Indianola association, moderately steep: 1/------------ 26 -------- -- --- Ragnar soil-------^-------------------^----------------- -- VIe-2 78 4s1 Indianola soil------------------------------------------- -- VIe-1 77 4s2 Design Cottages a� vs OFFE ENGINEERS Honey Creek rr.r.s. Drawn �sv�:sa.-n+Ensr�svi,�ri.ncE Sca/e 92/17/�a Rexrora,wns�m�cmN veose , Date "'o"E"S=6°-'*7z lNDEX TO COI:TACT:DARRELLOFFE,P.E. F1QU(E OS Project No. MAPPING UNlTS Figure No. � DEVELOPED CONDITIONS I Proposed Drainage Plan The proposed subdivision will redevelop 2.8 of the 3.7 acres of property. The proposed on-site drainage improvements will include curb and gutter, catch basins and a pipe network for collection of surface runoff from landscape, driveways, roads and sidewalks. Runoff from the developed site area will be routed through a detention vault designed , for Level 2 detention in accordance with the 1998 King County Surface Water Design �I Manual. The Level 2 detention standard requires matching predevelopment and post- , development flow duration curves for all flows greater than one-half of the 2-year flow I up to the 50-year flow. A box culvert will be installed below the proposed access roadway for the project in order convey Honey Creek through the property and improve the current drainage conditions on the property. This culvert has been sized to accommodate the upstream flow from the Honey Creek drainage basin for the 100 year storm event. Detention Calculations Please see Appendix A for the predeveloped and developed Level 2 King County Runoff Time Series (KCRTS) calculations, the vault dimensions and stage-storage relationship, and the control structure design. The detention calculations were performed using the KCRTS hydraulic analysis software. Water Quality Calculations In addition to the detention volume, water quality "dead storage" volume will be provided in the vault. The water quality volume was determined using the methodology outlined in the 1998 KCSWDM. The water quality calculations are also presented in Appendix A. Downstream Analysis The majority of the site currently drains southward to Honey Creek. Flows run westerly i through adjacent properties through the overgrown natural stream channel about 300' until it reaches Duvall Avenue NE, where a 72" x 44" arch-culvert collects the water, and conveys it below the shopping mall parking lot located on the west side of Duvall Avenue NE. This culvert continues west, crossing under Anacortes Avenue NE, then under a McDonalds parking lot before discharging into an overgrown, but constructed channel, about '/4 mile downstream from the site. There are no obvious drainage problems along this downstream drainage system. See the attached off-site analysis drainage system map, and associated site photographs for a more information on the drainage system downstream of the proposed project. This information is presented in Appendix B of this report. - 7 - Conveyance The site conveyance system for the project is designed to convey the 100-year runoff calculated using the Rational Method. The calculations were performed using StormCAD software. Please see Appendix A for the calculations. TEMPORARY EROSION SEDIMENTATION CONTROL During construction, sediment-laden runoff will be minimized using methods approved by the City of Renton. Erosion and sediment control measures to be used shall include the following: • Filter fabric fence around portions of the perimeter of the property • Sediment traps to treat and release the storm water • Interceptor ditches to convey storm water to the sediment traps • Straw rolls on the slopes to treat flows on the slope REFERENCES City of Renton • Municipal Code, current through Ordinance 5020, passed September 29, 2003 King County • SurFace Water Design Manual, 1998 Soil Conservation Service • Soil Survey King County Area Washington, 1973 - 8 - ��<.; . _ - Appendix A - Calculations ! • Detention • Water Quality II • Conveyance • Culvert Sizing � � � � � y.+ C� � Cottages at Honey Creek 4821 NE Sunset Blvd Renton, WA Total site area = 161,746 sf (within property limits} 3.71 acres Road offsite = 3,347 sf (new road outside of property) 0.08 acres Existing impervious � House and garage 2,321 sf Outbuildings 817 sf Compacted driveway 23,655 sf-- total = 26,793 sf 0.62 acres ' ' Existing pervious Till forest 138,300 sf 3.17 acres 3.79 Proposed impervious Road and sidewalk Area = 33,788 sf ! 0.78 acres Proqosed lot area Total lot area = 98,010 sf 2.25 acres 75% allowable coverage 1.69 acres Total impervious = 2.46 acres Proposed pervious Till forest - �uT�""`" .' 33,428 sf 0.77 acres Till lawn 0.56 acres 3.79 Landsca in for homes Detention.xls 3/10/2005 3.2.2 KCRTS/RUNOFF FILES METHOD—GENERATING TIME SERIES TABLE 3.2.2.B EQUIVALENCE BETW'EEN SCS S�IL TYPES AND KCRTS SOIL TYPES ' SCS Soil Type SCS KCRTS Soil Notes Hydrologic Graup Soil Group —� Alderwood (Ag6, AgC,AgD) C Till Arents, Alderwood Material (AmB, AmC) C Till Arents, Everett Material (An) B Outwash 1 � Beausite (BeC, BeD, BeF} C Tiil 2 Bellingham (Bh) D Till 3 Briscot (Br) D Till 3 Buckley (Bu) D Till 4 Eartmont (Ea) D Till 3 Edgewick (Ed) C Till 3 Everett (Ev6, EvC, EvD, EwC) A/B Outwash 1 Indianola (InC, InA, InD) A Outwash 1 Kitsap (KpB, KpC, KpD) C Till Klaus (KsC) C Outwash 1 Neilton (NeC) A Outwash 1 Newberg (Ng) B Till 3 Nooksack (Nk) C Till 3 Norma (No) D Till 3 Orcas (Or) D Wetland Oridia (Os) D Till 3 Ovall (OvC, OvD, OvF) C TiU 2 Pilchuck (Pc) C Till 3 Puget (Pu) D Till 3 Puyallup (Py) B Till 3 Ragnar(RaC, RaD, RaC, RaE) B Outwash 1 Renton (Re) D Till 3 Salal (Sa) C Till. 3 Sammamish (Sh) D Till 3 Seattle (Sk) D Wetland --� 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 Notes: 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 bedrock soils, but calibration of HSPF by King County DNR shows bedrock soils to have similar hydrologic response to till soils. 3. These are alluvial soils, some of which are underlain by glacial till or have a seasonally high water table. In the absence of detailed study, these soils should be treated as till soils. . 4. Buckley soils are formed on the low-permeability Osceola mudflow. Hydrologic response is assumed to be similar to that of till soils. 1998 Surface Water Design Manual 9/1/98 3-25 SECTION 3.2 RUNOFF COhiPUTATION AND ANALYSIS I�'IEI'HODS FIGURE 3.2.2.A RAINFALL REGIONS AND REGIONAL SCALE FACTORS ST 1.0/ ST 1.1 __ _, ST 1.0 LA 0.8 LA 0.9 �A=1;�WSN COYNTV � 1.2 � i.�� `�c� n KINO COUNiY �� �T I yGC h��r y�!� 4 f `� ', _ i . ; i� �i �.. j ---- � : r �� � � � i ``1''� 7 �,� l ��� � ,Q � ,y� .S �{I C� .I�� ��� ! `: .. 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' I _ 9 l�,t;i Ji.INh: F'w J,iE -``� � - ���,�`�� <;� ; � � � • - ',.���-`�_�"��*"�S ��� �3�� " � d� �1fC8 - _.__ Till Foresf� 3.17 a�resi Till Pasture' 0.00 acres'; � Till Grass �.00 acres: Outwash Forest O.OD acres' Outwash Pasture U.00 acres' Outwash Grass 0.00 acres WeUand 0.00 acres' Impervious 0.62 acres Tota l 3.79 acres _ _ _ Scale Factor: 1.00 Hourly Reduced Time Series: predev� Compute Time Series j Modity User Input � � File for computed Time Series[.TSF] . . predev.pks Flow Frequency Analysis Time Series File: r�.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- I Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) �CFS) Period 0.305 3 2/09/01 15:00 0.520 1 100.00 0.990 0.184 7 1/05/02 16:00 0.307 2 25.00 0.960 0.307 2 2/27/03 7:00 0.305 — 3 10.00 0.900 0.155 8 8/26/04 2:00 0.301 4 5.00 0.800 0.185 6 1/05/05 8:00 0.274 5 3.00 0.667 0.301 4 1/18/06 16:00 0.185 — 6 2.00 0.500 I 0.274 5 11/24/06 4:00 0.184 7 1.30 0.231 0.520 1 1/09/08 6:00 0.155 8 1.10 0.091 Computed Peaks 0.449 50.00 0.980 ' So � o-� 2 �r � 0 . 1 �5 _ o. oq2s ! � s�ePs = o, ��9 - o . o9zs p. oi o2� 35 Page 1 — _�— - : � , , . � _ z , � o��.; �t-_� � - �� u��---� .x� . � �-- ' Area _ � � � ' Till Forest 0.77 acres! � Till Pasture 0.00 acres �, Tiil Grass 0.56 acres; 3 � Ouiwash Forest 0�00 acress Outwash Pasture 0.00 acres Ouiwash Grass 0.00 acres I Wetland 0.00 acres Impervious 2.46 acres ' Total All f iles 3.79 acres, Iiorking Di Scale Factor: 1.0� Hourly Reduced ts ' Time Series: dev Compute Time Series I ' Modify User Input I -- - --- - ------------ - -- -- � File for computed Time Series[.TSF] KCRTS Command INFORMATION about this prograa KCRTS Commattd CREATE a new Time Series Production of Runoff Tine Series Project Location : Sea-Tac Computing Series : predev.tsf Regional Scale Factor : 1.00 ---------,n.�-t�--x���-:- p�.at,�o�. . __,__ ,._.--- ---- . _ --. .__._,_.�..__� �_..__ -- __ _----- -�: � �� �',��= ���,.�aa��` � _��».�..��. ... �.:n,.�� - s;�u�..�-...,.�' '��.�''..a'�. 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'- 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 0.677 6 2/09/O1 2:00 1.34 1 100.00 0.990 0. 564 8 1/05/02 16:00 0.907 2 25.00 0.960 0.803 3 2/27/03 7:00 0.803 ---- 3 10.00 0.900 0.624 7 8/26/04 2:00 0.744 4 5.00 0.800 0.744 4 10/28/04 16:00 0.723 5 3.00 0.667 0.723 5 1/18/06 16:00 0.677 6 2.00 0.500 0.907 2 10/26/06 0:00 0.624 7 1.30 0.231 1.34 1 1/09/08 6:00 0.564 8 1.10 0.091 Computed Peaks 1.19 50.00 0.980 i Page 1 - � Cv ' c� �i �f 2 s�rC� q � ; V Retention/Detention Facility Type of Facility: Detention Vault Facility Length: 103.00 ft Facility Width: 52.00 ft �' Facility Area: 5356 . sq. ft Effective Storage Depth: 6.00 ft�, Stage 0 Elevation: 0.00 ft Storage Volume: 32136. cu. ft Riser Head: 6.00 ft Riser Diameter: 18.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 1.36 0.123 2 4.13 2.35 0.206 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 0.00 0. 0.000 0.�00 0.00 0.01 0.01 54. 0.001 0.006 0.00 0.03 0.03 161. 0.004 0.008 0.00 0.04 0.04 214. 0.005 0.010 0.00 0.06 0.06 321. 0.007 0.012 0.00 0.07 0.07 375. 0.009 0.013 0.00 0.09 0.09 482. 0.011 0.015 0.00 0.10 0.10 536. 0_012 0_016 0 . 00 0.11 0.11 589. 0.014 0.017 0. 00 0.21 0.21 1125. 0.026 0.023 0. 00 0.31 0.31 1660. 0.038 0.028 0.00 0.41 0.41 2196. 0.050 0.032 0.00 0.51 0.51 2732. 0.063 0.036 0.00 0.61 0.61 3267. 0.075 0.039 0.00 0.71 0.71 3603. 0.087 0.042 0.00 0.81 0.81 4338. 0.100 0.045 0. 00 0.91 0.91 4674. 0.112 0.048 0.00 1.01 1.01 5410. 0.124 0.051 0.00 1.11 1.11 5945. 0.136 0.053 0.00 1.21 1.21 6481. 0.149 0.055 0.00 1.31 1.31 7016. 0.161 0.058 0.00 1.41 1.41 7552. 0.173 0.060 0.00 1.51 1.51 8088. 0.186 0.062 0.00 1.61 1.61 8623. 0.198 0.064 0.00 1.71 1.71 9159. 0.210 0.066 0.00 1.81 1.81 9694. 0.223 0.068 0.00 1.91 1.91 10230. 0.235 0.069 0.00 2 .01 2.01 10766. 0.247 0.071 0.00 2 .11 2.11 11301. 0.259 0.073 0.00 2 .21 2.21 11837. 0.272 0.075 0.00 2 .31 2 .31 12372. 0.284 0. 076 0.00 2 .41 2 .41 12908. 0 .296 0. 079 0.00 2.51 2.51 13444. 0.309 0. 080 0.00 2.61 2.61 13979. 0.321 0.081 0 .00 2.71 2.71 14515. 0.333 0.083 0.00 2.81 2 .81 15050. 0.346 0.084 0.00 2.91 2.91 15586. 0.358 0.086 0.00 3 .01 3 .01 16122. 0.370 0.087 0.00 3.11 3.11 16657. 0.382 0.089 0.00 3.21 3.21 17193. 0.395 0.090 0.00 3 .31 3.31 17728. 0.407 0.091 0.00 3.41 3 .41 18264. 0.419 0.093 0.00 3.51 3 .51 18800. 0.432 0.094 0.00 3 .61 3 .61 19335. 0.444 0.095 0.00 3 .71 3.71 19871. 0.456 0.097 0.00 3 .81 3 .81 20406. 0.468 0.098 0.00 3 .91 3 .91 20942. 0.481 0.099 0.00 I 4.01 4 .01 21478. 0.493 0.101 0.00 4.11 4.11 22013. 0.505 0.102 0.00 I 4.13 4.13 22120. 0.508 0.102 0.00 I 4 .15 4.15 22227. 0.510 0.104 0.00 I 4.17 4 .17 22335. 0.513 0.108 0.00 4.20 4.20 22495. 0.516 0 .116 0.00 4.22 4.22 22602. 0.519 0.126 0.00 � 4.25 4.25 22763. 0.523 0.138 0.00 4.27 4.27 22870. 0.525 0.153 0.00 4.30 4.30 23031. 0.529 0.166 0.00 4.32 4.32 23138. 0.531 0.171 0.00 4.42 4.42 23674. 0.543 0.187 0.00 4.52 4.52 24209. 0.556 0.201 0.00 4.62 4 .62 24745. 0.568 0.214 0.00 4.72 4.72 25280. 0.580 0.225 0.00 4.82 4.82 25816. 0.593 0.236 0.00 4.92 4.92 26352 . 0.605 0.246 0.00 5.02 5.02 26887. 0.617 0_255 0.00 5.12 5.12 27423. 0.630 0.264 0.00 5.22 5.22 27958. 0.642 0.272 0.00 5.32 5.32 28494. 0.654 0.280 0.00 5.42 5.42 29030. 0.666 0.288 0.00 5.52 5.52 29565. 0.679 0.296 0.00 5.62 5.62 30101. 0.691 0.303 0.00 5.72 5.72 30636. 0.703 0.310 0.00 5.82 5.82 31172. 0.716 0.317 0.00 5.92 5 .92 31708. 0.728 0.324 0.00 6.00 6.00 32136. 0.738 0.329 0.00 6.10 6.10 32672. 0.750 0.797 0.00 6.20 6.20 33207. 0.762 1.650 0.00 6.30 6.30 33743. 0 .775 2 .750 0.00 6.40 6.40 34278. 0 .787 4.050 0.00 6.50 6.50 34814. 0.799 5.520 0.00 6.60 6.60 35350. 0.812 6.960 0.00 6 .70 6.70 35885. 0.824 7.490 0.00 6.80 6.80 36421. 0.836 7.990 0.00 6.90 6.90 36956. 0.848 8.460 0.00 7 .00 7.00 37492. 0.861 8.900 0.00 7.10 7.10 38028. 0.873 9.320 0.00 7.20 7.20 38563 . 0 .885 9.720 0.00 7 .30 7.30 39099. 0.898 10.110 0.00 7 .40 7 .40 39634. 0.910 10.480 0.00 7.50 7.50 40170. 0.922 10.840 0.00 7.60 7.60 40706. 0.934 11.180 0.00 7.70 7.70 41241. 0.947 11.520 0.00 7 .80 7.80 41777. 0.959 11.850 0.00 7 .90 7.90 42312. 0.971 12.160 0.00 8 .00 8.00 42848. 0.984 12.470 0.00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 1.34 ******* 0.86 6.11 6.11 32712. 0.751 2 0.68 0.31 0.31 5.73 5.73 30706. 0.705 3 0.69 ******* 0.27 5.21 5.21 27921. 0.641 4 0.72 ******* 0.24 4.83 4.83 25857. 0.594 5 0.80 ******* 0.22 4.68 4 .68 25047. 0.575 6 0.43 ******* 0.10 3.64 3 .64 19505. 0.446 7 0.56 ******* 0.08 2.55 2.55 13637. 0.313 8 0.62 ******* 0.07 2.16 2.16 11579. 0.266 ---------------------------------- Route Time Series through Facility Inflow Time Series File:dev.tsf � Outflow Time Series File:rdout6 Inflow/Outflow Analysis I Peak Inflow Discharge: 1.34 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.860 CFS at 10:00 on Jan 9 in Year 8 Peak Reservoir Stage: 6.11 Ft Peak Reservoir Elev: 6.11 Ft Peak Reservoir Storage: 32712. Cu-Ft . 0.751 Ac-Ft Flow Duration from Time Series File:rdout6.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS � $ � 0.004 40220 65.590 65.590 34.410 0.344E+00 0.013 4790 7.811 73.402 26.598 0.266E+00 0.022 4269 6.962 80.364 19.636 0.196E+00 0.031 3652 5.956 86.319 13.681 0.137E+00 0.039 2945 4.803 91.122 8.878 0.888E-01 0.048 1820 2.968 94.090 5.910 0.591E-01 0.057 1305 2.128 96.218 3.782 0.378E-01 0.066 841 1.371 97.590 2.410 0.241E-01 0.074 584 0.952 96.542 1.458 0. 146E-01 0.083 334 0.545 99.087 0.913 0.913E-02 0.092 267 0.435 99.522 0.478 �.478E-02 0.100 157 0.256 99.778 0.222 0.222E-02 0.109 35 0.057 99.835 0.165 0.165E-02 0.118 6 0.010 99.845 0.155 0.155E-02 0.127 S 0.008 99.853 0.147 0.147E-02 0 .135 3 0.005 99.858 0.142 0.142E-02 0.144 4 0.007 99.865 0.135 0.135E-02 0.153 0 0.000 99.865 0.135 0.135E-02 0.162 6 0.010 99.874 0.126 0.126E-02 0.170 3 0.005 99.879 0.121 0. 121E-02 0.179 8 0.013 99.892 0.108 0. 108E-02 0.188 8 0. 013 99.905 0.095 0. 946E-03 0.196 10 O.a16 99.922 0.078 0.783E-03 0.205 4 0.007 99.928 0.072 0.718E-03 0.214 3 0.005 99.933 0.067 0.669E-03 0.223 7 0.011 99.945 0.055 0.554E-03 0.231 6 0.010 99.954 0.046 0.457E-03 0.240 5 0.008 99.962 0.038 0.375E-03 0.249 1 0.002 99.964 0.036 0.359E-03 0.258 4 0.007 99.971 0.029 0.294E-03 0.266 3 0.005 99.976 0.024 0.245E-03 0.275 5 0.008 99.984 0.016 0.163E-03 0.284 2 0.003 99.987 0.013 0.130E-03 0.292 1 0.002 99.989 0_O11 0.114E-03 0.301 3 0.005 99.993 0.007 0.652E-04 0.310 2 0.003 99.997 0.003 0.326E-04 M ^ �� -� � � � � � � r . .i. . �I, . .. � �� `,�� q'���i��� '� i ��� � :. . . .� i. i �� ........,»........ � - .�. . . .. . �. 7. .,: ,... p ..da -�1.J,I� . ....., . �:.- �s.. . M , .. � �. ■ .., . .,��� .. . � '..:.�d .w........ .�.�.. , .. � .. . ... . .... ...... . .....� . . ..._..._ .., � N _ _ M o ,. rciout6 dur O �` :,��_.-- �--.-•t target.dur ♦ �_.;�,—. � ��� N O �� � N O ��� � N � U � �� --. �, a� � `�. rn � �' ` o „ `� c� � � � y, � N � O � 00 .;--�. '���► m ��� 0 o ' 'C���., �;�, � �� o � 0 `*^. .,�. o �� o � 10 �5 10 �4 10 �3 10 �Z 10 �� 10° Probability Exceedence iser ea : Riser DiaMeter: 18.00 inches Number of orifices: 2 Full Head Pipe Orifice � Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 1.36 0.123 2 4.13 2.35 0.206 6.0 Top Notch Wair: None Outflow Rating Curve: None compare.prn ' Duration Comparison Anaylsis Base File: predev.tsf New File: rdout6.tsf ' cutoff units: �ischarge in cFs -----Fraction of Time----- ---------check of Tolerance------- cutoff Base New %change Probability Base New %change ' 0.093 � 0.65E-02 0.41E-02 -37.2 � 0.65E-02 0.093 0.088 -5.9 j 0.110 � 0.44E-02 0.16E-02 -63.2 � 0.44E-02 0.110 0.093 -15.6 0.126 � 0.33E-02 0.15E-02 -54.5 � 0.33E-02 0.126 0.095 -24.7 0.143 � 0.23E-02 0.14E-02 -40.8 � 0.23E-02 0.143 0.099 -30.3 ' 0.159 � 0.17E-02 0.13E-02 -25.5 ( 0.17E-02 0.159 0.107 -33.0 0.176 � 0.13E-02 0.11E-02 -14.8 � 0.13E-02 0.176 0.154 -12. 5 0.192 � 0.11E-02 0.83E-03 -21.5 � 0.11E-02 0.192 0.181 -5.6 0.209 � 0.75E-03 0.68E-03 -8.7 � 0.75E-03 0.209 0.203 -2.8 0.225 � 0.60E-03 0.54E-03 -10.8 I 0.60E-03 0.225 0.217 -3.8 0.242 � 0.46E-03 0.38E-03 -17.9 � 0.46E-03 0.242 0.233 -3.4 0.258 � 0.31E-03 0.29E-03 -5.3 � 0.31E-03 0.258 0.255 -1.4 0.275 � 0.13E-03 0.16E-03 25.0 � 0.13E-03 0.275 0.289 5.3 0.291 � 0.98E-04 0.11E-03 16.7 � 0.98E-04 0.291 0.298 2.3 Maximum positive excursion = 0.020 cfs ( 7.2%) occurring at 0.278 cfs on the gase �ata:predev.tsf and at 0.298 cfs on the New Data:rdout6.tsf Maximum negative excursion = 0.054 cfs (-34.2%) occurring at 0.158 cfs on the Base �ata:predev.tsf and at 0.104 cfs on the New �ata:rdout6.tsf , Page 1 45' VAULT ACCESS 3 (TYP 3 PLACES) — 2 z � w \ �' � /,, .� �� .��i� � .\�/��� — I � wQ J a �D U � i � < < < < � < �1 . � i , <i - �� ' ` � � i, , � � , . _ � �` 100—YEAR WSE 397.80 O�18" INLET BAFFLE WALL IE 394.80 0 20' � - WATER QUALITY WSE 391.80 s s �L � � � � � I� � � � � � rl � � �C � . r � i '.__ � / � � � I( � � ! � L c � 9 0' , WATER QUALITY & DETENTION VAULT 8 3CALE:1'�5' NOTES: 1. STRUCTURAL DESIGN AND PERMITTING OF VAULT QY OTHERS. , 60.00' - � , , < , � � , . , , , � � . . � ' 100-YEAR WSE 397.80 BAFFLE WALL 18" INLET � WATER QUALITY WSE 391.80 �18" OUTLET IE 394.80 ` � IE 391.80 5% ---- 5�- 5� 57 5� _ 5� � , i � < . ' , , . � � � . � , t ,� ZS�Q, , , 5 ` , ,, i, ( ��0 20.00' 20.00' ! ��� VAULT VOLUMES DETENTION VOLUME REQUIRED: 32,136 CF DETENTION VOLUME PROVIDED: 32,400 CF WATER QUALIN VOLUME REQUIRED: 11,997 CF 2 SECTION WATER pUALITY VOLUME PROVIDED: 16,200 CF 6 3CALE:1'■6' � � � � � L � *.+ � 6.4.1 WETPONDS—BASIC AND LARGE—MEIHODS OF ANALYSlS FIGURE 6.4.1.A PRECIPTTATION FOR MEAN ANNUAL STORM IN INCHES (FEET� ST 1.0/ � 1 2 ST 1.1 ._�,,-- ST 1.0 LA 0.8 LA. 0.9 �.1�:�, �o�N.: �•. , �, � � =_ ;; . ` : -�:``v__ q .��. _��.,. �`l �'r f' ,'� `'-�'1"`r�..- - � �`'`' i� -'`' t'",; - �� i `i� , Q - T'`; '- ��L �. �' � �, .� �; --:n >"I�� : � " , =i r�--� ,` ��` � . .� ar t �'�! �� f; i ': � ���� �, r ,- ��i_� 4 ,�4 �y k.' _` ,� � r �_ ` � ��� ? �„�, � - Y ; �:� � ; 8 �} �,� — � ,a�' , `� �YY._ � ` , � , ��! ' , i ,_�. Q. 3;:�::-� � .c- v 1--: ' � ,.. i �, , . � Ell'a[t�` � .�Lc':.0 ��✓ �— � I , /��'� ' J � _ ,� . _.�S, `. �,t � .\ � ,�,� �~�� � l � � _ � ' j'� � i p s�-�' 1 � ^+.,,� y/� � �\ � i _�� ,L 4 : �Y �� � � . '� �:✓' r� � �� ..��?i '// i: ' L � 1 � �.y� t��-F -�( • � � :t'• .. . l �\ � �•�\ c�' 1 , I / —,� �� 1 �. �� r�; � --•. � - ✓ �- , :�� a`�� �-�rt �, p- ---'' S l•{ � �� _ o'��'� f �� �J a � �\ / _/ _.�_..._. ��-, �����, i—� �re � Q . / \/ /r � F^ .� ��� Q � � Q �� � ��� i i .:._. � :' - � � \ Q � ` ,`� '� 1• �'''f � ��- i^ �,,, �`� / '� 6 .aap.c � '9 6.. Somd , '� � �..�,.- ,i ' ,�/ •. _ i u� P I .1�_� I� _ / ..; \` _Y—' � � ;�I :- ; , � '—�� 1 -��: ;,---- -�.,.� �; r- r �'='�_"'C'��;`� ' i ' e:�r � 0.54^ `�x �. , � , � (0.045` ) r/� d '_ ,� p _ ��T-- ,.t; _� ,...t.`:�o�.,, 0.47^ '', {0.039' ) . " • �— -f��_ ` �rY __ _� Incorporated Area � >. �--'^j�� .� RivedLake 0.47~ ��...� `, — Major Road (0.03 9' ) 0.52" �- � �r 0.65° � NOTE:Areas east of the eastemmost isopiwial should use 0.65 �0.043 'b.5 6" (0.054' ) inches unless rainfall data is available for the location of interest (0.047' ) Z�The mean annual stortn is a conceptual stortn tound by drviding the annual predpitation by the total number of stortn events per year result, generates large amounts of runoff. For this application,till soil types include Buckley and bedrock soils,and alluvial and outwash soils that have a seasonally high water table or are underlain at _ a shallow depth (less than 5 feet)by glacial till. U.S. Soil Conservation Service (SCS) hydrologic soil groups that are classified as till soils include a few B, most C, and all D soils. See Chapter 3 for classification of specific SCS soil types. 1998 Surface Water Design Manual 9/1/98 6-69 i ' WETVAULT DESIGN Project Name: Cottages at Honey Creek = By: wph Project Number: 107-Q05-04 Date: 4122l20Q5 DRAINAGE CRITERIA: City of Renton-King County Standards RAINFALL METHOD: King County Runoff Time Series(KCRTS) METHOD OF ANALYSIS: (Section 6.4.1.1 KCSWDM) Step 1y Determine volume factor f. f= 3 Basic:f=3, Large:f=4.5 Step 2) Determine rainfall R for mean annual storm R= 0.039 ft See Figure 6.4.1.A Step 31 Calculate runoff from mean annual storm Vr={0.9Ai+0.25Atg+0.10 Atf+0.01 Aog}'R Ai = Area of impervious surface 107,158 sf 2.46 acres , Atg= Area of till grass 24,394 sf 0.56 acres Atf= Area of till forest 0 sf � Aog= Area of outwash grass 0 sf � R= Rainfall from mean annual storm 0.039 ft From Step 2 Vr= Vol. runoff from mean annual storm 3999 cf Stea 41 Calculate wetpool volume '' Vb= f Vr � f= Volume factor 3 From Step 1 Vr= Vol. runoff from mean annual storm 3999 cf From Step 3 Vb= Volume of wetpool 11997 cf d-- Step 51 Determine wetpool dimensions a) Determine geometry of first cell Volume in first cell 3599 cf 25-35%of total vol.,try 30% Depth h (1 st cell,excl.sed.storage) 3.0 ft 3 to 6 feet Required surface area 1200 sf Provided 1st cell dimensions: width 32 ft length 31 ft Provided 1 st cell surface area 992 sf Aprov'd>Areq'd b) Determine geometry of second cell Volume in second cell 8398 cf 65-75%of total vol.,try 70°/a Depth h(2nd cell,excl. sed.storage) 3.0 ft 3 to 6 feet i Required surface area 2799 sf Provided 2nd cell dimensions: width 32 ft length 68 ft Provided 2nd cell surface area 2176 sf Aprov'd>Areq'd c) Length to width ratio 3.09 :1 Must exceed 3:1 G1 V � � � � � O C� Scenario: Base P-10 P-6 CB #8A VAULT CB #8 � a �, I � P-9 C B #7A �fi-�--� C B #7 � a � I Q;��' CB #6 CB #11 P-12 ,^ � �- CB #10 � � a � � C B #12 � `�� i � � � CB #5 Q'� CB #4 � ,1 � .o Q� '.� � 1 CB #3 , �, 1 Q� CB #1 CB #2 Title:Cottages at Honey Creek Project Engineer:Bill Helsley r:\...\calcs�.stormcad�honey creek_strn Site Development Asscefates,LLC StormCAD v5.5(5.5003J 04/22/05 08:46:21 AM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base ,: , �� - -- - - - - _...._------- _ ----r::.-- _ - ----` ; _.._.----:- - __-- .------� _ --- � t�^ - ' � __ _---. -_- __-___-- / I / . 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- I - - ��-61' `1 � u � I — — _ __ -- - D J � ��/ 23 N � � ` '� ml'�.81' � i � c.� � � �� \ � � �' I 3s.00' �' � I I 1 1'� s N O � \ � 13 �� 4 1 1 I 1 '1 7� G titi' � � � o N � � � � � � aa.s� o � � o � .1� 1 �ti y '� I • m m ! �1 � 1 r^ � O � o D Z� 1 I 12 �j D B `�'p 2 4 � � 25 ��N 26 a�o 0 27 1'`I � � 1 � 2� �� � � � � � ► \ �,L r � 1 -� O $a.ss , � �� t 1 1 z• � �, u � 1 � S � , '' 'n�i � 1 1 iz 1 1 �' V � � 1 �� � / 27.44' 35.00' 38.00' �� `J • / � °� AREA = 2,816 SF qR - 4, I � 1+ (0.06 ACRES) 2+00 ( t CR )1 AREA - 2, 63 SF q � � +�� � 4+0 (0.06 AC�ES) 5+00 5+¢7.73 ( � N01'24'36"E ° 10 � F q�'S8p AREA = 2,428 SF 1 6 .2 ' ----- -� I S AREA = 3,532 SF AREA = 2,634 SF 0.06 ACRES) 40.00 � 68.27 1�7i89� � � �-1 n � � 1 D r� ��� I � � y e�� I � � OD A D W pp, N N p� 1 . � f`� � � , i A :�s I O `� � a O o O g � o OO o � � , � TRACT ' � �TRACT 'A' � � ' � v � � � m � o? 1 OPEN SPACE TR CT 1,�_ gTORMWATER TRACT o_ 1 O �� �. � v� �1 ` � � � \ \ � � - - : 38.00' 38.00' .0 ' 3 ' 4 . 0' ' � � 1 a. _ � _ V ( \ \ _ , — F�� — — — � 1 \ — — — — _-- ___ \\, \ 1 1 � , 1 1 � � � I ``� a / I cn M � � W n � /� N Q Ll 1-_ II c0 r- Q O L� W� � � � � � � I � N Q �� � _1i � 'YE - - p Qo I � � I � � C� g � C8 ��" � I I � � , I � � N , I p � � I v u � I � � � � I � - - — _ � � N � � Q 0 ♦� � � �� � ` I � CQ /A' Q v r' Tp �,$? I � AREA = 4,093 SF .J (0.09 ACRES) ` 'i �' . �`7 4CY'�3 �Yf1'(�/1/ � , p 2 acr�s }�n/� i �(� !I G� lo � �$ � � SD I � AREA = 8,919 SF � (0.20 ACRES) � e� I� N �� t6 acv�5 1�,ri�eN AREA = 1�,802 SF cl f � (0.25 ACRES) —� i01 � • Q5 acrr3 perV - 19 �cr�s ;mperV �N a To C8 (p � � . 06 �c`rrs pev�/ � � N Q T� C$ �� � � ° o t-� o � a „Y "�C.,~'.� I • C B � �� AREA = 16,317 SF (0.37 ACRES) 1'���", AREA = 9,897 SF � O • 28 �cr�5 1+mpe�Y �P'�o„y (0.23 ACRES) d. �9 Q CY�9 eN � � �o P� `�� • � � a�rcS 1m�xrJ P ARE = 7,085 SF � b� Q�� `,,J -,: -�^�1 c� '� 0.16 ACRES) f � � � I � v � cs� � � �n 3 To c8 5� c.82 AREA = 19,834 SF (0.46 ACRES) AREA = 13,007 5F (0.30 ACRES) T 0 C 8� 4.35 Qcres irr�pe�✓ O• l I a c_�:5 Qe�rV �' 0. 23 a�re5 lmperV � Q .4� �c vr9 �vV . _ _ To � 2., 3.2.1 RATIONAL METHaD TABLE 3.2.1.A RUNOFF COEFFICIENTS-'"C"'VALUES FOR THE RATIONAL METHpD ' General Land Covers Single Family Residential Areas Land Cover C Land Cover Density C � Dense forest 0.10 ' 0.20 DU/GA (1 unit per 5 ac.) 0.17 - Light forest 0.15 0.40 DU/GA(1 unit per 2.5 ac.) 0.20 Pasture 0.20 0.80 DU/GA (1 unit per 1.25 ac.) 0.27 __�Lawns 0.25 1.00 DU/GA 0.30 Playgrounds 0.30 1.50 DU/GA 0.33 Gravel areas 0.80 2.00 DU/GA 0.36 -----r-Pavement and roofs 0.90 2.50 DU/GA 0.39 Open water(pond, 1.00 3.00 DU/GA 0.42 lakes,wetlands) 3.50 DU/GA 0.45 4.00 DU/GA 0.48 4.50 DU/GA 0.51 5.00 DU/GA �.54 5.50 DU/GA 0.57 6.00 DU/GA 0.60 � Based on average 2,500 square feet per lot of impervious coverage. For combinations of land covers listed above,an area-weighted"C�:x A�°sum should be computed based on the � equation Cc x A,_(C,x A,)+(C2 x AZ)+ ...+(C„x A„),where A�_(A, +A2+ ...+A�), the total drainage basin area. i ' TABLE 3.2.1,B COEEFICIENTS FOR THE RATIONAL METHOD"iR"EQUATION , Design Storm Return Frequency aR bR 2 years 1.58 0.58 5 years 2.33 0.63 10 years 2.44 0.64 25 years 2.66 0.65 , 50 years 2J5 0.65 100 years 2.61 0.63 TABLE 3.2.1.0 kR VALUES FOR Tt USING THE R�.TIONAL METHOD Land Cover Category kR Forest with heavy ground litter and meadow 2.5 Fallow or minimum tillage cultivation 4.7 Short grass pasture and lawns 7.0 Nearly bare ground 10.1 Grassed waterway 15.0 � Paved area (sheet flow) and shallow gutter flow 20.0 1998 5urface Water Design Manual 9/1/98 3-13 Scenario: Base SDA Inlet Label Rim Area Inlet Sump Time System dditiona Rim Hydraulic Elevation (acres) C Elevation of Rational Flow Elevatio Grade (ft) (ft) Concentration Flow (cts) (ft) Line Out (min) (cfs) (ft) CB#1 424.50 0.46 0.74 420.00 5.00 0.93 0.00 424.50 422.40 CB#2 424.03 0.30 0.75 417.93 5.00 0.61 0.00 424.03 420.25 CB#4 417.21 0.16 0.90 411.67 5.00 1.92 0.00 417.21 414.26 CB#5 412.10 0.27 0.76 405.30 5.00 2.47 0.00 412.10 407.97 CB#6 400.00 0.26 0.78 394.74 5.00 4.33 0.00 400.00 398.44 CB#7 398.36 0.17 0.82 393.36 5.00 4.80 0.00 398.36 397.73 CB#7A 398.36 0.10 0.90 393.65 5.00 0.24 0.00 398.36 397.73 CB#8A 402.69 0.12 0.90 396.59 5.00 0.29 0.00 402.69 398.81 CB#10 402.00 0.31 0.77 395.75 5.00 1.37 0.00 402.00 398.45 CB#12 408.55 0.37 0.74 402.45 5.00 0.75 0.00 408.55 404.81 Title: Cottages at Honey Creek Project Engineer: Bili Helsley r:\...lcalcslstormcadlhoney creek.strn Site Development Associates,LLC StormCAD v5.5[5.5003] 04/22/05 09:14:16 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base SDA Pipe Upstream Downstream Upstream Downstream Length Section Constructed Manning Total Node Node Invert Invert (ft) Size Slope n System Elevation Elevation (fUft) Flow (ft) (ft) (cfs) CB#8 VAULT 394.86 394.80 12.00 18 inch 0.005069 0.012 4.97 � CB#8A CB#8 398.59 395.36 29.00 12 inch 0.111328 0.012 0.29 CB#7A CB#7 396.00 395.86 29.00 12 inch 0.004828 0.012 0.24 CB#6 CB#7 396.74 395.86 56.00 12 inch 0.015714 0.012 4.33 CB#3 CB#4 416.50 413.67 48.00 12 inch 0.058885 0.012 0.61 CB#4 CB#5 413.67 407.30 52.00 12 inch 0.122500 0.012 1.92 I CB#2 CB#3 419.93 416.60 35.00 12 inch 0.095150 0.012 0.61 CB#1 CB#4 422.00 413.67 100.00 12 inch 0.083300 0.012 0.93 CB#5 CB#6 407.30 396.74 117.00 12 inch 0.090256 0.012 2.47 CB#11 CB#10 398.23 397.75 95.00 12 inch 0.005015 0.012 0.75 CB#12 CB#11 404.45 398.23 44.00 12 inch 0.141443 0.012 OJ5 � CB#10 CB#6 397.75 396.74 37.00 12 inch 0.027345 0.012 1.37 CB#7 CB#8 395.36 394.86 100.00 18 inch 0.005000 0.012 4.80 �J -i"'::;i . . . . . �'i �'. It�:- , ' . .'. � -��._.. . .. . � . . '� . . ... . . . - � . �I.3i.� , . . . . . � �.•y�,:� _ � . -'{ f:Y . Li;.�..}� . .. � � . . � � . ��t�i�'.. ' . �_ _ . . . . . x�,' . . . . . . i.,- ; � Title:Cottages at Honey Creek Project Engineer:Bill Helsley r:\...lcalcs�.stortncad�honey creek.stm SRe Development Associates,LLC StormCAD v5.5[5.5003] 04/22/05 09:15:08 AM OO Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-2p3-755-1666 Page 1 of 1 Calculation Results Summary Scenario: Base »» Info: Subsurface Network Rooted by: VAULT »» Info: Subsurface Analysis iterations: 3 »» Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS � � Label � Inlet � Inlet � Total � Total � Capture � Gutter � Gutter � � � T�pe � � Intercepted � Bypassed � Efficiency � Spread � Depth � � � � � Flow � Flow � (�) � (ft) � (ft) � � � � � (cfs) � (cfs) � � � � �--------�---------------�----------------------�-------------�----------�------------�--------� -------- � � CB #sA � Generic Inlet � Generic Default loo$ � 0.29 � o.00 � loo.o � o.00 � o.00 � � CB #7 � Generic Inlet � Generic Default 100� � 0.38 � 0.00 � 100.0 � 0.00 � 0.00 � � CB #7A � Generic Inlet � Generic Default 100� � 0.24 � 0.00 � 100.0 � 0.00 � 0.00 � -- � CB #6 � Generic Inlet � Generic Default 100� � 0.55 � 0.00 � 100.0 � 0.00 � 0.00 � � CB #5 � Generic Inlet � Generic Default 100� � 0.56 � 0.00 � 100.0 � 0.00 � 0.00 � _ � CB #2 � Generic Inlet � Generic Default 100� � 0.61 � 0.00 � 100.0 � 0.00 � 0.00 � � CB #1 � Generic Inlet � Generic Default 100� � 0.93 � 0.00 � 100.0 � 0.00 � 0.00 � � CB #10 � Generic Inlet � Generic Default 1008 � 0.65 � 0.00 � 100.0 � 0.00 � 0.00 � � CB #12 � Generic Inlet � Generic Default 1008 � 0.75 � 0.00 � 100.0 � 0.00 � 0.00 � � � CB #4 � Generic Inlet � Generic Default 100� � 0.39 � 0.00 � 100.0 I 0.�0 � 0.00 � CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: VAULT � Label � Number � Section � Section � Length � Total � Average � Hydraulic � Hydraulic � � � of � Size � Shape � (ft) � System � Velocity � Grade � Grade � � � Sections � � � � Flow � (ft/s) � Upstream � Downstream � ' � � � � � � (cfs) � � (ft) � (ft) � �-------�----------�---------�----------�-------- �--------�----------�-----------�------------� � P-6 � 1 � 18 inch � Circular � 12.00 � 4.97 � 2.81 � 397.55 � 397.53 � � P-5 � 1 � 18 inch ( Circular � 100.00 � 4.80 � 2.72 � 397.73 � 397.55 � I P-10 I 1 � 12 inch � Circular � 29.00 � 9 � 6.76 � 398.81 � 397.55 �- ��9 � 1 � 12 inch � Circular � 29.00 � 0.2 � �3 � 397.73 � 397.73 � � P-4 � 1 I 12 inch I Circular I 56.00 ( 4.33 � 5.52 � 398.44 I 397.73 � � P-3 � 1 � 12 inch � Circular � 117.00 � 2.47 � 11.73 � 407.97 � 398.44 � - � P-13 � 1 � 12 inch � Circular � 37.00 � 1.37 � 6.48 � 396.45 � 398.44 � � P-2 � 1 I 12 inch � Circular � 52.00 � 1.92 � 12.18 � 414.26 � 407.97 � I P-12 � 1 � 12 inch � Circular � 95.00 � 0.75 � 2.96 � 398_59 � 398.45 � � P-8 � 1 � 12 inch � Circular � 48.00 � 0.61 � 6.72 � 416.82 � 414.26 � � P-1 � 1 � 12 inch � Circular � 100.00 � 0.93 � 8.61 I 422.40 � 414.26 � � P-11 � 1 � 12 inch � Circular � 44.00 � 0.75 � 9.72 I 404.81 � 398.38 � � P-7 � 1 � 12 inch � Circular � 35.00 � 0.61 � 7.96 � 420.25 � 416.75 � ----------------------------------------------------------------------------------------------- � � Label � Total � Ground � Hydraulic � Hydraulic � � � System � Elevation � Grade � Grade � � Flow � (ft) � Line In � Line Out � � � (cfs) � � (ft) � (ft) � �--------� -------- �-----------�-----------�-----------� � VAULT � 4.96 � 402.30 � 397.53 � 397.53 � � CB #8 � 4.97 I 402.69 � 397.55 � 397.55 ( � CB #7 � 4.80 � 398.36 � 397.73 � 397.73 � � CB #8A I 0.29 I 402.69 � 398.81 � 398.81 � � CB #7A I 0.24 � 398.36 � 397.73 � 397.73 � � CB #6 � 4.33 � 400.00 ( 398.44 � 398.44 � � CB #5 I 2.47 � 412.10 � 407.97 � 407.97 I Title:Cottages at Honey Creek Project Engineer:Bill Helsley r:\...\calcslstormcad\honey creek.stm Site Development Associates,LLC StortnCAD v5.5[5.5003] 04/22/05 08:45:23 AM �Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA +�-203-755-1666 Page 1 of 2 Calculation Resuits Summary � CB #10 � 1.37 � 402.00 � 398.45 � 398.45 � CB #4 � 1.92 � 417.21 � 414.26 � 414.26 � CB #11 � 0.75 I 402.23 � 398.59 � 398.59 � CB #3 � 0.61 � 420.60 � 416.82 � 416.82 ; I CB #1 I 0.93 � 424.50 I 422.40 � 422.40 � � CB #12 � 0.75 � 408.55 � 404.81 � 404.81 I � CB #2 � 0.61 � 424.03 I 420.25 � 420.25 � ------------------------------------------------------- - --------- Completed: 04/22/2005 08:44:30 AM ,,._.. "_. .,, .. . ..�..,. . r:u�� �,_�:��yu�,eer. e�ui rtc,5iuy r:\...\calcs�.stormcad\honey creek.stm Site Development Associates,LLC StormCAD v5.5[5.5003] 04/22/05 08:45:23 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +�_2p3-755-1666 Page 2 of 2 Profile Scenario: Base Main line 25 year storm ce #, � RI M 424.50 ft IE 422.00 ft _ _ _........ __..... ..... _.... . . ._._..__ ....__ _ __ ...........................__..._ .... _ _ T_.... ................ _ .__ I 425.00 � � � CB #4 � RIM 417.21 ft I I IE 41 3.67 R . ............. ____ ____....._ __ 420.00 <� tS'�o �7�o I � .�2� .� �3�c��� � CB #5 ' �� RIM 412.1,0 ft - 415.00 �f�.r ___...tE_407.30.Pt _ _ _.._—�v---- -._.._.._ __ _....._.—...... i I CB # ���' ���, RIM 4 0 00 ft _ _ �>>a.r? __ _ .........1�...39 .74 ft....._._. _...... _ 410.00 '���7 0� ' so� � , ' ' i i 0 CB #8 Elevation (ft) ' ! �f � -CB #7 RIM 402.69 ft I RIM 398.36 ft IE 394.86 ft _......____ __._.__ _ __ __ 1E 395.36.._ft _____ 405.00 �`` �\\, �i / Label:VAULT O 72�j I .�9 �7 �O _ p2ss �, � ...._.. .. ...................... . . _ , 400.00 , ��! I I__. _. _. I 395.00 ---_... �=56;0p h I S=0.015x14 ftfft L �ig��h R �=12.00 ft I I S=0.005000 ft/�t S=0.00506g �/ft � 390.00 0+00 1+00 2+00 3+00 4+00 5+00 Station (ft) Title:Cottages at Honey Creek Project Engineer: Bill Helsley r:\...\calcs�stormcad\honey creek.stm Sfte Development Assxiates,LLC StormCAD v5.5[5.5003] 04/22/05 09:08:24 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 , I � Profile Scenario: Base Second line 25 year storm CB #12 RIM 408.55 ft IE 404.45 ft __ ___ i_. _ _._ _ __ I 410.00 i CB #11 CB #10 RIM 402.23' ft RIM 402.00 ft IE 398.23 ft IE 397.75 ft _ _ _ 405.00 ' CB #6 � RIMI400.00 ft so IE 3�6.74 ft •��r,� _. . �� _ _ 400.00 Elevation (ft) 0 �� 0 �� � c� ��, L=95.00 ft 12 in h -_ S��:p.p.5f}�_5 ft/ft _ 3 9 5.0 0 �_3� 0 ; Sc� �2 inC� ft ' o2j34s ft/ft _ __ _.__ _ _ _ _ � 390.00 0+00 1+00 2+00 Station (ft) Title:Cottages at Honey Creek Project Engineer: Bill Helsley r:�...�calcs\stormcad\honey creekstm Site Development Associates,LLC StormCAD v5.5[5.5003] 04/22/05 09:10:19 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 � � Profile Scenario: Base Third Run 25 year storm _- __ _............................__......_..._ ; 4 3 0.0 0 CB #2 I . � RIM 424.03 ft IE 419.93 ft _ __ � 425.00 CB #3 RIM 420.60 ft' IE 416.50 ft I' 420.00 Elevation (ft) C8 #4 RIM 417.21 ft tS��O ����,; IE 413.67 ft . s �`o � O� ,�; 0 �,� ,�, _ _ _ ', 415.0 0 so I '� i % <` � s``��S'8��f � I 88 �h t 0+00 8$t't�f� �+ 410.00 00 Station (ft) Title:Cottages at Honey Creek Project Engineer:Bill Helsley r:\...\caics\stormcad\honey creek.stm Site Development Associates,LLC StormCAD v5.5[5.5003] 04/22/05 09:11:14 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of 1 � .� .� � � � � ` � V 1 c Project Name: Cottages at Honey Creek Project number: LUA 04-085 4821 NE Sunset Boulvard Crossing of Honey Creek - Upstream Basin Sub-Basin A deve%ed sing/e fami/y 51.i acnes Impervious 17.9 assume 35% Pervious 33.2 mu/ti-fami/y 3,0 acres Impervious 2.4 assume 80% Pervious 0.6 un-deve%ped Zoning R-4 2,3 acres Impervious 0.8 assume 35% Pervious 1.5 Tota/Mea; 56,4 acne.s Sub-Basin B deve%p�d sing/e family 12.7 aa�es Impen�ious 4.4 assume 35% Pervious 8.3 Schoo/ 11.0 aa7es Impervious 9.6 assume 80% Pervious 2.4 un-deve%ped I Zoning R-8 4.2 acres '! Impervious 3.4 assume 50% Pervious 0.8 City Wahe�Tower 8.7 acries Impervious 1.7 assume 10% Pervious 7,0 Wedands/SYneam/Buf95ers 9.7 acres Tota/Area: 47.3 acres Sub-Basin C � . ! < < deve%v�ed sing/e family 20.4 acres Impervious 7,1 assume 50% Pervious 13.3 un-deve%ned Zoning R-8 30,2 acres Im�rvious 10.6 assume 50°b Pervious 19.6 Zoning R-4 73.6 acres Impervious 25.8 assume 35% Pervious 47.8 Wet/ands/Stream/Bufl`ers 25.0 acres Tob/Area; 149,2 acres Sub-Basin D URB.4N-un-deve%ved Zoning R-4 12.4 acres Impervious 4.3 assume 35% Pervious 8.1 RURAL 5i,9 acres � Imp�ervious 7.8 assume ISRo Natu�al/undisturbed 44,1 Wedands/Stream/Buffers SO,O acres Tota/Area: 74.3 acres Summary Tota/Basin 327.2 acres Fu// Deve% Br�eakdown Impervious 95.8 acres Pervious 142.6 aa�es Weilands/SY�ream/But�'ers 44.7 acnes Naivra//undistur6�d 44.1 acres �� �� � g e=" .�""�iq����I�Mrr�h�,�= � �1� � �� i�l� � L1� � ._��I��i, ti�h� «ys.w�:�,l' . � ��fi\� �Ifr�� Q � F=i� !'!A0 � �� �� r ��� 1� �i'lTt'-9.. ��/M�� � . ,,.� .�. 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HCreek.pks Flow Frequency Analysis Time Series File:hcreek.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 US e � 52.12 6 2/09/Ol 12:45 191.37 1 100.00 0.990 � 37.79 7 1/05/02 15:00 120.26 2 25.00 0.960 ps��� 120.26 2 12/08/02 17:15 83.85 3 10.00 0.900 37.11 8 8/26/04 0:45 66.58 4 5.00 0.800 83.85 3 11/17/04 5:00 60.42 5 3.00 0.667 60.42 5 10/27/05 10:45 52.12 6 2.00 0.500 , 66.58 4 10/25/06 22:45 37.79 7 1.30 0.231 191.37 1 1/09/08 6:30 37.11 8 1.10 0.091 Computed Peaks 167.66 50.00 0.980 � Page 1 � � � Site Development Associates, LLC ! COTTAGES AT HONEY CREEK I HONEY CREEK CULVERT CROSSING General Information 1. Discharge at Culvert Inlet, Q (100-Year Event) Q = 191.00 cfs 2. Tailwater Elevation,TW (Depth of flow in swale) TW = 3.00 ft (normal depth) A„= 27.00 ft` (normal area) W P„= 15.00 ft 3. Elevation of Centerline of Road, ELc� EL��= 398.64 4. Inlet and Outlet Elevations, EL,N& ELouT ELiN = 390.50 ELour= 390.00 5. Slope and Length of Culvert, So& L So = 0.0052 L = 97.00 ft 6. Assume Culvert: Height: 48.00 in Type: 4'X 9'bottomless box culvert Inlet Control 1. HW/D - Use WSDOT Hydraulics Manual (Figure 3-3.4.2E) HW/D = 1.00 2. Headwater, HW H W = 4.00 ft Outlef Control R:1Projects1107(Offe)1005-04 (Honey Creek)1CaIcs1HC Culvert.xls Printed: 4/22/2005, 3:42 PM 1. Entrance Loss Coefficient, Ke (WSDOT Hydraulics Manula Figure 3-3.4.5H) Ke= 0.50 " 2. Critical Depth, D� I D�= 2.41 ft 3. Hydraulic Grade Line, HGL HGL= 3.21 ft ' 4. Ho Ho= 3.21 ft 5. Headloss in Culvert, H A�= 21.69 ft` (critical area) WP�= 13.82 ft n = 0.015 H = 2.24 ft 6. LSo LSo= 0.50 ft 7. Headwater, HW HW = 4.94 ft Controlling Headwater, HW HW= 4.94 ft Outlet Control Outlet Velociry V= 7.07 ftlsec ."o USe � x � � Cv�VGRT R:1Projects1107(Offe}1005-04 (Honey Creek)ICaIcs1HC Culvert.xls Printed: 4/22/2005, 3:42 PM � � Culvert Design ❑ - _ CHART 8 12 � ii 6°° (!) (2? (3) 5� EXAMPLE 8 9 t0 10 400 5'.¢'eo■ O•75 et� T 8 C/8 • 15 ch/tt 7 8 9 � � 6 3p0 �n��t 6 � G q�t 5 6 � (I) 1.76 3.5 S � (¢) i.eo 3.8 g 5 2dQ (3) 2A3 a.l 4 7 4 3 3 � 3 6 O 100 4" 80 � 2 _. . . � � 2 - �� W � —-� — � n' gp -+ 2 S � /►- � so / _ �.s O ~ Z 40 � w k.3 ..>:xy� � W — S I.S LL m , �' Z � S� vj/ O `� j� v� c x g � i m ; � t.0 � O �' _ .9 • l0 F- 3 �tt7 �n�7�01 _ F- S / t9 Minqr�fl a �9 � Q �p F�er• —� Wp .e •9 .9 W /� _ U 8 � �/y W / 0 6 a .� • / � o / � p 5 NW SCALE WINGWALL W .T .7 2 a 4 D FLARE _ .6 � (i) SO'ta 7y 3 KI 9o•.•e�Y .6 .6 t� a t•:�.n.�m. .5 Q ei��da� .3 .S Ta u�.ieou(2i a(3)poJ�ef . horiie�telly ro�eal�i11,tA�n �I up�troipnt inclis�d 1in�tArouq� .4 � D�n! 0�tol�s,er nr�rt�et Iklqirat�d. .8 .4 .4 .6 1 .5 .3p •35 .35 HEADWATER DEPTH FOR BOX CULVERTS .��.�,�.�,����o:.�� WITH INLET CONTRO� Box Culvert Inlet Control Nomograph Figure-3-3.4.2E Hydraulics Manua! Page 3-23 March 2005 � Culverf Design 5 4 ac C NOR Fl 4�. � Z � 2 CRITICAL QEPTH � � RECTA GULAR 5 CTiO 1 0 0 14 20 30 40 5� 60 QIB 16 16 14 13 c or, c 12 . `,; 1 I � Z �p � CRITICAL D�PTH �2 � 9 RECT NGULAR 3ECTION �� = . 3i5 ��6 a d �_ ,3`s �qi )2 7 �� s BINFT. I N CF.S. ' �C, � 2< <-�'1 5 d�= .3t53 (Qj8)2 4 50 100 150 200 250 300 380 ��B CRITICAL DEPTH � � �� ��` � "" RECTANGUTAR SECTION �, Critical Depth for Rectangular Shapes Figure 3-3.4.SJ Hydreulics Manual Page 3-39 , March 2005 � __ Culverf Design T e of Structure and Entrance Desi n ke Standard Plan Concrete Pi e Pro'ectin from fill,no headwall,socket roove end 0.2 Pro'ectin from fill,no headwall S uare cut end 0.5 Mitered to conform to fill slo e beveled end section 0.7 B-7a Mitered to conform to fill slo ,with concrete headwall 0.7 B-9 Flared end sections,metal or concrete 0.5 B-7 Desi n B Vertical headwall with win walls Socket end oove end 0.2 B S uare cut end 0.5 Rounded radius= 1/12 D 0.2* Metal and Thermo lastic Pi e or Pi e Arch Pro'ectin from fill,no headwall 0.9 Ta ered end section 0.9 B-9c,B9-d Mitered to conform to fill slo e(beveled end section 0.7 B-7a Mitered to conform to fill slo e, with concrete headwall 0.7 B-9 Flared metal or thermo lastic end sections 0.5 B-7 Desi A Vertical headwall with win alls 0.5 An headwall with beveled inlet ed es 0.2* Reinforced Concrete Boz Mitered concrete headwall to conform to fill slo e S uare-ed ed on 3 ed es 0.5 Rounded or beveled ed es on 3 sides 0.2 Win walls at 30 de rees to 75 de rees to barrel S uare ed e at crown 0.4 Rounded or beveled ed e at crown 0.2* ' Win walls at 10 de rees to 25 de rees to barrel ' S uare ed e at crown 0.5 Win walls arallel to banel S uare ed e at crown 0.7 Side or slo e ta ered inlet 0.2* *Reference Section 3-4.6 for the design of special improved inlets with very low entrance losses '� **Modified for round pipe. 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H.., ���. �_�� 7�" � ,�a� � . . ��...,��,a����:�... �._���w�,��_� �,�.�, ,< .A , a � .� ��r�� �..�.., �,�� =�, �,,._.�,����� a � � 1 �� Addendum to Storm Drainaqe Report ��I . � Cottages at Honey Creek �' � 4821 NE Sunset Blvd �� � Renton, Washington � t Prepared for: Davis Consulting Inc. 27013 Pacific Highway South PMB #353 Des Moines, WA 98198 425-228-5959 Attn: Mike Davis Prepared by: Offe Engineers, PLLC 13932 SE 159th Place I Renton, WA 98058 425-228-5959 Darrell Offe ! `d +. � � t ... November 14, 2005 �y } ' � Project Number: 107-005-04 _- ,._ ���,_y . _a �. �:: � V � J . .:. f':•_� 1 '4`32�7 The purpose of the addendum is to update the storm drainage report dated April 22, 2005 as prepared by Offe Engineers. The original design for Cottages at Honey Creek utilized a storm drainage detention vault located west of the access road to the property. Since the last submittal, the WSDOT property surrounded by the proposed development was purchased. This area will now be utilized for a storm water detention pond. See Figure 1 for an updated site plan with the proposed pond. The pond was sized using the King County Runoff Times Series {KCRTS), with a Level 2 detention standard, in a similar fashion as the original storm water detention vault. The following is a summary of the pond: Elevation Volume Re uired Volume Provided Detention Volume EL 398-392 34,830 cf 54,124 cf Water Quality EL 392-388 13,575 cf 16,704 cf Volume Attached to this memorandum is the following information: 1. Updated area calculations for existing and proposed site 2. Revised KCRTS level 2 detention calculations 3. Revised water quality calculations 4. 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'; ;,��,� _ ����:�� .� �€ ` � � ', ., . , 5 , _�v,��, _ � � r /s�o r . � �_m �j � �.�. . =��. a'i ' �.� �,�'� � � .'.. ,.. � ti +'---'h,16-_ .T%^�,y V` f �.______ "_' . ` _ / / t+• i W S ...'�d&z`1�.../ — ' �;J k.,./=... ,y-.�� f 6'NCQi F�•ti'Y=� f: ,w' � ' ��" 'i C�Ava'.rd��H�„E 80 0 80 1 60 1 "= 80 Scale Feet WPH COTTAGES AT Design �FFE ENGINEERS 1"=80' Drawn • HONEY CREEK Scale 13932 SOIJI'HFA57 75?fH P[�CE 14/17/05 REKION,WASH1NGfOtv 98058 Date PFiONE:675 26 0.3 412 �0�-oo5-oa CONTACf:DARRELLOFF£P.E PROPOSED SITE PLAN FIGURE01 Project No. Figure No. . N�t,J ARE�4- � . _ .-µ � �� = -- ,,.:' . . ; � . _,9 � G � . ,eF�, •',yx� _�.y„� di i� � -�� -- " �,,. �� �ar `�- �.S �--yF �' �' �- �� .�' J ` ��` a{~ �'"�8' .. ti�'�-'�' .--^'''dj.X �t��r - � ��� .,,,�'=-� r�- - � _� • ■ _f_�''" , �..r- =,��`r �; tv_ � __ ,�; ■ o�� -,a'�'_ ,��'' ��.i tz-�" . _:ay_,-�----�-�'-�'�`'�a�'`� ,�,_-'t� ���t�'' ^' _ - ' . 't _� - � ���,����-�'�y��� - � � � � �• � '/ + _,,..r- � � � " , �C r � I � � * �� f r,�'. - , _. r-"- � � l � �, - I� - �'".. ���"";f i �.J:: I i__- � . , . -.F: . _ ..�`� . .. � . ._- �, � - .: ._ : , � � t :� � = I = ,- ��H •- WSDOT � ,,--'"� 1 � __ I ,,, , p R,o�ER�c y ,, , _ , _-- � AREA = 181�638 SF __—�---��� � �" (4.17 ACRES) ------ - I a+��� , � _ _ _ - �' , �. ,�� ,� M _--------- ��""�'I . . . . � . �'� 5 b S} -. ___________- � E'� l- � �` -------^. .�'� t� _ _ - l r�"� � E - ��—--' �� �" - �'� � � " �,.� . .-� _ � _,... �� ,< . . : ,t.:. ._--_'�r:r. ---� -s- .__. ..._.✓- ]�'�.,� , ,�---- � �-.�'��, � �_ �� � - � . � --�- - * —�0 Jy '/ �^ _ �� -L_S� � I i�T t-Y��'r,P�� �i�S�-" _, .,�+--.� �\'�� �_� .�=�� -�_ � _�3 r�,�•-"..- � �� . 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AREA = 347 i' �= (0.54 ACRES) --- , _�� , , .(O.Oi ACRES) .�� -- ; '�'�i`.. ,:r:: , � �,°� � H ;. > ; � ` �.. __.,;-yY _._ � �� K !tR �'�. . ,- ti:,.� . .. �¢e-...` . . _.__ g_s� —.— 7�REA = BX SF AREA = 12 SF ' ,..._.. ,:-,a='- (0.00 ACRES) (0.00 AC S) AREA = 2;J21 SF , 7-��AREA = 101� (0.05 ACRES) O.DD ACRE$) �-i�-�EE ���f�-� �-��� AREA = 21 SF �, - �•s (O:OO-ACRES) - - ' � - �X! ST l NC-r �-���� . �`-/ >. i rvt. • _� _ .�,�, .: _ ^ ' _ r - _ :, - � -�� = � _�=-. � �� I v .Y �" - - - -. �-�� � � �r� _- , : _ � , , � .� . ���r , _-t-__ - �__ r - � . , �- � r _. _. - ,.. _ __ , - ' _._. _:.; - �, .... i __ .- ; -- � = - _ - - � ._- _ _�� _ __ �_ � = ..t� _ .x- _ � - _. _ , - I �.�� �'C�Nes��uR�,��_- � _ � _- . .�--_ � . _ ^= , L.nT'r. " t•� PDiJD iU2En=t 3,�5s 5._--_ ._ _ _, �U __ __- } : (0.28 ACRfS� - - IMPERVf011S ,�-'1 ' �� = C.755 SF � _�,, e _ - (0.16 ACRES) �"���-`."` ��.� �� � r_.. � .,.-�' ��' � � ; ` , �.- a��., � - ' 1 . _ . . - � ti . ..� . � � , � - , � - "" � r" ��' ,�- -' - F: � - � T - � .. r � � _ ` `-_ � � ' j �` ��-� °,,,, _ , . . 1 � I = �t _—�� , �� � . . �T/. � I L �_� ���I ' ' � ' .. _ ' .. . �" AREA = 9,009 SF _ __ .. �-- ' '-' a - � ` (0.21 ACRES) T'oTl�L SIT� >_ - = — _ �� T�L� AREA = 181,638 SF ' - -� : °`E %' (4.17 ACRES) _ - I_; " arw�' FORGS'� ,: -: �� =- -.�:_ . ����� POND AREA ' " � . _ =21,964 SF :t_ " � ' (0.50 ACRES} . ��� ' . . TILL PASTURE ��� -- —..� �i r _ �: - ---�--- �.� _� ------ ----�- , : _ _ , �`C,� Z AREA = 19,034-SF 1�«- �'" (0.4_4 XCRES) „ __. ____ , � �` 4, - (u,ndt5i��d� l`I�:�L. F�k�ST ,�� ,���� � - .,. _ . i _, �� �,,. �__ __ .. .- �. : ,; ; . --.-� _.._. � � - _ ... , 1 . �� ..... -_ .; '_ . l' �, � �+ _—.-_.._.� ..._ , ._ .. ....... f=':d. : .� �. ; . :. . ��_ � �� � yt`-,�-" uC.:�. . - _ - - - --- �-. :v �svg� . � 'n'��-- . _ '^ _ _ _ .. ' ,�?`-�.'^it*` .,.. ', -__._- . . ..- . . � -,',"-'.�� . �� �`:� .o.r � . :.-_;_: _. .`f�.__. ._ .- - - .- . �.. r x - �y ,..�';` { �.. . .:_- _ ,..• ' . . _ -.` . _ ' , . ; � .Mv . '..__ ... _. j�� ;* � ,r'�'x'� m`�. �...ii�> . " � . -� -� ,.,. ().S 1.. � �'."�K _.- I ... _....f..�Y-.�:_ ���,)...' _'-_ �J ,_v ,_ ._ ,. .. � , ._..... F„�� .. �. � __ ,... .._.. � � " .,� �- ., F '� --� ...... ,,..p. ..: - _�J . > ' --. � .�J� ..-�. .,..-..:.. :. _ _.. _ '.�.. :. . - . . .,_��"� � _ ��. '� .w... ' � K"� .. . _. � � f�} -. � '�� �"- :- :, .'. -.. ....yil'�a.,____...._.._._ � _ . ��.,, _� �1 .-- __ �� .�- �� �.� .�- � . . . ... ..� __. ._ �_ _ `:. . ,. --._ . . " � � __�„• .. __ . .. . _ .. . _ . � J�+ , . _ . .. � < � N . ' � _ . .: ... ...- .-� « � . - . , ,s . _ �. >: :: `w� - _ (y'.� _ ..... F i �J �_�" .. ,a . 'b- _ � ' L/�__ ..� . . �' ' . , ..:.. ,:-'� : �- .._ _". ,.��i'�k" � . _ .. , ,. : ,.....,.- .. . . .. . ; f� . . .,> . �__ - . . � � , �x . . �_. ,_ .�-" _- . �� , 'r- . ,� '. � � � - .. . . "- . ' _ ' „ i . � � _ .. . i--. . � . _ -.. ; ..-. ,a� . « . -� -' ��. �Ff` . ._ `- ,�, ` �_ ,-- - - �� � � qREA''e-��5788�SF 'f `� `".�` - : , � . " :, , , � (0„`. ACRES , _ , ; - y, _. u , , _ .- µ p�.o�h p AR�,� � ,,; , _� __�� ..�� _ _� S�A�W+��l� s, Y�, " . , �,__. �� 1. . . � , �.....,. : .._. ��4-. ' _ - __ _ __ ' \. ��-�s� --" ' . ' .:- -� ' _' ' . -• '".` - ,:. _ _' ;'T, + �:."�:.:- ` : ', _r�,:��. _ a�a `. .- �'''.. , ...:'- � -�-.,<e� t�.s.ve..-�-. � .'-�:." . . _ 3 -�x- ..� :�. .:����: `-� -:� - . . = _....._ .... ... -- ' ,s _ --°-a �c � ,.,:.. . n Ct '..:.�r, ' �'� t m.s.'� -r � .(/���� �s �J. �� ,. � . ' '�' f �4�F' . � _ �_ '.��^} ��t p - , _. x X .,� ' � �. . �4:t1 0' l�J-� '^ . _ , • •_ �-�' . � � ry I � �� � .= , wp ` _ 91;124 S ` - (2. 9 ACRES) , -- ��oT - Ro I1� . ^, - _:, Y ., , . �RO�'QS�;IJ �[��,4� ' 3 Cottages at Honey Creek 4821 NE Sunset Blvd Renton, WA Total site area = 181,638 sf 4.17 acres E�cisting impervious II, House and garage 2,321 sf Outbuildings 817 sf Compacted driveway 23,730 sf total = 26,868 sf 0.62 acres Existing pervious Till forest 154,770 sf 3.55 acres Proposed impervlous Road and sidewalk Area = 33,788 sf 'I 0.78 acres Detention Pond water surface Area = 12,159 sf 0.28 acres Proposed lot area Total lot area = 97,879 sf I, 2.25 acres 75% allowable coverage 1.69 acres Total impervious= 2.74 acres Proposed pervious Till forest 28,043 sf 0.64 acres Till lawn Landscaping for homes 0.56 acres Detention Pond Area (outside of water surface) Area = 9,805 sf 0.23 acres Total till lawn = 0.79 acres Detention.xis 10/16J2005 - -� � I KCRTS Detention Calculations ' . �"� predev.pks Flow Frequency ,4nalysis Time series File:predev.tsf , Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank rteturn Prob (CFS) (CFS) Period 0.328 2 2/09/O1 15:00 0. 547 1 100.00 0.990 0.190 7 1/05/02 16:00 0.328 2 25.00 0.960 ' 0.322 3 2/27/03 7:00 0.322 3 10.00 0.900 0.155 8 8/26/04 2:00 0.318 4 5.00 0.800 0.196 6 1/05/05 8:00 0.290 5 3.00 0.667 0.318 4 1/18/06 16:00 0.196 6 2.00 0. 500 0.290 5 11/24/06 4:00 0.190 7 1.30 0.231 0.547 1 1/09/08 6:00 0.155 8 1.10 0.091 Computed Peaks 0.474 50.00 0.980 50�'o p-� ���r � �o t�98 Page 1 �I . o dev.pks Flow Frequency Analysis Time series File:dev.tsf Project Location:5ea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.760 6 2/09/O1 2:00 1. 51 1 100.00 0.990 0.632 8 1/05/02 16:00 1.02 2 25.00 0.960 0.905 3 2/27/03 7:00 0.905 3 10.00 0.900 0.697 7 8/26/04 2:00 0.834 4 5.00 0.800 0.834 4 10/28/04 16:00 0.811 5 3.00 0.667 0.811 5 1/18/06 16:00 0.760 6 2.00 0.500 1.02 2 10/26/06 0:00 0.697 7 1.30 0.231 1.51 1 1/09/08 6:00 0.632 8 1.10 0.091 Computed Peaks 1.34 50.00 0.980 Page 1 _ � o � . Cottages at Honey Creek �I, Level 2 Detention Pond Sizing 11/14/2005 I Facili I Retention/Detention ty Type of Facility: Detention Pond Side Slope: 2.00 H:lV Pond Bottom Length: 89.00 ft , Pond Bottom Width: 45.00 ft Pond Bottom Area: 4005. sq. ft Top Area at 1 ft. FB: 8541. sq. ft 0.196 acres Effective Storage Depth: 6.00 ft Stage 0 Elevation: 0.00 ft Storage Volume: 34830. cu. ft � ��,-�Q��� ���V�,r� 0.800 ac-ft � Riser Head: 6.00 ft r������ Riser Diameter: 18.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 1.39 0.128 2 4.50 2.44 0.197 6.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation Surf Area (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) (sq. ft) 0.00 0.00 0. 0.000 0.000 0.00 4005. 0.01 0.01 40. 0.001 0.006 0.00 4010. 0.03 0.03 120. 0.003 0.009 0.00 4021. 0 .04 0.04 161. 0.004 0.011 0.00 4026. 0.06 0 .06 241. 0.006 0.013 0.00 4037. 0.07 0.07 282. 0.006 0.014 0.00 4043 . 0.09 0.09 363. 0.008 0 .015 0.00 4053 . 0.10 0.10 403. 0.009 0 .017 0.00 4059. 0.12 0.12 485. 0.011 0.018 0.00 4070. 0.22 0.22 894. 0.021 0.024 0.00 4124. 0.32 0.32 1309. 0.030 0.029 0.00 4178. 0.42 0.42 1730. 0.040 0.034 0.00 4233 . 0.52 0.52 2156. 0.049 0.038 0.00 4288. 0.62 0.62 2587. 0.059 0.041 0.00 4343. 0.72 0.72 3025. 0.069 0.044 0.00 4399. 0.82 0.82 3467. 0.080 0.047 0.00 4455. 0.92 0.92 3916. 0.090 0. 050 0.00 4512 . 1.02 1.02 4370. 0.100 0. 053 0.00 4568. , 1.12 1.12 4829. 0.111 0.055 0.00 4625. 1.22 1.22 5295. 0.122 0.058 0.00 4683 . 1.32 1.32 5766. 0.132 0.060 0.00 4740. 1.42 1.42 6243 . 0.143 0.062 0.00 4798. 1.52 1.52 6726. 0.154 0.065 0.00 4857. 1.62 1.62 7214. 0.166 0.067 0.00 4915. I 1.72 1.72 7709. 0.177 0.069 0.00 4974 . ' 1.82 1.82 8209. 0.188 0.071 0.00 5034 . �I 1.92 1.92 8715. 0.200 0 .073 0.00 5093 . I 2 .02 2 .02 9228. 0.212 0 .074 0 . 00 5153 . Page 1 � . Cotta es at Hone Creek `-� I 9 Y Level 2 Detention Pond Sizing 11/14/2005 2 .12 2 .12 9746. 0.224 0.076 0.00 5213 . 2 .22 2 .22 10270. 0.236 0.078 0.00 5274. 2 .32 2.32 10801. 0.248 0.080 0.00 5335. , 2 .42 2.42 11337. 0.260 0.081 0.00 5396. 2 .52 2 .52 11880. 0.273 0.083 0.00 5457. 2 .62 2.62 12429. 0.285 0.085 0.00 5519. 2 .72 2.72 12984. 0.298 0.086 0.00 5581. 2 .82 2 .82 13545. 0.311 0.088 0.00 5644 . 2 .92 2 .92 14112. 0.324 0.089 0.00 5707. I 3 .02 3 .02 14686. 0.337 0.091 0.00 5770. 3 .12 3 .12 15266. 0.350 0.093 0.00 5833 . 3.22 3 .22 15853. 0.364 0.094 0.00 5897. 3.32 3 .32 16446. 0.378 0.095 0.00 5961. 3.42 3 .42 17045. 0.391 0.097 O.OQ 6025. 3.52 3.52 17651. 0.405 0.098 0.00 6090. 3.62 3 .62 18263. 0.419 0.100 0.00 6155. 3.72 3 .72 18882. 0.433 0.101 0.00 6220. 3.82 3 .82 19507. 0.448 0.102 0.00 6286. �� 3.92 3 .92 20139. 0.462 0.104 0.00 6352. 4.02 4. 02 20778. 0.477 0.105 0.00 6418. 4.12 4 . 12 21423. 0.492 0.106 0.00 6485. 4.22 4.22 22075. 0.507 0.108 0.00 6552. 4.32 4 .32 22733. 0.522 0.109 0.00 6619. 4.42 4 .42 23398. 0.537 0.110 0.00 6687. 4.50 4 .50 23936. 0.549 0.111 0.00 6741. 4.53 4 .53 24138. 0.554 0.113 0.00 6761. 4.55 4 .55 24273. 0.557 0.118 0.00 6775. 4.58 4.58 24477. 0.562 0.126 0.00 6796. 4.60 4 .60 24613. 0.565 0.136 0.00 6809. 4.63 4 .63 24818. 0.570 0.150 0.00 6830. 4.65 4 .65 24954. 0.573 0.166 0.00 6843 . 4.68 4 .68 25160. 0.578 0.181 0.00 6864 . 4.70 4 .70 25297. 0.581 0.186 0.00 6878. 4.73 4 .73 25504. 0.585 0. 191 0.00 6898. 4.83 4 .83 26197. 0.601 0.207 0.00 6967. , 4.93 4 .93 26897. 0.617 0.222 0.00 7036. 5.03 5 .03 27605. 0.634 0.235 0.00 7106. 5.13 5 .13 28319. 0.650 0.246 0.00 7176. 5.23 5.23 29040. 0.667 0.257 0.00 7246. 5.33 5 .33 29768. 0.683 0.267 0.00 7316. 5.43 5.43 30503. 0.700 0.277 0.00 7387. 5.53 5.53 31245. 0.717 0 .286 0.00 7458. 5.63 5.63 31995. 0.734 0 .295 0.00 7530. 5.73 5.73 32751. 0.752 0.304 0.00 7602 . 5.83 5.83 33515. 0.769 0.312 0.00 7674 . 5.93 5.93 34286. 0.787 0.320 0.00 7746. 6.00 6.00 34830. 0.800 0.326 0.00 7797. 6.10 6.10 35613. 0.818 0.795 0.00 7870. 6.20 6.20 36404. 0.836 1.650 0.00 7943. 6.30 6.30 37202 . 0.854 2.750 0.00 8017. 6.40 6.40 38007. 0.873 4. 050 0.00 8091. 6.50 6.50 38820. 0.891 5.530 0.00 8165. 6.60 6.60 39640. 0.910 6.960 0.00 8240. 6.70 6.70 40468. 0.929 7.490 0.00 8314. 6.80 6.80 41303. 0.948 7.990 0.00 8390. 6.90 6.90 42146. 0.968 8.460 0.00 8465. 7.00 7 .00 42996. 0. 987 8 .900 0. 00 8541. Page 2 , --� . � • Cottages at Honey Creek Level 2 Detention Pond Sizing 11/14/2005 ' 7.10 7 .10 43854. 1.007 9.320 0.00 8617. 7 .20 7 .20 44720. 1.027 9.730 0.00 8694. 7.30 7.30 45593. 1.047 10.110 0.00 8770. 7 .40 7.40 46474. 1.067 10.490 0.00 8848. 7.50 7.50 47363. 1.087 10.840 0.00 8925. 7.60 7.60 48259. 1.108 11.190 0.00 9003. ' 7 .70 7.70 49163. 1.129 11.530 0.00 9081. �I 7 .80 7.80 50075. 1.150 11.860 0.00 9159. '' 7.90 7 .90 50995. 1.171 12.170 0.00 9238. 5.00 8 .00 51923. 1.192 12.480 0.00 9317. �I Hyd Inflow Outflow Peak Storage I Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 1.51 ******* 1. 02 6.13 6.13 35817. 0.822 2 0.76 0.33 0.32 5.97 5.97 34589. 0.794 3 0.77 ******* 0.28 5.49 5.49 30932 . 0.710 4 0.81 ******* 0.25 5.16 5.16 28557. 0.656 5 0.90 ******* 0.24 5.05 5.05 27774. 0.638 6 0.49 ******* 0.11 4.11 4.11 21326. 0.490 7 0.63 ******* 0.09 3.02 3 .02 14696. 0.337 8 0.70 ******* 0.08 2.58 2.58 12186. 0.280 ---------------------------------- Route Time Series through Facility Inflow Time Series File:dev.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: 1.02 CFS at 10:00 on Jan 9 in Year 8 Peak Reservoir Stage: 6.13 Ft Peak Reservoir Elev: 6.13 Ft ' Peak Reservoir Storage: 35817. Cu-Ft . 0.822 AC-Ft Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS � � � 0.005 41152 67.110 67.110 32.890 0.329E+00 0.014 3647 5.947 73 .058 26.942 0.269E+00 0.023 3888 6.341 79.398 20.602 0.206E+00 0.032 3175 5.178 84 .576 15.424 0.154E+00 0.041 2746 4.478 89.054 10.946 0 .109E+00 0.050 2139 3.488 92.542 7.458 0.746E-01 0.059 1397 2.278 94.821 5.179 0.518E-01 , 0.068 1092 1.781 96.601 3 .399 0.340E-01 ��, 0.077 768 1.252 97.854 2 .146 0.215E-01 � 0.086 493 0.804 98.658 1.342 0.134E-01 0.095 340 0.554 99.212 0.788 0.788E-02 0.104 251 0.409 99.622 0.378 0.378E-02 0.114 118 0.192 99.814 0.186 0.186E-02 0.123 9 0.015 99.829 0.171 0.171E-02 �.132 4 0_007 99.835 0.165 0.165E-02 0.141 3 0.005 99.840 0.160 0.160E-02 0.150 3 0.005 99.845 0.155 0.155E-02 0.159 4 0.007 99.852 0.148 0.148E-02 �I Page 3 . Cottages at Honey Creek �� !� Level 2 Detention Pond Sizing 11/14/2005 ' 0.168 3 0.005 99.856 0.144 0. 144E-02 0.177 0 0.000 99.856 0.144 0. 144E-02 ' 0.186 9 0.015 99.871 0.129 0. 129E-02 0.195 11 0.018 99.889 0.111 0.111E-02 0.204 9 0.015 99.904 0.096 0. 962E-03 I 0.213 6 0.010 99.914 0.086 0. 864E-03 0.223 6 0.010 99.923 0.077 0.766E-03 0.232 6 0.010 99.933 0.067 0.669E-03 0.241 8 0.013 99.946 0.054 0.538E-03 I 0.250 7 0.011 99.958 0.042 0.424E-03 , 0.259 3 0.005 99.962 0.038 0.375E-03 0.268 4 0.007 99.969 0.031 0.310E-03 0.277 4 0.007 99.976 0.024 0.245E-03 0.286 4 0.007 99.982 0.018 0. 179E-03 0.295 2 0.003 99.985 0.015 0. 147E-03 0.304 1 0.002 99.987 0.013 0.130E-03 0.313 3 0.005 99.992 0.008 O.S15E-04 0.322 4 0.007 99.998 0.002 0.163E-04 ---------------------------------- Route Time Series through Facility Inflow Time Series File:dev.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: 1.02 CFS at 10:00 on Jan 9 in Year 8 Peak Reservoir Stage: 6.13 Ft Peak Reservoir Elev: 6.13 Ft Peak Reservoir Storage: 35817. Cu-Ft . 0.822 Ac-Ft Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS � g $ 0.005 41152 67.110 67.110 32.890 0.329E+00 0.014 3647 5.947 73.058 26.942 0.269E+00 0.023 3888 6.341 79.398 20.602 0 .206E+00 0.032 3175 5.178 84 .576 15.424 0 .154E+00 0.041 2746 4.478 89.054 10.946 0.109E+00 0.050 2139 3 .488 92.542 7.458 0.746E-01 0.059 1397 2 .278 94.821 5.179 0 .518E-01 0.068 1092 1.781 96.601 3 .399 0.340E-01 �.077 768 1.252 97.854 2 .146 0.215E-01 0.086 493 0.804 98.658 1.342 0.134E-01 0.095 340 0.554 99.212 0.788 0.788E-02 0.104 251 0.409 99.622 0.378 0.378E-02 0.114 118 0.192 99.614 0.186 0.186E-02 0.123 9 0.015 99.829 0.171 0.171E-02 0.132 4 0.007 99.835 0.165 0.165E-02 0.141 3 0.005 99.840 0.160 0. 160E-02 0.150 3 0.005 99.845 0.155 0. 155E-02 0.159 4 0.007 99_852 0.148 0.148E-02 , 0.168 3 0.005 99.856 0.144 0.144E-02 ' 0.177 0 0.000 99.856 0.144 0.144E-02 I 0.186 9 0.015 99.871 0.129 0.129E-02 � Page 4 , Cottages at Honey Creek �l Level 2 Detention Pond Sizing 11/14/2005 0.195 11 0.018 99.889 0.111 0.111E-02 0.204 9 0.015 99.904 0. 096 0.962E-03 0.213 6 0.010 99.914 0.086 0.864E-03 0.223 6 0.010 99.923 0.077 0.766E-03 0.232 6 0.010 99.933 0.067 0.669E-03 . 0.241 8 0.013 99.946 0.054 0.538E-03 0.250 7 0.011 99.958 0.042 0.424E-03 0.259 3 0.005 99.962 0.038 0.375E-03 0.268 4 0.007 99.969 0.031 0.310E-03 0.277 4 0.007 99.976 0.024 0.245E-03 0.286 4 0.007 99.982 0.018 0.179E-03 0.295 2 0.003 99.985 0.015 0.147E-03 0.304 1 0.002 99.987 0.013 0.130E-03 0.313 3 0.005 99.992 0.008 0.815E-04 0.322 4 0.007 99.998 0. 002 0. 163E-04 Duration Comparison Anaylsis Base File: predev.tsf New File: rdout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New �Change Probability Base New �Change 0.099 � 0.66E-02 0.65E-02 -2.2 I 0.66E-02 0.099 0.098 -0.4 0.116 � 0.45E-02 0.18E-02 -59.8 � 0.45E-02 0.116 0.103 -11.5 0.134 � 0.34E-02 0.16E-02 -52.7 I 0.34E-02 0.134 0.105 -21.3 0.152 � 0.23E-02 0.15E-02 -35.4 � 0.23E-02 0.152 0.109 -27.9 i 0.169 � 0.17E-02 0.14E-02 -15.4 � 0.17E-02 0.169 0.125 -26.5 0.187 I 0.13E-02 0.13E-02 -3 .7 � 0.13E-02 0.187 0.184 -1.8 0.205 I O.10E-02 0.93E-03 -8.1 I O.10E-02 0.205 0.202 -1.4 0.223 I 0.80E-03 0.77E-03 -4.1 I 0.80E-03 0.223 0.218 -2 .0 0.240 I 0.60E-03 0.54E-03 -10.8 � 0.60E-03 0.240 0.236 -1.6 0.258 � 0.47E-03 0.38E-03 -20.7 � 0.47E-03 0.258 0.247 -4.1 0.276 � 0.29E-03 0.26E-03 -11.1 � 0.29E-03 0.276 0.274 -0.8 0.293 � 0.98E-04 0.15E-03 50.0 � 0.98E-04 0.293 0.309 5.5 0.311 � 0.98E-04 0.82E-04 -16.7 � 0.98E-04 0 .311 0.309 -0.5 Maximum positive excursion = 0.017 cfs ( 5.9�) occurring at 0.292 cfs on the Base Data:predev.tsf and at 0.309 cfs on the New Data:rdout.tsf Maximum negative excursion = 0.050 cfs (-31.1�) occurring at 0.162 cfs on the Base Data:predev.tsf and at 0 .112 cfs on the New Data:rdout.tsf Page 5 - � 1 � ❑ �X1 d' i 0 � rdout.�ur O target.�ur �► ; � � �� M O r--�. � LJ.. �..� � i � N L � I � I � �y �i � �. � � 00 � � O „ � �,� Computing I � Computing � Computing � O � � ' 10 _5 TT� 10 -4 r 10 -3 10��r�r�r� 10 � 10° { ; Computing I O Computing � Probability Exceedence Computing , N�acility Kouting C:omplete , i3 compare.prn Duration Comparison Anaylsis Base File: predev.tsf New File: rdout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New %Change Probability Base New %Change 0.099 � 0.66E-02 0.65E-02 -2.2 � 0.66E-02 0.099 0.098 -0.4 0.116 � 0.45E-02 0.18E-02 -59.8 � 0.45E-02 0.116 0.103 -11.5 0.134 � 0.34E-02 0.16E-02 -52.7 � 0.34E-02 0.134 0.105 -21.3 0.152 � 0.23E-02 0.15E-02 -35.4 � 0.23E-02 0.152 0.109 -27.9 0.169 � 0.17E-02 0.14E-02 -15.4 � 0.17E-02 0.169 0.125 -26. 5 0.187 � 0.13E-02 0.13E-02 -3.7 � 0.13E-02 0.187 0.184 -1.8 0.205 � O.10E-02 0.93E-03 -8.1 � O.10E-02 0.205 0.202 -1.4 0.223 � 0.80E-03 0.77E-03 -4.1 ( 0.80E-03 0.223 0.218 -2.0 0.240 � 0.60E-03 0.54E-03 -10.8 � 0.60E-03 0.240 0.236 -1.6 0.258 � 0.47E-03 0.38E-03 -20.7 � 0.47E-03 0.258 0.247 -4.1 0.276 � 0.29E-03 0.26E-03 -11.1 � 0.29E-03 0.276 0.274 -0.8 0.293 I 0.98E-04 0.15E-03 50.0 � 0.98E-04 0.293 0.309 5.5 ' 0.311 � 0.98E-04 0.82E-04 -16.7 � 0.98E-04 0.311 0.309 -0.5 Maximum positive excursion = 0.017 cfs ( 5.9%) occurring at 0.292 cfs on the Base �ata:predev.tsf and at 0.309 cfs on the New Data: rdout.tsf Maximum negative excursion = 0.050 cfs (-31.1%) occurring at 0.162 cfs on the Base �ata:predev.tsf and at 0.112 cfs on the New oata:rdout.tsf Page 1 �I � i4 Water Quality Calculations 15 WETPOND DESIGN Project Name: Cottages at Honey Creek r "���= By: wph Project Number: 107-005-04 Date: 10l17/2005 DRAINAGE CRITERIA: City of Renton-King County Standards ' - RAINFALL METHOD: King County Runoff Time Series(KCRTS) = METHOD OF ANALYSIS: �e#ip��" -- ='�--�f ���,1 � Step 1) Determine volume factor f. f= 3 Basic:f=3, Large:f=4.5 Stea 2) Determine rainfall R for mean annual storm R �'.,' 0�ft See Figure 6.4.1.A Stea 3i Calcutate runoff from mean annual storm Vr=(0.9Ai +0.25Atg+0.10 Atf+0.01 Aog)*R Ai= Area of impervious surFace 119,354 sf 2.74 acres Atg= Area of till grass 34,412 sf U.79 acres Atf= Area of till forest 0 sf Aog = Area of outwash grass 0 sf R= Rainfall from mean annual storm 0.�39 ft From Step 2 Vr= Vol. runoff from mean annual storm 4525 cf Step 4)Calculate wetpool volume Vb= f Vr , f= Volume factor 3 From Step 1 Vr= Vol.runoff from mean annual storm 4525 cf From Step 3 Vb= Volume of wetpool 13575 cf � Vo tu vr�e_ �'eqv i✓'e_cl. Step 51 Determine wetpool dimensions a) Determine geometry of first celf Volume in first cell 4072 cf 25-35°/a of total vol.,try 30% Depth h (1 st celi, excl.sed.storage) _- 4.0 ft 3 to 6 feet Required surface area 1018 sf Provided 1st cell dimensions: width -= 'ft length ft Provided 1 st cell surface area 2000 sf Aprov'd>Areq'd b) Determine geometry of second cell Volume in second cell 9502 cf 65-75%of total vol.,try 70% Depth h(2nd cell,excl.sed.storage) � �4#�ft 3 to 6 feet Required surface area 2376 sf Provided 2nd cell dimensions: width 40 ft length 73 ft Provided 2nd cell su�face area 2920 sf Aprowd>Areq'd � c) Length to width ratio 3.08 :1 Must exceed 3:1 - � . I (p : Cottages at Honey Creek Pond Volume Calculations Water Incremental Quality Detention Elevation Area Volume Volume Volume s C C C �e�er��-;o�. 398 12,050 22,067 54,124 � v otv�n2 pvov�c�e� 396 10,017 18,057 32,057 394 8,040 14,000 14,000 392 5,960 10,065 16,704 cJG? Volu,,,�� 390 4,105 6,639 6,639 P�tQv;d,e� 388 2,534 0 0 � pond volumes.xls 10/16/2005 �; E , � � y � 1 � W / i � � \ ��� � i4 � �,>� �O})l i \ � � \� � {t ' ',i.l�,>, ty,f , � \ .� � � t ',1�. v , 1 5 t � t.f��� ��� , '`c—:�,c �.�1" �'�� _.� ,. 1 , . --- �'_ _ _.. - . , - ` - � T _ _ ____ � . -�� .s. .. 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