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03216 - Technical Information Report
9 � • Technical Information Report � A3 Apartments 972 Edmonds Ave. N.E. , Renton Washington 98056 � Prepared for : A3 Investment LLC 6100 South center Blvd #250 �kwila Wa 98188 � SAp J /2� Q P� 9 / � ��w�sti,ti o,, o= �es� ��. �'c AForsT�.a`:�L���: �SS��N�. .• ��� G.rr_o6 '��zoo�c � �. i"�-. C 5�...a�r- /rl�.�az) � ��i� • � 1.0 PROJECT OVERVIEW � �_ • 1.0 Project Overview The subject site is located along the east side of Edmonds Ave. NE in the city of Renton, Washington and is approximately 0.32 acres in size. The property address is 972 Edmonds Ave. NE Renton, Washington 98056. (Please refer to figure 1 vicinity map) Currently the site is vacant and contains one singal family resident along with an oversize 1 car garage, both of which are not in usuable condition. The site is generally flat and slops gently NE to SW. The existing ground cover is currently covered with grass and compacted gravel drive. The proposal for this project is to construct 6 unit apartment complex with associated parking, drive, and utilities improvements. The existing structures are proposed to be demolished and removed from the site. � � . . • ' �, � King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET • Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND PROJECT ENGINEER DESCRIPTION Project Owner f� ,� i r11,�r:,STi�'3r�7 L�_ Project Name Address cslDD Soa��i G'���</Q�Vc�, �3 �}l�a�Ti»enfis Phone ��5° r`�K'"'��p W a Location Project Engineer � ��� SGtGtr l� G� Township 2 3 Company ..-- � _ Range $E Address/Phone ' 2�6� 2 1�—�7g 7 Section q Part 3 TYPE OF PERMIT Part 4 OTHER REVIEWS AND PERMITS APPLICATION Subdivision DFW HPA Shoreline Management �hort Subdivision COE 404 Rockery Grading DOE Dam Safety Structural Vaults � ✓Commercial FEMA Floodplain Other � Other COE Wetlands � Part 5 SITE COMMUNITY AND DRAINAGE BASIN Community K�n �'oi% �j'��h /Q n o�S Drainage Basin L O W �� �Q /p✓ O` �t i Ve / _ _ _ _ _ _ Part 6 SITE CHARACTERISTICS River � �- ,, -,� , j� . .i� � Floodplain Stream Wetlands Critical Stream Reach Seeps/Springs Depressions/Swales High Groundwater Table Lake Groundwater Recharge Steep Slopes Other � AF.538 , . �Part 7 SOILS � ` Soil Type Slopes Erosion Potential Erosive Velocities ��de�u/ood ,s # Ttp� `c ' D - 2 L D�.J �5 ��/5��. . Additional Sheets Attached Part 8 DEVELOPMENT LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT lZnw,� S7'�'Qa „� �� �e 7��fivn Additional Sheets Attached Part 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION ✓Sedimentation Facilities Stabilize Exposed Surface . ✓Stabilized construction Entrance Remove and Restore Temporary ESC Facilities ✓Perimeter Runoff control ►/�lean and Remove all Silt and Debris Clearing and Grading Restrictions ✓Ensure Operation of Permanent Facilities Cover Practices Flag Limits of SAO and open space Construction Sequence preservation areas Other Other Part 90 SURFACE WAT�R SYSTEM Grass Lined Channel V"Tank Infiltration Method of Analysis �Pipe System Vault Depression 5 B Open Channel Energy Dissipater Flow Dispersal Compensation/Mitigati Dry Pond Wetland Waiver on of Eliminated Site Storage Wet Pond Stream Regional Detention ���'�n t.'on Brief Description of System Operation ���� fi��/���� W crfct �l� W:�� !'on�iol -�fjucTu rc �,r.b� T'n Oisc<ia �qP _ Facility Related Site Limitations Reference Facility Limitation • AF.538 � �• Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTS/TRACTS Cast in Place Vault � Drainage Easement Retaining Wall ✓Access Easement Rockery >4' High Native Growth Protection Easement Structural on Steep Slope Tract Other Other Part 13 SIGNATURE OF PROFESSIONAL ENGINEER I or a civil engineer under by supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the be�t of my knowledge the information pr vided here is accurate. . 5� � ��d � Signed/Date AF.538 I _-- �__� \� D __ �--- -- — G, rf- -. ._ �;�---------�-� n,i���ooF cx--�-/� -- ---- --- ���' ` '--:_ ..• � k' H i .�ir � '�.� S�S� �� ,716 'F��SY �.y�.r ?Y __..._...y� V . -,'�:,`y:,�-� �� � 68TH ST 1 N fS' �" g�=" ^ N�s '� - � � I a s S1 nxoo . �- - � � , �r! �. EER 9 . 3 � „ �. �� : se� '� , Q `�� ��� � � � PION � fi in� � � m i .�. '" ���„c�ry- _.... � � '< . . ' ' , � `Sf" �" . E AARK t" v �P g�f ' -� �., n ��' t� M ♦ � z � SE 6O7 sr•�`y�. � �t ) IN�����a 30 $� •�' ' . oy ',r" : '< <'s�`izrff'3r� ,�' SE 2 D � �i '✓6'� �r � _a ��toc,r �LM�r`�:��I SF 72ND o S� �!sr��( ��-��'�� �' ' yf� j RD L �� �i�'� � ��°°p� SE �2/��I�� ', ST � o�t� --., P :. 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Core requirement #2: Offsite Analysis A downstream drainage analysis is conducted for this site and determined that project will not have any significant adverse impact on downstream drainage system. Core requirement #3: Flow Control The runoff from the developed site will be collected and detained in accordance to the city of Renton standards prior to discharge from the site. Core requirement #4: Conveyance system The project conveyance system is designed to convey 25 year storm in accordance with the city of Renton standards. Core requirement #5: Temporary Erosion and Sedimentation Control A temporary erosion and sedimentation control plan has been prepared for the project to provide measures to control erosion during construction. This plan will be reviewed and approved by the city prior to construction. Page 1 of 2 • 4-3-050 Critical Areas Checklist Date: � �1 D�l Case No. Project Name: ������Y.� ►��;�� �- There are ten criticai areas designated: Check project for: 1.�Che d Is it located in? Yes No Aquifer protection. ❑ �e� There are two zones to check. Zone 1 Zone 2. Che ed Is it focated in? Yes No 2. Flood Hazard ❑ �� Check FEMA maps (aion9 May River, Cedar River and the Valley plus other selected areas). 3.,,�Chec d Is it located in? Yes No Geologic Hazards: ❑ �! Sensitive Slopes are 25% to 40% and Protected Slopes are 40% or more. Will need � a Geotech report. Must be 15 feet vertical to be of concern ' Checked Is it located in? Yes No 4.�� l.andslide Areas ❑ ��Low < 15% Mediuml5% to 40% "High >40% Very High known landslide deposits Checked Is it located in? Yes No 5� Erosion Hazards ❑ ��� Low (EL) <15% High >15% l — Chec Is it located in? Yes No 6. 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TNE U11LIT�L'NE�SMJ'nV 0Y iHiS SU4V[v ARE BASEC AH"�4�1��TO TiE O�T�CCYT��N[p N 1H5 fILE IS COHSIDERED OY N4.�K L^.��.i1J'�o:��nHc_es.vµxn.v,a�s. 10007 GREENWOOb AVE N. JvuJTN'LIZED.'.1'�:«S F[NEr�ED 9�I:lIE UNOERS.GNED SJ4�YpR. ETG�hD Pl'UPUi'r REGtRGS 0�TME pTY'JF RENTCW. P.O. BOX ,�,3%ZS q3 INVES'fMENTS LLC. nur v:��;E�+rcaPiarw,c�RIS fAE IS AT 1NE VSER'$Po4(.VM�[$$ ALL O7MER UNOERGROUND UPUT1'(JN[5 1HA?41PT SEATTLE, WA y8133 RE�I�MFD ET THC�'��:f:_F�i'�:�D SJR'hYOR fdl SJtTABS1TY. B�PRES�NT�ND NOT SHOMN.A?�ITMNOfM TO �ZOB� 753-]IJ7 C6VPNENTt��NG�1+EE?�4����i. FAX (206) 789-5568 oM+.er. N.A,P. OAIE s-2}as aoa na: aoa , EMAIL• CESEATTLE2�AOL.COM wKo.er. F.M.M. sS�ui:-��'�.tQ sNFiT � cs � � h��l � � � � � � w � � � , w w 0 0 M �.0 L►f� s�t� ����1� �. lipstream �rainage �onsicleratiur� Based on the topographic survey map and site visit, it is determined that no upstream drainage flow is tributary to this site. B. Downstream drainage Consideration Existing storm drainage system along project site is consistent of a 12 inch pipe draining southerly along eastside of Edmonds Ave. NE. The storm drainage system changes to 15 in. and approximately 500 feet south of the project intersects with a 21 in. storm sewer pipe traveling easterly toward Daton Ave. NE. Please refer to the downstream drainage map for more details. Due to the small size of the project and detention requirements for the site, it is not anticipated that the development will have ! any adverse impact to the existing downstream pipe system. �, ---- -- ._ _ _ _ - _ _ _�r _- ----.- -— �-- ti - - . . . � " ` , --• - _.. . � ... �-- - - .. . . .� `� ` - . .- � ...-- •-- ` - � _ �".�:1. ' / z 3O� 30� � ZO� Zp ] T. 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Py a _ r � i .- •- __'_ °-- . . o / --• -° Co Mine •- -�< - ° o -- - ---• -•---� - , - � d, •- . . o o�-- •- �•- •-- �--- � -- 1 -- � -- . - � ���- -- -_ / � --•_ -`-- -°--•---� -�-- �----� ° i - - - -----�-- --�- - - - �� � - �{C - -� '� . o_, _ i � -�--- •---•- � -- --•---•-- — - _ . __ " ,� � � :' • o . --�- • ' •. , . `- -- - - --- --�-- �� ° - - - - � _ ' /_ _\__' I� � • I . • .. . • \ � � P/PEL!NE \ � . i� � • ° _ - � _ .��� -\ ,, I .i �' ; �' ' . � . d r � h - � ' • �C� . . I • I _ � - ----__----__--_ _.�-- � '.F -_' . . � li - - 0 . � r \� °r--I \ . � Ta k I �_ \� ,�; . A I � � ) ��p,/ r'- --- ���I I �f�_� ����� •�'I• � • ♦��' � � . � .\ �C �� •�\:� � 'I /. � � I °_- "__ _ . '�-'_a- ; - - I . 26 � � � .,�. - y'i M a � . i I - m � ,; _ �� � rl 4_�� �'.J; . • �� ' . I i I � �i� l � � � Ag�I ,,, '1 I AkF 1�' � - _ _—- _ _ • � ,I � � � � '� � � � �,' I� � � �• � �;� '� �'� � � ;� �� �� I% �' _-' ' � p � �, .I�i. � •� lif CP�lar � ��-�'� .r� ��o I�� � 1 � ' � �U. S. DEPARTMENT OF AGRICULTURE �O� I SOIL CONSERVATION SERVICE ��,�� O, ' � • SOIL LEGEND The first capital lefter is the initial one of the so�l name. A second copital lerter, A, B, C,D, E, or F, indicates the class of slope. Symbols withovt a slope letter are those of nearly-level soils. SYMBOL NAME �G C A98 Alde`.vood grovelly sandy loam, 0 fo 6 percent slopes AgC Alderwood gravelly sandy loam,6 to 15 percent slopes AgD Alderwood grovelly sandy loam, 15 to 30 percent slopes AkF Alderwood and Kitsop soils,very steep Am6 Arents,Alderwood mareriol,0 to 6 percent slopes• � Amt:. � Arents,Aldervvood material,6 ta 15 percent slopes» An Arents, Everettmaterial• BeC Beausite gravelly sandy loam,6 to 15 percent slopes � .. . BeD Beausite gravelly sandy loam, 15 to 30 percent slopes ' _ R�F .:..,.�d•R+•-- I�'__'J. �__,.. �._-i[�__ ._.._ .�_-_.�_....._.� �.�'_, ... .. __ _-_ " ......__. . . �-r-� . p - Bh Bellingham silt loam . �' ? Br Briscot silt loam � Bu Buckley silt loam { � Cb Coastal Beaches � � Ea Earlmo�t silt loom � Ed Edgewick fine sondy loam EvB Everen gravelly sandy loam,Oto 5 percent slopes EvC Everett gravelly sandy loom,5 to 15 percent slopes �'� � Ev0 Everet)graveliy sandy loam, 15 to 30 percent slopes � EwC Eve(ett-Alderwood gravelly sandy looms,6 to 15 pe�cent slopes iInA Indianola loamy fine sand, 0 to 4 percent slopes InC Indianola loamy fine sand,4 to 15 percent slopes InD Indianola loomy fine sond, 15 to 30 percent slopes � KpB Kitsop silt loam,2 to 8 percent slopes KpC Kitsap silt loam,8 to 15 percent slopes KpD Kitsap silt loam, 15 to 30 percent slopes � KsC Klaus gravelly loamy sand,6 to 15 percent slopes Ma Mixed alluvial Innd NeC Neilton very gravelly loomy sond,2 to IS percent slopes �vg Newberg silt loam Nk Nooksack silt loam No Norma sandy loom Or Orcas peat Os Oridia silt loam OvC Ovall gravelly loom,Oto 15 percent slopes � Ov0 Ovall gravelly I�oam, 15 to 25'percent slopes OvF Ovall gravelly loam,40 to 75 percent slopes Pc Pilchuck loamy firx sand Pk Pilchuck fine sandy loam Pu puget silty clay loam Py Puyallup fine sandy loam RaC Ragnor fine sandy loam,6 to 15 percent slopes . RaD Ragnar fine sondy laam, 15 to 25 pertent slopes RdC Ragnor-Indianola associatim,sloping• 12dE Ragnar-Indianola association,moderotely steep• Re Renton silt loam � Rh Riverwash . ��� $a $alal sllt loam Sh $amrtamish silt loom Sk $eottle m�ck � ��� Sm Shalcor m�ck Sn Si silt loam $o Snohomish silt loam Sr $nohomiah silt loam,thick surfoce voriant Su Sultan silt loam Tu Tukwila muck � `' Ur Lkban lond • Wo Woodinville silt loam � � The composition of these units is more variabls than ihat of the others in the oreo,but It has been tontrolled well enough to interpret for the � expected vse of ihe soils. , � _� 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN � 4.0: Flow Control and Water Quality Facility Anaylisis and Design A. Existing site hydrology Total site area=13730 sf.=0.32 ac. Existing impervious area (roo�=1230 sf.=0.03 ac. CN=98 Existing gravel drive area=1380 sf=0.04 ac. CN=94 Existing grass area=10700=0.25 ac. CN=86 B. Developed site hydrology Total site area=0.32 AC Proposed impervious area=8340 sf=0.19 ac CN=98 Proposed pervious area/landscaping=5390 sf=.13 ac. CN=86 C. Performance standards The site provides flow control such that the developed peak runoff rate of discharge at post developed condition does not exceed the pre-developed peak runoff rates for 2 year, 10 year, and 100 year storm event. D. Flow control system The site will utilize storm drainage detention pipe to meet the performance standards. Please refer to storm drainage calculation and plan for details. E. Water Quality system A basic wet tank is proposed for water quality measures to be provided as a dead storage under the detention volume within the detention pipe. • Storm Drainage Summary Sheet: A. Pre-developed peak rate of runoff 2 yr/24hr = 0.06 CFS l 0yr/24hr = 0.11 CFS 100yr/24hr = 0.18 CFS B. Post Developed Peak Discharge 2yr/24hr = 0.03 CFS . 10 yr/24hr = 0.12 CFS 100yr/24hr = 0.18 CFS C. Proposed Control 2 Orifice Control: 0.96" @ elevation 264.1 Use: 1" 2.4" @ elevation 257.5 Use: 2 7/16" D. Detention z6 ��� Detention Volume Required = 505 CF Water quality volume required = 356 CF Tota1 = 961 CF Volume Provided: 48LF 60" Dia. Pipe = 942.5 CF . 54" Dia. Control Structure = 47 CF Tota1 = 989.5 CF 1/23/05 i0 : 56 : 14 am Shareware Release page 1 A3 PROJECT BASIN SUMMARY �ASIN I� : Al l�A'�'� : Zyr-pre-aev SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 32 Acres BASEFLOWS : 0 . 00 crs RAINFALL TYPE . . . . : TYPElA PERV I��:P PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 .25 Acres 0 . 07 :��_ � TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 95 . 70 TC. . . . : 15 .29 min 5 . 30 rr.i=: ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 130 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 020C PEAK RATE : 0 . 06 cfs VOL: 0 . 03 Ac-ft �T°�'� : _ _ _ BASIN ID : A2 NAME: l0yr-pre-de� SBUH METHODOLOGY TOTAL AREA. . . . . . . . 0 . 32 Acres BASE�L��-iU : �� . �� �� �fi=. RAINFALL TYPE. . . . : TYPElA PERV .- PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 25 Acres 0 . 07 F_�_ = . TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 95 . 70 TC. . . . . 15 . 29 min . . _ :. ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 130 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 020C PEAK RATE : 0 . 11 cfs VOL: 0 . 05 Ac-ft TIME : 48� ��- BASIN ID: A3 NAME: 100yr-pre-dr SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 32 Acres BASEFLOWS : 0 . 00 cL: RAINFALL TYPE. . . . : TYPElA PERV i:�:�- PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 .25 Acres 0 . 07 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 95 . 70 TC . . . . : 15 .29 min 6 . 30 min ABSTRACTION COEFF : 0 .20 TcReach - Sheet L: 130 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 PEAK RATE : 0 . 18 cfs VOL: 0 . 07 Ac-ft TIME : 480 min BASIN ID: A4 NAME : 2yr-post-dev SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 32 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 . 13 Acres 0 . 19 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 6 . 30 min 6 . 30 min ABSTRACTION COEFF : 0 . 20 TcReach - Sheet L: 130 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 PEAK RATE : 0 . 10 cfs VOL: 0 . 04 Ac-ft TIME : 480 min 1/23/05 10 : 56 : 14 am Shareware Release page 2 A3 PROJECT • ____________________________BASIN SUMMARY=====_______________________ , BASIN ID: A5 NAME: l0yr-post-dev SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 32 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 0 . 13 Acres 0 . 19 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 6 . 30 min 6 . 30 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 130 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 PEAK RATE : 0 . 16 cfs VOL: 0 . 06 Ac-ft TIME : 480 min ! BASIN ID: A6 NAME: 100yr-post-dev ', SBUH METHODOLOGY , TOTAL AREA. . . . . . . : 0 . 32 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 13 Acres 0 . 19 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 6 . 30 min 6 . 30 min ABSTRACTION C 0 .20 TcReach - h�et L. 130 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 PEAK RATE : 0 .23 cfs VOL: 0 . 08 Ac-ft TIME: 480 min � BASIN ID: A7 NAME: 6-monthwater quality-post-dev SBUH METH�DOLOGY TOTAL AREA. . . . . . . : 0 . 32 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 0 . 68 inches AREA. . : 0 . 13 Acres 0 . 19 Acres I TIME INTERVAL. . . . : 10. 00 min CN. . . . : 86 . 00 98 . 00 �' TC. . . . . 6 . 30 min 6 . 30 min ' ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 130 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0200 PEAK RATE : 0 . 02 cfs VOL: 0 . 01 Ac-ft TIME : 480 min � 1/23/05 10 : 56 : 14 am Shareware Release page 3 I� A3 PROJECT --------------------------------------------------------------------- • --------------------------------------------------------------------- HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres --------------------------------------------- --------------------------------------------- 1 0 . 030 570 1624 cf 0 . 32 , 2 0 . 122 500 2585 cf 0 . 32 3 0 . 178 500 3687 cf 0 . 32 � � 1/23/C5 10 : 56 : 15 am Shareware Release page 4 A3 PROJECT --------------------------------------------------------------------- • ------------------------------------------------- - --- STORAGE STRUCTURE L�ST UNDERGROUND PIPE ID No. 1 Description: detention pipe Diameter: 5 . 00 ft . Lengt:n : 4u . o0 ft . Slope . . . : 0 . 0000 ft/ft upstr : dnstr : STORAGE LIST ID No. 2 Description: detention � � A3 PROJECT ------------------------------------------------------ MULTLFLE GRirICr, ID No. � Description: control structu� Outlet Elev: 266 . 10 Elev: 264 . 10 ft Orifice �� �_. - . _ � �� ,-- �, � - I 1/23/05 10 : 56 : 15 am Sr:areware Release page 5 A3 PROJECT --------------------------------------------------------------------- • --------------------------------------------------------------------- STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. 1 Description: control structure Outlet Elev: 266 . 10 Elev: 264 . 10 ft Orifice Di�meter : 0 . 9�53 i� . E�ev: 257 . 60 ft Orifice 2 Di�meter : 2 . 4�23 in . �I'h�E � -D=,SCH.;RGE-�-> o'IA3� <--Di�:lir.s3`c___> S':SGE <--�IaCH."-.r3E > �Ti�.tE < �i�CFyF�3 � � (ft) --cfs-- ----- (fti --cfs-- ----- ;ft; ---cfs-- ------- ift; ---cfs- --- 266.10 0.0000 266.90 0.0226 267.70 0.0615 268.50 0.1878 266.20 0.0080 267.00 0.0240 267.80 0.1030 268.60 0.19Ec 266.30 0.0113 267.10 O.D253 267.90 0.1197 268.70 0.205G 266.40 0.0139 267.20 0.0265 268.00 0.1339 268.80 0.2131 266.50 0.0160 267.30 0.0277 268.10 0.1465 268.90 0.22C; 266.60 O.D179 267.40 0.0288 268.20 0.=58C <59.CC �.«?< 2'o5.7C 0.�196 267.50 0.0299 268.3^ 0.=5` i - � � 1/23/05 10 : 56 :22 am Shareware Release page 7 A3 PROJECT --------------------------------------------------------------------- � --------------------------------------------------------------------- LEVEL POOL TABLE SUMMARY y�^�F =hFLOF -STO- -DIS- c-P�AR-> �J�F���GJ 3TCR.:�i�� <--------DESCRIPTION---------> l�fs1 (cfs; --id- --id- �-STAGE> :d ;cfsj VCL ('cfj 2yr routing ................ . . C.a3 O.1C 2 1 267.51 1 0.03 331.25 cf l0yr routing ........ . . ...... . C.11 0.16 2 1 267.92 2 0.12 418.04 cf 100yr/24hr ........ . . . . . ...... 0.18 0.23 2 1 268.39 3 0.18 505.58 cf � � K I N G C o U \ T Y, ��� A S H I N G T o N, S U R F A C E �v A T E R D E S I G N I�i .a N U A L 12) CN values can be area weighted when they apply to pervious areas of similar CN's (within 20 • CN points►. However, high CN areas should not be combined with low CN areas (unless the lo�v CN areas are less than 15°ro of the subbasin). In this case, separate hydrographs should be generated and summed to form one hydrograph. FIGURE 3.5.2A H�'DROLOGIC SOIL GROUP OF THE SOILS IN KING COUIVTY HYDROLOGIC HYDROLOGIC ' SOt�GROUP GROUP* SOIL GROUP GROUP� Alderwood C Orcas Peai D I ater'ial Oridia D � Arents, Everett Material B Ovall C I Be2usife C Pilchuck C ; Bellingham D Puget D i Briscot D Puyallup B � Buckley D Ragnar B Coastal Beaches Variable Renion D i Earimont Silt Loam D Riverwash Variable Edgewick C Salal C ' Everett A/B �Sammamish D Indianola A Seattle D Kitsap C Shacar D Klaus C Si Silt C Mixed Allwial land Variable Snohomish D Nei�ton A Sultan C Newberg B Tukwita D � Nooksack C Urban Variable Normal Sandy Loam D Woodinville D HYDROLOGIC SOIL GROUP CLASSIFICATIONS A. (Low runoff potentia�). Soils having high infiltration rates, even when thoroughfy wetted, and consisting chiefly of deep, well-to-excessively drained sands or gravels. These soils have a high rate of water transmission. I 6. (N,�derately low n�noff potential). Soils having moderate+�filtration rates when thoroughly wetted, and consisting chiefly of moderately fine to moderately coarse textures. These soits have a moderate rate of water transmission. I � C. (Moderately high runoff potentiai). So�7s having slow infiltration rates when thoroughly wetted, and � consisting chiefly of soils with a layer that impedes downward movement of water, or soils w�th moderately ; fine to fine textures. These soils have a slow rate of water transmission. i D. (High runoff poteniiai). Soils having very slow i�filtration rates when thoroughly wetted and consisti�g i chiefly of clay soils with a high swelling potential, soils with a permanent high water table, sols with a hardpan or clay layer at o;near the surface, and shallow soils over nea�iy impervious mater�al. These soils � � have a very slow rate of water transmission. ' From SCS, TR-55, Second Edition, June 1936, Exhibft A-1. Revisions made from SCS, Soil Interpretation Record. Form #5, September 1988. � � 3.5.2-2 11i92 KING COUNTY, �'�' ASHINGTOy, SURFACE WATER DESIG \T MAI�rUAL T.�BLE 3.5.2B SCS �'VESTERN�i'ASHINGTON RUNOFF CURVE NUMBERS �- \ � �`: SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type �A rainfall distribution, 24-hour storm duration. CURVE NUMBERS BY HYOROLOGIC S GROUP LAND USE DESCRIPTION A B C D Cultivated land(t): winter condition 86 9i 9•: 95 Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: 65 78 P,S 8g Wood or forest land: undisturbed or older second growth 42 fri %a 8� � Wood or forest land: young second growth or brush 55 72 8t 86 Orchard: with cover crop 8t 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. good condition: grass cover on 75% or more of the area 68 80 &0 90 fair cond'Rion: grass cover on 50% to 75°� of the area 77 SS 9�� 92 Gravel roads and parking lots 76 85 E9 91 � Dirt roads and parking lots 72 82 87 89 , ` �` Impervious surfaces, pavement, roofs, etc. 98 98 99 98 Open water bodies: lakes, wetlands, ponds, etc. 100 100 100 100 Single Family Residential (2) Dwelling Unit/Gross Acre °,6 Impervious (3) 1.0 DU/GA t5 Separate curve number . t.5 DU/GA 20 shall be selected 2.0 DU/GA 25 (or pervious and 2.5 DU/GA 30 impervious por,ion 3.0 DU/GA 34 of the site or �zsin 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU�GA 48 I 5.5 DU/GA 50 � 6.0 DU/GA 52 6.5 DU/GA 54 i 7.0 DU/GA 56 Planned unit developments, °� impervious condominiums, apartments. must be computed commercial business and industrial areas_ (�) For a more detaited description of agricultural land use cur�e numbers refer to Nation�l En�^eering Handbook, Section 4, Hydrology, Chapter 9, August 1972. 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' �(�`�i:��������v� ,�`►`•I - �N������ ' Y��fift`� ��!,(�• �w� � �� ��� � , til 1 F y����� ,.�._„- ��' . � '�� � � � .���...�- � 1�';� � '� ��+'� .�i�/�:�„�����., ••� ��i� � �' �,�f_/�'.I��- ���.� -�.�i �►• - +. , � . � � . �� �� ��;.s�� _ y� �'� . ; _ � � .�''.� �- : � �,� �� te, � � : �� � �- ���►� �► ��- �� �� �� ~�'��' � �- '�'`°�'�► ����� z � �? �� ��r��� _ ��� �. . . � � z � ,�, . � : `'� , ���i'�"� ��� �"` �`���►�. � �� �E'�f. •��.� � �'- � '7''. � � ��� � ^.��� ��� ����.� i 1 1 � � is� �ti,.;..� ;;}� .� � � . .� _� 'in�A' �i� �� �;���: ���� �f � - ;���R�i����l�!�'~� ,�_��'���; �1. �� ���_ ; . � ¢: I� � � �., �� '�����'�) �� � � �� `� � t � � ��� � `�� � � ��� �� I�� . ��'� � _ �"�i� �„�,► �►• ` r��� �i - ��� . _ ,`� . �► ; ; ������ - � ������ ��. ��.���� �� _, . ��r� j� ����� ; t�. i� �►� ��, �� �?�. �'� i . � � � � ���� � � . �r � ..�'�' ��w�w`I� ��� ���� -- -- ,` �._� ,.�� �, . � � � �Ii��� '' ► : � .N�lusc �_ " �. . ��� .. I ��, � '� s`, ���� , � .. � 1" �r �l ►�- �^ i � � ,, '�►� �� �. �� � � . ` � .. . ��.�� � - � � . . '��/ •' • ''i�/���r1��,�� .. � � � - - • • � • � , • ���l����� ��� `!a . ,� �'"� ���,:� � • . • . �� . , I�11�. _ � . . � , �������1 , . :'�+': . � �------- . � ,�:.�-� r- �. .. .' .� • 5.0: Conveyance system analysis and performance The conveyance pipe for the project is designed to convey the 25 year storm event as required by city of Renton standards. Please refer to pipe sizing calculation. • • • � 6.t�� ecial �e �rt �nc1 �tuciies p p • • Land Use: 224 Rental Townhouse Description Rental townhouses are townhouse developments with rented rather than owned units and a minimum of two attached units per building structure. Additional Data The peak hour of the generator typically coincides with the peak hour of the adjacent street traffic. The site was surveyed in the late 1980s in Montgomery County, Maryland. Source Number 321 ' � � Trip Generation, 6th Edition 358 Institute of Transportation Engineers � � 's II ( ' • � k Land Use. 224 i � . ; Rental Townhouse Independent Variables with One Observation The following trip generation data are for independent variables with only one observation. This ; information is shown in this table only;there are no related plots for these data. Users are cautioned to use these data with care because of the small sample size. Trip Size of Number Generation Independent of Day/Time Pe�iod Rate Variable Studies Directional Distribution Dwellin Units Weekday A.M. Peak 0.70 103 1 33% entering, 67% exiting Hour of Adjacent Street Traffic Weekday P.M. Peak 0.72 103 1 51% entering, 49%exiting Hour of Adjacent Street Traffic Weekday A.nn. Peak 0.73 103 1 35%entering,_65%exiting Hour of Generator Weekday P.nn. Peak 0.73 103 1 55%entering, 45% exiting Hour of Generator • � Trip Generation, 6th Edition 359 Institute of Transportation Engineers • Land Use: 220 Apartment Description Apartments are rental dwelling units that are located within the same building with at least three other dwelling units,for example quadraplexes and all types of apartment buildings. The apartments in this land use include both low-rise or"walk-up"dwellings and high-rise, multifamily dwellings. Studies that did not identify whether the apartment was a low-rise or a high-rise were included in this category. Additional Data The peak hour of the generator typically coincides with the peak hour of the adjacent street traffic. The sites were surveyed from the late 1960s to the mid-1990s throughout the United States and Canada. This land use includes data from a wide variety of units with different sizes, price ranges, locations, and ages. Consequently,there is a wide variation in trips generated within this category. As expected, dwelling units that were larger in size, more expensive, or farther away from the central business district (CBD) had a higher rate of trip generation per unit than those smaller in size, less expensive, or closer to the CBD. Other factors,such as geographic location and type of adjacent and nearby development, may also have had an effect on the site trip • generation. Source Numbers � 2, 4, 5, 6, 9, 10, 11, 12, 13, 14, 16, 19,20, 34, 35, 40, 72, 91, 100, 108, 188, 192, 204, 211, 253, '� 283, 357, 436 I � ; � Trip Generation, 6th Edition 299 Institute of Transportation Engineers - (220) Average Vehicle Trip Ends vs: Dwelling Units On a: Weekday • Number of Studies: 80 Avg. Number of Dwelling Units: 211 Directional Distribution: 50% entering, 50% exiting Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 6.63 2.00 - 11.81 2.98 Data Plot and Equation �,000 . . , . . . . , s,� � - - - - - - - - - - - - - - - --- - - - - - - - - - - � -- - . - - - - - � . - - - - - - -. - � - - � . -- - - - - - - - : : : ; : .� : 5�000 . .. . . . .. . . . . ... . . . . . . • - - . - - - - - - -.-- - � - - - . - - • - - • . - - - - - - . - - - - � -Np , . , , : , � : , � a : ; ; ; : : . : : 'L X . . . mq,ppp • • - - • -- - - - - - - -- -- - -- � -,- - - - - - - -,- - - - - - - -,- - - . . . :<'� - - - -,- - - - • - - .- - - - - . . . . - - - • V . � . . X. , . . j . . . ; x x . : ; : � : : : : : x : : : cti3,000 � - - - - -- - - - - - - -•- � • - - -• -•- - - - - - --•- - - - - - - � .. _ . . - • - ,- - - - - - - -- -- - - - • • - • - • - � . . . . . . . . � . . . �X � . . . . Q : , X x �' . . . : , ~ : : � X : : : : : 2.000 - - - - - . - - . � - � - - --x- - , - - - -- --. • - - - -- - - - - - - - - - - - -- - - -- • - • . - - - - - - X . . . . , . . . . X, . . X . , . . . . , x X . . . . , . . .X x X . . . . . . . 1,000 - - - - - �'- - - -' � � - � - - -'- - - - - � - -'- - - - - - - -'- - - • - - - -'- - - - - - - =- - - - - - - '- - • - - - . - - - � - X X : . . . . : . x� x: : : : : : : . ' x X: . : � : . : : 0 ' 0 100 200 300 400 500 600 700 800 900 1000 I X=Number of Dwelling Units ; X Actual Data Potnts Fitted Curve ------ Average Rate �� Fitted Curve Equation: T=5.994(�+134.114 R2=0.88 • Trip Generation,6th Edition 300 Institute of Transportation Engineers Apartment (220) �i � . � Average Vehicle Trip Ends vs: Dwelling Units On a: Weekday, Peak Hour of Adjacent Street Traffic, i One Hour Between 7 and 9 a.m. ' Number of Studies: 69 Avg. Number of Dwelling Units: 238 Directional Distribution: 16% entering, 84% exiting Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.51 0.10 - 1.02 0.73 Data Plot and Equation �oo soo - - - - - - - - - - - - - - - - - - - � -- . - � -- : . . - - - - . - � - - - . - - - - - . - - - - - . - - - - - : - - - - - soo - - - - . - � - � - . - --- - . - - � -- - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - � . . . . . . . . . , � . . . , . . . . . � . . . . . . . . . W : ; : : : : : ; . x a , . . . . . . . . , 'i � ~ 4� _ ' _ " - . . . " " " " " " " "" " . _ . ' _ " " " " " " " " '�'' • " " . . . . . . " " " ' � . . . . . . . . . . V . � . � . . . . . L . . . . . . . . . � � . . � x . . . . . . f0300 - - ' • - • ' - - " _- " ' - ' - 'X- ' - ' . " - ' - •. " ' - ' - ' - ' . " ' - "- • " ' - '." " " " ' - ' - ' � . . . . . . . . . . j : : : � � . X : : : : Q . . . x . . . � . . II . . . . . . . , �. . X X �K X. . . . . . 200 ' - - - - - - - - - - - - - - - - - - � , - - - - -x, - - : - - - • • - .- - - - - - . - • - • • . - - - - - . - - - - - . . x . . . . , . . : �X x . x : : ; : : : : : xX : � : � : : ; ; : : ioo � - - -x: - - - - - - - - - - - - - - - - - - - - - - - - - - - --- - - - - - - - - - - - - - - - - - - - - - - ' x x x : x : : : : : : : : x X X• � . . . . . , . . . 0 0 100 200 300 400 500 600 700 800 900 1000 1100 X=Number of Dwelling Units X Actual Data Points Fltted Curve -----� Average Rate Fitted Curve Equation: T=0.497(X)+3.238 R2=0.83 Trip Generation,6th Edition 301 Institute of Transportation Engineers Apartment (220) � Average Vehicle Trip Ends vs: Dwelling Units On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Number of Studies: 78 Avg. Number of Dwelling Units: 232 Directional Distribution: 67% entering, 33% exiting Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation �.62 0.10 - 1.64 0.82 Data Plot and Equation �oo . . . . . . . . � ' soo - - � - - - -- - - - - - - -- - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - : - - �� � ; ' : ' ; : : : : ; i � � - - � - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - � - - - : - - - - - -:��� - ; - - - - - : - - - - - ; � : : : : X : : : ' : : W . . . . . . . . a : : : : : : . : : : �L . . . . • . . • F 4� _ _ _ _ _ _ __ _ _ _ _ _ _ _ __ _ ___ __ _ _ _ _ _ ' . . _ . . . . ._ ' _ _ _ . _ _ . _ _ _ . . . . .,. _ _ _ _ . . . . . . _ m . . . , . , . . . . N . . x . . X . . . . : m300 • - - - - - � - - • - - • - - -- - � �-- - - - -,- • - - .�: . - - • -X- - - - -- - - - - - --- - - - - - --- - - - • - - - - - - - j . : : X X : , : : , : : a ; : X � X : : ; ; : ti ~ �o � - - - . - � - - - . - -- - - 'x-x , - - - � � - - - - . - - - - - . � - - - � , � - � - - - - - - - - -- - - - - - ; X ' ; ; X x: ; : : : ; ; �cx x �a : : : : ; : : : . x , , . . , . . . , �oo - - - - -�SE�-, 'x;- �c-- - -X� -- - - - -'- -x. . . .•- � - - - - = - - - � - - =- - - - - - -'- - - - • - -'-- - - - - -'- - - - - - x x . ; : : : : : : x . , . , , . . , X X : : : : : : : : : x '" : : : ; ; : : : : x X; x , . . . . . . . 0 0 100 200 300 400 500 600 700 800 900 1000 1100 X=Number of Dwelling Units X Actual Data Polnts Fitted Curve ------ Average Rate iFitted Curve Equation: T=0.541(X)+18.743 R2=0.75 ' Trip Generafion,6th Edition 302 Institute of Transportation Engineers � � Apartment (220) � . Average Vehicle Trip Ends vs: Dwelling Units On a: Weekday, A.M. Peak Hour of Generator Number of Studies: 72 Avg. Number of Dwelling Units: 235 Directional Distribution: 28% entering, 72% exiting Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.56 0.10 - 1.08 0.77 Data Plot and Equation �oo . . . . . , . . . . soo � - - -- • - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . - - - - - . - - - - - . - - - - - . - - . . . . . � . . . yi SW ' " ' ' . " " " " ' . ' . " " ' . " " " "" . " " " " " . " " " " . ' _ " " . . . ' ' . ' " ' " l� ' ' " " . ' " " " " II � . . . . . � . . � � a ' : : ' : : : . : X � H � . . . . �- - - - - - - - - - - - - � -- - - - - - . . - - - - - - - - - - - - � - - � - - - - - - - - - - - - - - - - - • � �, aoo � - - - - , - - . . . . . . . . I � ; : ' : X : ' : : : : � ' ' x ' xx' ' : : : c��o 300 - - - - - : - - - - • - - - - - - - -X- - - - ; - - - - � - -: - - - - . . :- - • - - � ; � - - - - ; - - � - - -- - - - - - I j , : : : , X , : : : Q . . . X . �� . . . . . II . � . X � ,X , , . . . . � . x X X , . . . . 200 - - - - . - � - - - . - - - - - , � - - - - - - - - - -- - - - - - - - • , - - - - � . - - - - . - - • - - . - - - � - ; �X . X . . . . . . . : X : � : : : : : : 100 - - - - -X; - x- ,X- � - � - - - - - - - - - - - - - - • - - - ; -- - . . • . . . . . . � - - -- : - - - - - ; - - - - - X ; x . . . . , . . . X xx . : : : : : : : : x� : x ; : ; : : : : : : 0 0 100 200 300 400 500 600 700 800 900 1000 1100 X=Number of Dwelling Units X Actual Data Points Fitted Curve ------ Average Rate Fitted Curve Equation: T=0.542(X)+3.805 R2=0.82 Tiip Generation,6th Edition 303 Institute of Transportation Engineers r� Apartment (220) • Average Vehicle Trip Ends vs: Dweiling Units On a: Weekday, P.M. Peak Hour of Generator Number of Studies: 76 Avg. Number of Dweiling Units: 236 Directional Distribution: 61°/a entering, 39% exiting Trip Genera#ion per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.67 0.10 - 1.64 0.85 Data Plot and Equation ao� . . . . . . . . . . �oo - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - -- - - - � - , - - - - - . - - - - - . - - - . : : : ; : ; : ; : : soo - - - - � - = � - - - - - =-- - - - � -�- - - - - - -�- - - - - - -�- � � - - � - � - - - - - - =- - - - - - -•- - - - - - �'� . . - -•- - � - - - - � ; : : : ; : : . � c . . . . . , . , . . W . . . . . . . . . aSpp - - - - - ; - - - - - • :•- - - - --- - - - - - --- - - - - - -- - - - - - ; - - - - - • � - - - - - ; . . . - - -- - - - - - H : : . : x , , . ; : : m . . . . . . . . , V . . . . . . . . . � �Q ' - " ' ; " ' - - ;-" - -. . . . . . . . .X. . .X: . - ' 1� - - ' ; - ' - " ; " " ' ; " ' - ' ; ' • " ' � . . X . . X . . . . . . � . . � . . . . . . Q3pp - • - • - - - - -- - -- --- - - -- •,- • - - -,- - -�'. . - - • - - - , -X- - - - ,- - - - - - -,� - - - - - -,- - � � - - -,- - • - • - II : : : x X , : , , : , : ~ . . ,X . . , . . . . . . . X , � f . . . . , 200 • - - � � - - - -- --- - - - - -x- • - - - - - - � - � - - - - - , - - - � - •- - - - - - • - � - • - � - - - : �X� X : . , : : : : : . X X . . . . . . . . ' . . , . . , . 100 - - - - -�5E- />lCX .- �C-X- -x- - - � - - - - - - - • • - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - X : : , , , , . : ' X . . . . . . , . . �j( ,X ; . . ; , . . . . x . X . , . . , . . . . 0 1 0 100 200 300 400 500 600 700 B00 900 1000 1100 � X=Number of Dwelling Units � X Actual Data Points Fitted Curve -----� Averege Rate • Fitted Curve Equation: T=0.599(X)+16.500 R2=0.80 � Trip Generation,6th Edition 304 Institute of Transportation Engineers • � RECOI�tNAISSANCE REPORT NO. 13 LOWER CEDAR CREEK BASIN • JUNE 1957 Natural Resources and Parks Di��ision � and Surface Water Management Division Kinb County, Washinbton TABLE OF CONTENTS • I I. SUMMARY 1 II. INTRODUCTION 1 III. FINDINGS IN LOWER CEDAR RIVER BASIN 2 A. Overview of Basin � 2 ' B. Effects of Urbanization 4 C. Specific Problems 5 1. Drainage and flooding problems 5 ' 2. Damage to property 6 3. Destruction of habitat 6 IV. RECOMMENDATIONS FOR ACTION 7 I � A. Reduce landslide hazards 7 B. Reduce erosion and flooding '7 C. Prevent future erosion and flooding with appropriate analysis, 3 planning, and policy development D. Stop present (and prevent future) damage to habitat 3 by addressing specific problems in stream systems V. MAP 11 APPENDICES: APPENDIX A: Estimated Costs A-1 APPENDIX B: Capital Improvement Project Ranking B-1 APPEDDIX C: Detailed Findinb and Recommendations C-1 • L SUMMARY • The Lower Cedar River Basin, in southwest King County, is unique in its development pat- terns and the associated environmental problems that appear throughout the basin. Eacept for the city of Renton and areas on the Cedar River Valley floor, most of the development in the basin has ocruned on the upland plateaus. Most of this development is recent and primarily residential. In addition, the plateau is the site of numerous sand and gravel mining operations and, in the southern uplands, an abandoned coal mine. Peat is also being mined north of Otter Lake. In some areas livestock are being raised on small farms; there are no major crop-related agricultural activities in the basin. The effects of development are most apparent where storm drainage is routed wer the valley walls. Impen+iaus surfaces on the plateau have iarmased the rate and volume of storm runof� resulting ia substantial erosioa, siltatioq and flooding below. In addi- �I tion, erosion and siltation have damaged or destroy�ed 6abitat in many tn'butaries, threatening i the survival of fish. Habitat and water quality throughout the basin are also threatened by the filling of wetlands and the presence of laige amounts of domestic trash in some streams. The reconnaissance team noted that the Peterson Creek system has so far remained in its natural, nearly pristine condition. Maintaining this quality should be a high priority in future basin planning capital project prob ams. Recommendations in the Lower Cedar River Basin include 1) designing and constructing I�, appropriately sized R/D and other drainage facilities; 2) establishing stricter land use policies regarding floodplains, wetlands, and gravel mining; 3) mnducting more detailed and � compre6easive hydrautic/hydrologic analyses of proposed developments; and 4) prev�enting I damage to the natural drainage system. The field team also recommends S) r�storing the habitat of several tributaries (e.g., cleaning e avels, revegetating stream banks, and diversifying � streambeds for spawning and rearing) as well as � protecting the nearly pristine quality of Peterson Creek. Q. INI'RODUCTION: History and Goais of the Program In 1935 the King County Council approved funding for the Planning Division (now called the Natural Resources and Parks Division), in coordination with the Surface Water Management Division, to conduct a reconnaissance of 29 major drainage basins located in King County. The effort began with an initial investigation of three basins -- Evans, Soos, and Hylebos Creeks -- in order to determine existing and potential surface water problems and to recommend action to mitigate and prevent these problems. These initial investiga- tions used available data and new field observations to examine geolo�y, hydroloW, and habitat conditions in each basin. Findings from these three basins led the King County Council to adopt Resolution 6013 in April 1986, calling for reconnaissance to be completed on the remaining 26 basins. The Basin Reconnaissance Program, which was subsequently established, is now an important ele- ment of surface water management. The goals of the program are to provide useful data with regard to 1) critical problems needing immediate solutions, ?) basin characteristics for use in the preparation of detailed basin management plans, and 3) capital costs associated with the early resolution of draina;e and problems. The reconnaissance reports are intended to provide an evaluation of present drainage con- ditions in the County in order to transmit information to policymakers to aid them in � developing more detailed regulatory measures and specific capital improvement plans. They are not intended to ascribe in any conclusive manner the causes of drainaae or erosion P:LC 1 Lower Cedar River Basin • (continued) percent from the present. Most of this growth will occur in the Soos Creek Planning Area. Dominant geological and geomorphic features. The geology of the Lower Cedar River Basin is diverse. Geologicai formations exposed along the valley include sedimentary rocks, undifferentiated older glacial drift, ea�tensive ground moraine deposits, recent alluvium along the Cedar River, and landslide deposits along the river and its tribu- taries. The sedimentary rocks, composed of moderately dipping sandstones, con- glomerates, mudstones, and shales, are exposed locally along the cliffs of the Cedar River Vallev near the mouth of the Cedar River. In addition, the Renton formation, composed of sandstones, roudstones, and shales with periodic deposits of coal, is also eaposed along the lower portion of the Lower Cedar River Valley. Undifferentiated glacial deposits found here are composed of three or more till sheets, glacio-fluvial sand and gravel, glacio-lacustrine clay, and sand, and non-glacial sand, clav and thin peat. These lie over the sedimentary rock formations and are best exposed in cross-section along the cliffs of the main valley and major tributaries. The morpholoo of the Lower Cedar River Basin is dominated by the valley formed by the Cedar River. Valley walls are steep cliffs formed by landslides in �lacial sedi- � ments. A once eatensive and meandering River, which created a w�ide valley floor as it cut its wav w-estw�ard, the Cedar today is diked for most of its lenp h throubh the lower valley. A narrow but extensive band of landslide deposits exists along the steep � cliffs of the main river and its major tril�utaries. The landslide deposits consist of defonned bloc:ks of glacial sediments and colluvium derived from slides or mass flowace, such as landslides and debris flows. Recent alluvial deposits fill the valley and major triUutaries. Small, composite, alluvial debris fans e�ist at the mouths of the lar�est tributaries. Closed depressions, principally in the uplands, have lacustrine an�i peat deposits. The Lower Cedar River Valley has a high potential for erosion due to steep slopes and the existence of a clay layer that promotes soil failures. In addition, the confined nature of tributary channels between steep hillslopes promotes bank erosion during hibh flows. Numerous recent landslides are evident along cliffs of manV of the steep tributaries and alona the main stem of the Cedar River. These have been accelerated ' by the remo��al of vegetation and the routing of concentrated storm flow-s over steep slopes in areas w•here development has occurred. Hydrologic and hydrauGc characteristics. The Cedar River &�sin is composed of a complex drainage netw�ork consistinp of the Cedar River and 17 tributaities. The larger tributaries bebin in lakes or wetlands on the bluffs and flow� throubh relativelv flat, stable channels to the edge of the Cedar River Valley, then plun�e down to the valley floor throu�h steep, erodible ravines. Tributaries of this type such as Tributary 0304 (with headwaters at Wetland 3111) and Tributary 03?3 (which beains at Lake Desire), are found on the south side of the Cedar River. Another type of tributary collects surface runoff from urbanized areas, pastureland, and wooded areas. Tributaries 0302, 0307, and 0312 are examples of this type of tributary. . They are intermittent (dependinc on rainfall), shorter in lenath, flow throu�h shallower channels that are steeper at the bluffs and transport more material during times of P:LC 3 Lower Cedar River Basin (continued) � pacted fill adjacent to new residences near collection point 5 was washed partly away during the storm, causing landsliding and gullying. Future problems will be similar to these, as commercial and residential developments increase flow rates and volumes by decreasing natural storage and infiltration. This is expected to occur if wetlands on the upper plateau are encroached upon or lost (e.g., on Trib. 0304 at RM 2.30 and on Trib. 0304A at Rm 1.60). The preservation of wetlands and streambank vegetation and the attenuation of storm flows are essential in this basin. C. Speci6c Problems Identi£ed The steep valiey sideslopes through which streams pass and the often dense upland development result in a number of similar problems that repeat themselves throu�hout the Lower Cedar River Basin. The most significant of these are outlined and discussed below. 1. Drainage and flooding problems are often the result of several conditioos: a Undersized culverts and inadequate eatrance structure� The most notable area is on Tributary 0306 at river mile .30, where a culvert here w•as blocked by debris carried downstream by the stream and caused erosion and floodinb of Fairwood Golf Course. The blocka�e was compounded by the � fact that the culvert was undersized; the problem will worsen as flows increase from upstream development. b. Serious instream erosion and subsequent dovvnstream sedimentation. These have been caused by three main factors: 1) runoff from residential developments on the bluffs above the valley, 2) compacted pastureland due to livestock, and 3) runoff from impervious areas ori�inatino at �ravel pits. These problems will continue and worsen until mitipative measures are taken. (See Appendia C for specific eaamples.) c. Undersiz:ed rechannelized streams. Tributaries on the vallev floor are too small to carry the increased flows originatinp in developed residential areas along the top of the bluffs. For example, Tributary 0�02 at river mile .?5, the channel alon; Maplewood Golf Course, overtops and floods durinc storms. d. Coostruction in wetland and itoodplaia areas, Many of the w�etlands on the south side of the Cedar River are peat bo�s, and roads built throu�h them continue to settle each year, increasing the amount of floodine on the road. For example, the road crossina with Tributary 0323B north of Lake Desire will experience more severe flooding as the road settles. e. Discharging of stormwater at t6e top of steep banks. At river mile 2.20 on the Cedar River, a trailer park (constructed on the edge of the cliff) dixharges its drainage down the valley wall. Increased flow-s erode the � steep valley, depositin� sediments on the valley floor, blocking channels and causinc flooding. These problems will eventually stabilize, Uut only after a large yuantity of soil has been eroded. P:LC 5 Lower Cedar River &�sin (continued) � d Wetland encroachmen� Encroachment destrovs habitat and eliminates natural water filtration and storage for surface runoff. Examples of this problem were observed on Tributary 0304 at river mile 230, Tributary 0303 at .80, and Tributary 0304A at river mile 1.80. Many wetlands have already been completely lost through filling, for example on Tributarv 0306A at river mile .55. Suspected violations were fon�arded to Buildinp and Land Development for enforcement. IV. RECOI►+IMENDATIONS FOR ACTiON The primarv recommendations for action in the Lower Cedar River Basin addresses current severe problems related to erosion, habitat destruction, and flooding. Prevention of these problems will be accomplished by controlling locations and densities of new development and providinp adequate R/D facilities for stormwater. A Reduce landslide hazards by: 1. Including sensitive areas not previously mapped on the Sensitive Areas Map Folio (SAM��7. See Appendix C for a full listing of sensitive areas. '� 2 Fstablishing building setbacgs along cliffs and native growth protection easements �i along steep ravines. '� I � 3. Dismuraging or eliminating the routing of stormwater aver cliffs, unless adequate ti�htline systems can be constructed to convey flows in a safe, nonerosive manner to the bottom of cliffs. 4. Decreasing peak flows by constructing (arDer R/D facilities to lessen the landslide and erosion occurrence alonb tributary slopes. B. Reduce erosion and tlooding in the basin by imprwing surface water management: 1. Direct the Facilities Mauagement Section of the Surface Water Management Division to evaluate e�risting storm-0etention and oomeydnce facilities ro deter- mine whether they are properly sized to meet cunent standards. Evaluation should begin with all sin�le-orifice R/D facilities. 2 Consider areas other than weNands as regionat storm�etention facilities. Tributary 0300 at river mile .42 is the site for a proposed dam, for example. 3. Utilize ezisting lawer quaGty wetlands (those rated other than #1) as regional storm�etention facilities. Wetlands 3102 and 31=3? could provide more live storage, for example. 4. Review cbannel and culvert capacity for rnnveying e�usting and future runoff, and establish floodplain areas in rebions of slight gradient for eaisting and future runoff conditions. � 5. Promote the infiltration of surface water throug� the use of retentioo facilitics and open channeLs instead of pipes where the soi( and slope conditions permit. Collection points 5, 6, and 1? on plateaus have such soil conditions. P:LC 7 Lower Cedar River Basin • (continued) a. On Tn'butary 0304: Clean streambed gravels, add habitat and bed-control weirs, and plant bank vegetation for shade. b. On Tnbutary 0305: Construct a new channel and move stream from road- side channel to its new location on adjacent lands. Implement a full restoration project to provide channel meanders, habitat structures, pool/riffle enhancement, streambed gravet replacement, and revegetation. c. On Tn�utary 0303: Mave stream from present channel to a location further north, away from the roadside. If relocation is not possible, these minimum steps should be taken: Add habitat structure to existing channel with root __ _____ masses, deflectors, boulder clusters, and other features; revegetate channel banks with shrubs and small trees; enhance stream crossinb with bottomless pipe arches. d. On Tn'butary 0328 (Peterson Cieek): Add habitat structure by replacing the straight, shortened channel with a more natural, meandering one; place habitat structures (such as root masses, deflectors, cover logs, and boulder I clusters) throughout the channel; and revegetate banks with shrubs common to adjacent riparian zones (salmonberry, ninebark, or dop ood, for example). 3. Protect the Peterson Creek system (Tn�b. 0328) in its preseat, near-pristine state. II � This will include not only the restoration outlined in section A above, but also the adoption of land use management reb lations to prevent future habitat destruction: a. Protect all e�risting wetlands within t6e subcatchments of Peterson Creek. Employ wetland buffers at least 100 feet wide without exception. b. Restrict development in t6e critical headwater area (drainage, habitat, water quality) bounded by Lake Desire, Otter Lake, and Peterson Iake to rural densides. c. Desigrsate and protect streamside management wnes of at least 100 feet from the ordinary high-water mark (OHWM) along the main stem of the creek. Use 25 feet from the OHWM on tributaries. d. Preserve floodplains and their fonests for dynamic retention of sediments and water. e. Restrict vegetation removal in streamside/wetland management zones. f. Size R/D facilities to store the 100-year storm at a two-to-five-year release rate. Use the two-<.�ell type of pond with a forebay, a b avel filter, and a vegetated swale outflow where feasible. g. Regulate more closely all septic tanl� and drain-Geld installations, as well as maintenance schedules, particularly in the Lake Desire, Otter Lake, and � Peterson Lake drainage areas. P:LC 9 � �\ w— i :,, , I � 1 �z' ., l k a� cf ; i - � � LOWER CEDAR RIVER BASIN � '�, � ��� �>.�� �,,.��� :; , �� . �, �i ���� �� � • {, ': , _:, �._ ;�r:;,:. 1� ,. .�� k ` �� `� � , ; ' " 900 Basin Boundary �— ,' 1 ," + �,;;�; , - - : : � ,_,r- .°,.. \ , ,��„ , : Subcatchment Boundary S� � / � : ' ,,, , `����_ �2 Collection Point �� , , . ,. ..- , , , „ ,. ; ,� _ � :. . .,M,.. —t./ Stream � ��, - ` � �- "° 1 �, � I „ _ � , , '�� , -' �, - +... ... , � �.,,, .,., � _ . o2ss Tributary Number --ti� � `�� i , � ���� �3115 Proposed Project �'� . C _ H ,�m� , d�9 � W^ . „ a : ; ' _ , _ " . : A ,,,N„ .-, � + �. . :, ---t � 4__!'`� ,FQc� „ 1 2 Miles _ �tlt. _ ri: - _ O � . . . �, �� ^ �'� Yi� . ,. \\ , , ., � - , � ' "� . , . „ � �.��-. „ , ; ' :' — : _ . � , �;. q _ ._. A� �..,�n " . 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S p � � nCG _ � ,,,,,,.. ; 12 � _ `. � 311 '�" � ,. - , � � „ ;� - � �. ��� , . � - __. .. „ ; . __. � , � _ - . ., � , , , . . � a :. .� -_ •„�. ''_,� _. = , � ,, x — . , , I � �° _ � , " : x .�. , ���� l � � '" � ,E , ...,� � �,�u n� ' :�.,. �� ' ..,.' . .,I ,`\;Ma 9� n `� ..x.,. �• s_ Pb _ .c �. \ . � ... I ., \i •*p ��,/� . . : yf � Iw�. ..v �i� nr `� �� i � e•. ' • !I': I . .r ^ / .�` �� ... y ,� i ... ....., _ � — l ,.,s im� . � w l \� \. _ s -- c A ( �C�_� I � II� . ,.. _ ' z F' ry' �, ' - ' \ . ___ ; � � — ___— ` v � � ) , „ —y . _ — .� , , _ ^e i (� ,:.,, " ,,,,. I i " "' . : � . %" ' _'_ � i . . --� �E:M �� \°4� ��—.. . . . � , . _. .. ' tl��sl � t��` .. i � � APPEIYD[X A • ESTIMA'I'EU COSTS: PROPOSED CAPITAL IMPROVEMENT PROJECTS LOWER CEUAR CREEK BAS[N ° Indicates project was identified by Surface Water Management ofiice prior to reconnaissance. NOTE: All projects are located on map included in this report. Projcct Collect. Estimated Costs Numhcr Point Ymject Description Prohlem Addresscd And Comments 3105" 10 L:nhance 22Q0' of Trih. 0305 from Mitigates Cloodin� of King $115,000 Cedar River to Elliot I3ridge. County park land. (NOTE: This pmject was I� proposed by Surface Water Management, is in the design phase, and will be constructed by 1989.) 3109° 10 Sccure ease:mcnts ro wetland located Be;tter utilizcs wetland's stora�e $186,000 in C�scadc Park and construct a herm capacity to addre.ss peak flows from at the outlet. Repl�ce eaisting surrounc�in� urban area. catch ha5ins with control stn�ctures. Project should he justified hy a , hasin studv. Wetland rated #2. ('I'his wetland will require furthcr l�iological evaluation bcCorc R/D dcsi�n and construction.) I':LC.APA A-1 �, ! • Project Collect. Estimated Costs Numbcr Point Projcrt Dcscription Prohlcm Addressed �nd Comments 311( 21 Raisc; existin� road embankment Miti�atcs sca�n�l flooding of I.��ke $73,000 2-4'. Project should hc indepen- Uesire Ur. SL caused by road bed dently justifiahle. (Refer to settling in the peat bog. Itoads llivision.) �117 1C Install 1,400' of tighUine, a Mitigates severe erosion, sediments $501,000 � �:�iiment trap, and 700' of channel depositcd on County roads, and from Joncs Rd. to Ccdar Rivcr. Cloodinc durinfi times of hibh Projcct is indcpc;ndcntly justi- flows. fi<�blc. 3114 10 install 300' of 3(" culvert, a new Will prevent blcekage of culvert $87,000 inlet stnicture, manhole, and catch and the accompanyinb flooding and hasin. Project is independently erosion of Fairwood Ciolf Course and justifiable. mobile home park below. 3119 4 (;onstruct a detention dam and Project location is ideal because $159,000 control structure in a dcep it addres.ses flows from � large channelized �;ction of "I'rib. residential area liefore they re�ch 03(�. Project is indepc;ndently the steep, sc;nsitive area next to justifiahle. the Cedar River. :t I20 15 Const�vct a x;dimcntation pond and Mitipatcs flooding of residence 1nd $1G3,000 1,000' of channel from Joncs Rd. to sediment deposition on Jones Itd. C�dar Itiver. I'rojcct is indepen- �icntlY .lustifiablc. P:LC.AP/� A-3 APPENDIX B • CAPITAL IMPROVEMENT PROJECT RANKING LOWER CEDAR RIVER BASIN Prior to the L,ower Cedar River Basin field reconnaissance, 13 projects had been identified and _ rated using the CIP selection criteria developed by the Surface Water Management (SWM) and Natural Resources and Parks Divisions. Followinp the reconnaissance, 13 projects remain proposed for this area. They include eight new, previously unidentified and unrated projects. These displace seven previously selected projects, which were eliminated based on the consensus of the recon- naissance team. Projects were eliminated for several reasons: two sites w•ere anneaed by the city of Renton, two projects were found to be unnecessary, two sites were categorized as #1 wetlands (and are�ineligible), and one project was determined to be infeasible. The previous SWM capital improvement project list for the Lower Cedar River Basin had an esti- mated cost of $?,710,000, while the revised list increases to an estimated cost of �2,734,000. This � percent increase in estimated capital costs is due to the addition of projects after the reconnaissance. The folloK�ing tab(e summarizes the scores and costs for the CIPs proposed for the Lower Cedar River Basin. These projects were rated according to previously established SWM Program Citizen Advisorv Committee criteria. The projects ranked below are those for which the first rating question, ELEMENT 1: "GO/NO GO," could be answered affirmatively. Projects with scores of 100 or higher can be considered now for merging into the "live" CIP list. RANK PROJECT NO. SCORE COST • 1 31?2 103 $342,000 2 3113 90 87.000 3 3120 75 163,000 4 3109" 67 186,000 5 3121 65 371.000 6 3117 60 501,000 7 3115 60 361,000 3 3116 55 73,000 9 3114t 23 134.000 10 3111' 25 175,000 11 3112' 17 117.000 12 3119` 15 159.000 13 3105 12 115.000 TOTAL $?73�.000 ' Projects proposed prior to the Reconnaissance Program • P:LC.APB B-1 � � • APPENllIX C DETAILED FINDINGS AND RECOMMENDATIONS LOWER CCDAR RIVER BASIN ° All items listed here are located on final display maps in the offices of Surtace Water Management, Building and Land Developmenl, and Basin Planning. Trib. &t Coilect. Existing Anticipated Item* Rivcr Mile Point Cate�ory Prop. Proj. Conditions and Prol�lems Conditions and Problems Recommendations 1 -- 5 Geology Gullying and landslides in Continued erosion. Recompact fill, revegetate, uncompacted fill in new and drain adequately. development near edge of steep hillslope. ? -- 13 Geology Small lands(ide has formed None (natural failure). None. I debris flow (11/8G). Sedimentation in yard of residence. 3 0299 4 Cieology Landslides in sedimentary Natural flilure. None. RM 2.6 rock in cutbanks adjacent to railroad. 4 0299 16 GeoloDy Drainaoe from residential lncreasing erosion. Provide adequate R/D to RM 9.65 area is resu(ting in attenuate flows. gullying in swale. P: LC.APC C-1 � i • Trib. & Collect. Existing Anticipated Item River Mile Point Cate�ory Prop. Proi. Conditions and Problems Conditions and Problems Recommendations 10 0299.1A 21 Hydrology 3116 Frequent flooding of Road located on top of peat Elevate the road 3-4' by RM .08 county road caused by low bog and will continue to filling on top of the road embankment. settle, aggravating flooding present road embankment. problem. Also stabilize embankment. 11 0300 4 Geology Extensive channel and Problems will continue. Provide adequate R/D in RM .00-.40 bank erosion and numerous uplands. (See Project landslides due to 3119.) development-related stormwatcr. 12 0300 - 4 Iiydrology 3119 Development-related peak Increased erosion on Construct detention dam in flows have caused sig- hillslopes below. deep, channelized reach of nificant bank erosion. Trib. 0300. 13 0300 4 Hydrology 3109 Collection point 4 has Degradation of Trib. 0300 Construct berm and standard RM 1.40 been nearly completely from RM .42 downstream. This control structure at outlet � urbanized. section is very�steep and to Wedand 3120 in Cascade susceptible to erosion. Park. , 14 0302 6 Geology Channel downrutting and Will continue at same level Control storm flows from I RM .50 bank erosion. or increase. uplands. 15 0302 6 Geology Bank erosion (medium den- Increasing erosion with Pravide adequate R/D in RM .80-1.0� sity) at meanders and increasing flow from devel- uplands as area develops. - obstructions. opments. P: LC.APC C-3 s i � Trih. 8i Collect. Existing Anticipated Item River Mile Point Cate�ory Prop. Proi. Conditions and Problems Conditions and Problems Recommendations 22 0302 6 Habitat Trash in stream (auto, Area adjacent to corridor, - Remove trash. RM 1.00 tires, appliances). will continue to collect - Distribute educational trash and debris. Further materials to streamside worsening of water yuality, residents. sedimentation, erosion. - Cite violators, if problem persists. 23 0302 6 H�bitat Trash in strcam. Water Area adjacent to corridor, - Remove trash. KM 1.10 yuality problem, will continue to collect - Distribute educational unsightly. trash and debris. Further materials to streamside worsening of water quality. residents. - Cite violators, if problem persists. 24 0303 G Geoloby Extensive bank crosion in Nonc. Increase R/D volumes, slow relcase upper portions of tribu- rate to nonerosive levels. tary. 25 0303 6 Habitat Habitat suitable for resi- Scdiments will eventually - Control stormwater volumes RM .2S dent fish. Sediment accu- cover gravels. I�abitat and discharge rates from mulating. will become unsuitable for developments. fish use. - Manually clean gravels when necessary. 2G 0303 6 Habitat Trash and litter in Further dccreases in water - Remove trash and litter. RM .35 channel affecting water quality. - Distribute educational materials quality, causing erosion. to streamside residents. - Cite violators, if problem persists. P: LC.APC GS � • � Trib. �C Coilect. Existine Anticipated Item River Mile Point Cate„ory Prop. Proj. Conditions and Problems Conditions and Problems Recommendations 32 0304 7 Habitat Extensive riffle (to RM Gravels risk becoming - Enhance habitat by addi- RM .00 .15. Creek channeled. No cemented. Few resting areas tion of woody debris in woody debris, little bank for upstream migrating fish. stream. vegetation. Steelhead, - Revegetate bank. coho spawners here. - Enhance pool/riffle ratio. 33 0�04 7 Habitat Debris jam may be a Debris will continue to - Selectively remove debris RM .20 partial migration barrier. accumulate. Channel will to allow fish pa.ssage. likely divert or jam will - Stabilize large woody , fail, releasing accumulated debris. sediment. 34 0304 7 Habitat Debris jam. Bed drops 3' Debris will continue to - Selectively remave debris RM .62 over jam and sediment, accumulate. Channel will to allow fish passage. forming anadromous likely divert or jam will - Stabilize large woody barrier. fail, releasing accumulated debris. sediment. 3G 0304 7 I-Iabitat Water turbid; oily sheen Water quality will continue - Educate residents about RM .80 �nd odor present. Storm to decline as runoff and how to maintain water quality. drains empty directly into waste enter stream. - Mark storm drains with stream. "Dump no oil" signs. - Emphasize recycling of oil. 37 0304A 7 I�ydrology 3102 Existing forested wetland Additional storage could be Construct a proportional weir RM 1.30 provides detention for utilized by constructing and berm at wetland outlet. Trib. 0304A and 0304 in berm and weir at outlet. Project could be used instead heavily developed area. This could be done to atten- of Project 3107 to rpeserve the uate increased peak flows #1 rated wetland (where project as upstream area develops. would be built). P: LC.APC C-7 _ � � � 1'rili. & Collect. Existing Anticipated Item River Mile Point Cate�orv Prop. Proj. Conditions and Problems Conditions and Problems Recommendations 43 0305 10 1-Iabitat Madsen Creek in ditch along Potential for fuel entry in- Acquire 30' easement away RM 20 SC Jones Rd. Heavy silt; to creek. Further decreases from roadside. Construct road runoff; water quality in water quality can be ex- new stream channel. adversely affected. pected. 44 0305 10 I iabitat Creek in ditch along south Furthcr decreases in water Acquire 30' easement away RM 35 side of SR 169. IIeavy quality can be expected. from roadside. Construct inputs of oils, anti- Potential for autos to enter new stream channel. freezes, heavy metals, channcl. L.ack of habitat. organic pollutants likely. Sand, silt from roadside (of SR 169) enters also. 4S 0305 I I2M .00- 10 ��ydrology 3105 Section of TriU. 0305, T'looding will continue. Construct and enhance 2200' of .40 RM .00-.40 is expericncing (See Appendix A, Project channel through undeveloped extensive flooding. 3105.) King County Park Land. 46 0305 10 Hahitat Channelized along dri- Further siltation, water Acquire easement; move RM .50 veway; lacks habitat quality degradation can be creek from driveway diversity. Driveway scdi- anticipatcd. Lack of habitat 10-15'. Add meanders and ments enter channe(, and precludes optimum s��lmonid habitat structures to oil placed on driveway use. increase divenity. enters stream. 47 0305 10 IIabitat Channelized tributary Little s�llmonid u.se Add structures to increase RM .65 lacks habitat diversity, anticipated. Spawning and divcrsity in stream. cover for s��lmonids. rearinp success limited Manually clean gravels by C'iravels compacted. (unless reach is restored). churning them. P: LC.�1PC C-9 • • • Trih. � Collect. Existine Anticipated item River Mile Point Catc�ory Prop. Proj. Conditions and Prohlems Conditions and Problems Recommendations S3 0306 10 C',eology Channel downcuttinb, bank Erosion will inerease. Clay Further increa.se in runoff RM .20 erosion and several layer in valley makes area should be attenuated; this landslides, due both from sensitive to landslides. is a sensitive channel. increTsed storm flows and development along edge. 54 0306 10 Geolopy Undenized culvert in arti- Possi�ile fill failure: Iake Enlarge the corregated RM .30 ficial fill in golf course ponded behind culvert in metal pipe and/or threatens to build lake and in 1931 and threatened construct adequate trash possibly overtop bank. thc fill. rack. Eireach flood possiblc. 55 030( 11 IIabitat Channel subject to hibh, Further channel damage can Inerease R/D capacity, RM .25 damagine flows. Erosion be expected. Sediment decrcase discharge rate. evident. transport downstream will continue. 5G 030f, 10 Cieoloay Downcutting, b�nk erosion Will continue or increa.se in Attenuate storm flows. RM .30-.45 and landslides. future. S7 030�i IIydrology 3118 Trib. 0306 connccts with Problem will worsen as - Replace existing pipes RM .30 large tributary at manhole development upstream with l�rger diameter pipes here. Dcbris from 030G continucs. (if downstream analysis closs this manhole, causing allows for increased flows). severe erosion of Fainvooci - Install new inlet struc- Golf Course. tures with trash racks. 5.4 0306A 11 I-Iydrology 31?2 Existing small ponds on Area upstream is developing - Acquire easements for ponds RM 1.30 0306A are overtopped and quick(y, thus worsening the and additional area around ponds receive considcrable silt problem. and construct detention pond. during high flows. The - Location is ideal for addressomg ponds are located on peak flows before they reach Fairwood Golf Course. the sensitive Cedar Reiver bluffs. P: LC.APC G11 • � • TriU. � Collcct. Eaisting Anticipated Item River Mile Point Cate�orv Prop. Proj. Conditions and Problems Conditions and Problems Recommendations G4 0309 15 HaUitat Subject to heavy, rapid Erosion, deposition will - Control storm flows RM .10 flows. Channel erosion, increase. Sediments will upstream. deposition bars migration. migrate downstream, creating - Control volume and discharge a water quality problem. rates. 65 0310 15 Geoloay Sedimentation upstream from Continued sedimentation. - See "Hydrologic and hydraulic RM .60 culvert due to debris and characteristics" section in undersized culvert. New this report. corregated metal pipe con- tinues to pass water through. 6G 0310 15 Geology Severc erosion below Continued erosion and - Install energy dissipator RM .OS culvert, severe sedimen- sc;dimentation. below corregated metal pipe. tation in residence yard. - Excavate channel through yard where original channel was located. 67 0310 15 Geology Road drainage forming gully Continued erosion. Reroute drainage. Refer problem RM 1.50 adjacent to road; ro�d bed to Roads Maintenance. in danger. 68 0310 1S IIabitat 3120 Corregated metal pipe is Problem will continue. Reinstall conegated metal RM .25 anadromous barrier. pipe at or below bed level. P: LC.APC C-13 i i � �i Trib. & Coliect. Existing Anticipated I Item Rivcr Mile Point Cate�ory Prop. Proj. Conditions and Problems Conditions and Problems Recommendations 74 0317 Hydrolo€y 3111 Francis L,ake is only Trib. 0317 flows through - Construct proportional RM LGO hydraulic control for steep area downstream of weir at outlet. Trib. 0317. lake. If area around Francis - Enhance 1,100' from I��kc develops, increased Francis Lake to S� 184th St. peak flows could cause severe damage to Trib. 0317 in the steep recion. 75 0320 Hydrology 3114 Existing forested wetland if surrounding area urban- Construct containment berm i RM 2.40 with large amount of un- izes, this would be a good and control structure at utilized storacc. Wetland site to attenuate peak outlet of wetland (if bio- ' currently detains flows on flows. logical analysis permits). Trib. 0320. 7(i 0318 19 IIabitat Salmonid parr in many Decrease in w�ter quality Fstablish and maintain RM .10 pools. Large pools up to with increasing develop- adequate buffers, 100' 1.75' deep. Some deposi- ment. Loss of habitat. from ordinary high-water tion in pools, behind Decre�se in fish use. mark or 25' from top fo obstn�etions. . slope break, whichever is greater. 77 0382 19 Hahitat Salmonid use apparent from System is mostly in natural - Maintain adequate stream RM .3S carca�.ses. Sockeye, condition. As devetopment corridor buffers. Chinook spawners. Some inereases, higher flows and - Reduce discharge rates to sedimentation occurring. worse water quality can be pre-development levels. expected. Prevent clearing, grading within buffets. P: LC.APC C-15 • � 7.00peration And Maintenance � Manual • KIN � COUNTY, WASHIN (3TON, SURFACE WATER DESIGN MANUAL MAINTENANCE REQUIREMENTS FOR � PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 1 - PONDS M�Int�nana CondWora Wh�n Mai�t�nana Result�Expected When CompoMnt D�f�ct b Ns�ded Maintenana b Perfwm�d General Tresh A Debris Any trssh and debris which exceed 1 cubic Trash a�d debris cleared from foot per 1,000 equare feet (this is about equel site. to tha emount of trash it would take to fill up one stendard size office yerbape can). In peneral, thers ehould be no visual evidence of dumpinp. Poisonous Any pasonoue vepetation which may No danyar of poieonoua Vepetation constitute a hszerd to County pereonnsl or ths veyetation whers County puWic. Exsmples of poisonoua veyetetion parsonnel or the public miQht includs: tansy regwort,poieon oek, stinpinfl normally be. (Coordination with nettler,devils club. Seattie/King County Health Dapartment} Polludon Oil,pasoline, or other contertwnents of one No contaminante present other psllon or mo►s gr any amount found that than s eurface film. ICoordinetion could: 1)ceuse demaps to plant, enimal, or with Seattle/King County Health marins lite; 2) constituts s flre hazard; or Department) 3)ba flushed downstream duriny rein atorma. Unmowed Grass/ If facility is located in private residentiel area, Whan mowing ie needed, Ground Cover mowiny is needed when y►aes exceeds 18 arasslground cover ahould inchse in heipht. In other sreas,the penerol mowed to 2 inches in hei;. policy is to meke ths pond site metch edjacP^� \ • pround cover and terrain as lonp as thers is interference with ths function of ths facility. Rodent Holes Any evidence of rodent holes if facility i• .._�. . . . . - . . sctinp es s dem or berm, or any evidencs of berm repa�red. (Coord�nau�n w�th weter pipiny throuph dam or berm vie rodent SeattlelKing County Health holes. Department) Insects When insects euch ea waspa end hornets Insecta descroyed or removed interfare with maintenance activitiae. from site. Tree Growth Trse yrowth doee not allow meintanance Trees do not hinder maintenance eccseo or interteres with maintenence activity activities. Selectively cultivate (i.e.,slope mowinp, silt ramoval,vectoring, or treea auch as eldera for firewood. squipment movemente). If trees ars not interferiny with eccess,leave trees alone. Side Slopes of Erosion Eroded demape over 2 inches deep where Slopes should ba stabilized by Pond ceuss of demape is still presant or where uaine appropriate eroaion control thers is potential for continued erosion. meaeure(s);e.p., rock reinforcement,plandnQ of yrasa, compaction. Storsps Area Ssdiment Accumulated sediment that exceede 10%of Sadiment cleaned out to designed the desipned pond depth. pond shape end depth; pond reeeaded if neceasery to control e►osion. Pond Diks� Setdemente Any part of dike which has aettled 4 inches Dike should be built back to the lower than the dasifln elevation. dasiyn elevation. Emerpency Rock Miesinp Only one leyer of rock exiets ebovs native soil Raplace rocks to desien Overflow/Spillway in are five aquare feet or lerger, or eny standarde. exposure of navve soil. • �j A-1 11/94 vp� KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 4 - CONTROL STRUCTURE/FLOW RESTRICTOR • Malntenance Conditlons When Matntenance Results Expected Component De(ect Is Needed When Malntenance ls Performed General Trash and Debris Distance between debris build-up and All trash and debris removed. (Includes bottom of oritice plate is less than 1-1/2 . Sediment) feet. ' � Structural Damage Structure is not securely attached to Structure securely attached to wall and manhole wali and outlet pipe structure outlet pipe. should support at least 1,000 pounds of up or down pressure. Structure is not in upright position (allow 8tructure in co�rect position. up to 10%trom plumb). Connections to outlet pipe are not Connections to outlet pipe are watertight; wetertight and show signs of rust. structure repaired or replaced and works as designed. Any holes—other than designed holes— Structure has no holes other than in the structure. designed holes. Cleanout Gate Damaged or Geanout gate is not watertight or is Gate is watertight and works as designed. I Missing missing. Gate cannot be moved up and down by Gate moves up and dcwn easily and is one maintenance person. watertight. Chain leading to gate is missing or Chain is in place and works as designed. damaged. Gate is rusted over 50%of its surface Gate is repaired or replaced to meet area, design standards. ! riiice Plate Damaged or Control davioe is not working properly Plate is in place and works as designed. I Missing due to missin9,out of ptace, or bent otifice plate. � Obatructlona My tresh,debris,sediment,or vegetation Plate is iree of all obstructions and works � blocking the plate. as designed. I Overflow Pipe Obstructions My trash or debris blocking (or having Pipe is free of all obstructions and works the potential of blocking)the overflow as designed. j pipe. I Manhole See"Closed Delention Systems"Standard See "Closed Detention Systems" Standard II No.3. No. 3. I Catch Basin See"Catch Basins`Standard No.5. See "Catch Basins" Stanc�ard No. 5. ' � . � . _ A-4 1/90 � __ KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL � NO. 5 - CATCH BASINS Maintenance Condltlons YNhe� Maintenance Results Expected Component Defect Is Needed Whe� Ma(ntenence Is Performed General Trash & Debris Trash or debris of more than 1/2 cubic No trash or debris located immediately in (Includes foot which is located immediately in front front of catch..basi�opening. Sediment) of the catch basin opening or is blocking capaciry of basin by more than 10%. Trash or debris (n the basin)that No trash or debris in the catch basin. exceeds 1/3 the depth irom the bottom of basin to invert of the lowest pipe into o�out of the basin. ' Trash or debris in any inlet or outlet pipe Inlet and outlet pipes free of trash or blocking more than 1/3 of its height. debris. i Dead animals or vegetation that could No dead animals or vegetation present generate odors that would cause within the catch basin. I complaints or dangerous gases (e.g., � methane). Deposits o(garbage exceeding 1 cubic No condition present which would ariract toot in volume. or supFort the breeding of insects or rodents. Structurai Damage Corner of frame extends more than 3/4 Frame is even with curb. to Frame and/or inch past curb face into the street (if� Top Slab applicable). Top slab has holes larger than 2 square Top slab is iree of holes and cracks. � inches or cracks wider than 1/4 inch (inteni is to make sure all material is running into the basin). Frame not sitting tlush on top slab, i.e., Frame is sitting flush on top slab. separation of more than 3/4 inch of the frame from the top slab. Cracks in Basin Cracks wider than 1/2 inch and longer Basin replaced or repaired to design Walls/Bottom than 3 feet, any evidence of soil pa�ticles standards. entering catch basin through cracks,or maintenance person judges that structure is unsound. Cracks wider lhan 1/2 inch and longer No cracks mor�than 1/4 inch wide at the than 1 toot at the joint of any inlet/outlet joint of inlet/outlet pipe. pipe or any evidence oi soil particles entering catch basin through cracks. Settlement/ Basin has settled more than 1 inch or has Basin replaced or repaired to design Misalignment rotated more than 2 inches out of standards. alignment. Fre Hazard Presence of chemicals such as natural No tlammable chemicals present. gas,oil,and gasoline. Vegetation Vegetation growing across and blocking No vegetation blocking opening to basin. more than 1096 of the basin opening. Vegetation growing in inlet/outlet pipe No vegetation or root growth present. joints that is more than six inches tall and less than six inches apart. Pollution Nonflammable chemicals of more than No pollution present other than surface 1/2 cubic foot per three feet oi basin film. -- _ _ length. i • A-5 1/90 KING COUNTY, WASHINGTON, SURFACE V4'ATER DESIGN h1ANUAL NO. 5 - CATCH BASINS (Continued) • Malntenance Conditlons When Melntenancs Reaulte Expected Component Defect Is Need�d Whe� Melntenence la Performed Catch Basin Cover Cover Not in Place Cover is missing or only partiatly in place. Catch basin cover is closed. Any open catch basin requires maintenance. • ' -'. r , Locking Mechanism cannot be opened by one Mechanism opens with proper tools. Mechanism Not maintenance person with proper tools. Working Bolts Into frame have lesa than 1/2 inch oi thread. Cover DiHicult to One maintenance person cannot remove Cover can be removed by one Remove lid afte�spplying 80 Ibs.ot lift; Intent is maintenance person. keep caver from sealing oH access to maiMenance. Ladder Ladder Rungs Ladder is unsate due to missing rungs, Ladder meets design standards ar,d Unsate misalignment,rust,cracks,or sharp allows maintenance person safe access. edges. Metal Grates Grate with opening wider than 7/8 inch. Grate openings meet design standards. (f applicable) Trash and Debris Trash and debris that is blocking more Grate free of trash ard debris. than 2096 of grate surface. Damagsd or Grate missing or broken merr;�e�fs` c! Grate �s �, N�a�,e ;�,�' n��FE � d�•s���� Missing the grate �t��_ia�a� � • t A-6 1/90 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 8 - FENCING • Maintenance CondlUons When Malntenance Results Expected I' Component Defect la Needed When Malntenance ts Performed General Missing or &oken My datect in the tence that permits easy Perts in place to provide adequate Parts entry to a tacility. security. - _-� ., Parts broken or missing. Broken or missing parts replaced. I' Erosion Erosion more than 4 inches high and 12- No opening under the fence that exceeds 18 inches wide permitting an opening 4 inches in height. I undet a fence. Wire Fences Jamaged Parts Posts out of plumb more than 6 inches. Posts plumb to within 1-1/2 inches. Top rails bent more than 6 inches. Top rail tree of bends greater than 1 inch. My part of fence (including posts, top Fence is aligned and meets design rails, and tabric) more than 1 foot out of standards. design alignment. Missing or loose tension wire. Tension wire in place and holding fabric. Missing or loose barbed wire that is Barbed wire in place with less than 3/4- sagging more than 2-t/2 inches between inch sag between posts. posts. i Extension arm missing, broken, or bent Extension arm in place with no bends out of shape more tha� t-1/2 inches. larger than 3/4 inch. Deteriorated Paint Pa�t or parts that have a rusting or scaling Structurally adaquate posts or paris with or Protective condition that has aNected structural a uniform protective coating. ;� Coating adequacy. Openings in Fabric Openings in fabric are such that an 8- No openings in fabric. inch-diameter ball could fit through. �'� A-9 1/90 l . _ _ __ _ , KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 9 - GATES • t. Melntenance CondlUons When Malntenancs Results Expected t Component Defect Is Nssded When Malntenancs Is Performed General Damaged or Missi�g gate or locking devices. Gates and locking devices in piace. Missing Members &oken or missing hinges such that gate Hinges intact and lut�d. G�Ee is working cannot be easily opened and closed by a freely. malntenance person. Gate Is out ot plumb more than 6 inches Gate is aligned and verticai. and more than 1 foot out of desien alignment. Mlsslnp stretcher bar,stretcher bands, Stretcher bar, bands,and ties in place. and t(es. Openings in Fabric See'Fencing" Standard No. 8 See "Fencing" Standard No. 8 � � t • ��. A-10 1/90 r KItiG COUNTY, WASHINGTON, SURFACE �4' ATER DESIGN MANUA . NO. 10 - CONVEYANCE SYSTEMS (Pipes & Ditches) Malntenance Condltlons When Malntenance Results Expected Component Defect Is Needed When Maintenance is Performed Pipes Sediment&Debris Accumulated sediment that exceeds 20% Pipe cieaned of all sediment and debris. of the diameter of the pipe. _. � Vegetation Vegetation that reduces free movement of All vegetation removed so water flows water through pipes. ireely through pipes. Damaged Protective coating is damaged; rust is Pipe repaired or reptaced. causing more than 5096 dete�ioration to any part of pipe. � My dent that decreases the cross section Pipe repaired or replaced. area of pipe by more than 20%. Open Ditches Trash &Debris Trash and debris exceeds 1 cubic foot Trash and debris clea�ed irom ditches. per 1,000 square feet ot ditch and slopes. Sediment Accumulated sediment that exceeds 20% Ditch cleaned/flushed of all sediment and ot the design depth. debris so that it matches design. Vegetation Vegetation th�t reduces free moverc:ent oi Water flows freely through ditches. water through ditches. Eroslon Damage to See"Ponds" Standard No. 1 See "Ponds" Standard No. 1 Slopes Fock Lining Out of Maintenance person can see native soil Replace rocks to design standard. Place or Missing (H beneath the rock lining. Applicable) � Catch Basins See"Catch Basins"Standard No. 5 See'Catch Basins`Standard No.5 Debris Barriers See"Debris Barriers"Standard No.6 See"Debris Barriers'Standard.No.6 (e.g.,Trash Rack) • A-11 1/90 � KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 11 - GROUNDS (Landscaping) �Melntenance Conditlons Whan Malntenance Resulta Expected Componont De(sct Is Nseded When Maintenence Is Per(ormed General Weeds Weeds growing in more than 2096 of the Weeds present in less than 5%of the (Nonpoisonous) landscaped area (trees and shrubs only). landscaped area. . __. � Safery Hazard Any presence of poison ivy or other No poisonous vegetation present in a pofsonous vegetation. landscaped area. Trash or Litter Paper, can,bottles,totalling more than i Area clear of litter. cubic fool within a landscaped area (trees I and shrubs only) of 1,000 square teet. Trees and Shrubs Damage Limbs or parts of trees or shrubs that are Trees and shrubs with less than 5%of the split or broken which afiect more than total foliage with split or broken limbs. 25%of the total foliage ot ihe tree or shrub. I Trees or shrubs thai have been biown Tree or shrub in place free of injury. i down or knocked over. Trees or shrubs which are not adequately Tree or shrub in place and adequately " suppo�ted or are leaning over,causing supported; remove any dead or diseased exposure of the roots. trees. � __ � # _ A-12 1� KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 12 - ACCESS ROADS/EASEMENTS � Malntenance CondlUons When Malntenance Results Expacted Component Dafact Is Needed When Maintenance Is Performed General Trash and Debris Trash and debris exceeds 1 cubic toot Trash and debris cleared irom site. per 1,000 square teet,(.e.,trash and � debris would fill up one standard size - � ' garbage can. Blocked Roadway Debris which could damage vehicle tires Roadway free oi debris which could (giass or metal�. damage tires. My obstructions which reduce clearance Roadway overhead clear to 14 feet high. above road surface to less than 14(eet. Any obstructions restricting the access to Obsiruction removed to allow at least a a 10-to 12-foot width for a distance of 12-foot access. more than 12 feet or any point restricting access to less than a 10-foot width. Road Surface Settlement, When any suriace defect exceeds 6 Road suriaoe uniformly smooth with no Potholes, Mush inches in depth and 6 square teet in area. evidence of settlement, potholes, mush Spots, Ruts In general,any surface defect which spots,or ruts. hinders or prevents maintenance access. Vegetation in Road Weeds growing in the road surface that Rcad surface tree of weeds taller than 2 Surface are more than 6 inches tall and less than inches. 6 inches apart within a 400-square-foot area. Shou�ders and Erosion Damage Erosion within 1 foot of the roadway more Shoulder free of erosion and matching Ditches then 8 inches wide and 6 inches deep. the surrounding road. � � Weads and Brush Weeds and brush exceed 18 inches in Weeds and brush cut to 2 inches in height or hinder maintenance access. height or cleared in such a way as to allow mainte�ance axess. � A-13 1� ,