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Home My WebLink About03552 - Technical Information Report� _ , . � � -� � Site Development Associates, LLC � 10117 ktain Street;Botheii,WA 98011 Off r,a 42�C85 5533 Fax 425 48E 6553 m SANDHU SUBDIVISION 12044 SE 184t" Street; Renton, WA Techn ical I nformation Report (T 1 R) �� June 11, 2007 yGJ �� Prepared for Davis Real Estate Group � 1201 Monster Road SW Renton, WA 98055 Submitted by Site Development Associates, LLC 10117 Main Street Bothell, VI/A 98011 Job number: 107-0i4-05 3��z � � ' , . � � This Technical Information Report was prepared for: � o � W o �� N Davis Real Estate Grou p � n o; � �@ UW 1201 Monster Road SW �c.� Renton, WA 98055 � � Yo � � a J 0 \ �/ I�^'� W / Prepared by: � Site Development Associates, LLC 10117 Main Street Bothell, WA 98011 June 11, 2007 Job number: 107-014-05 o�� • •�•'� G •'�/Nl�y'• �� :� �?.`��E.,� �,�,.C� . � % �. . • . • . • %� ��/ �/ ; . .;�✓; / • : � .�� ,(/� ��;�� ,;\��c. F',S` ••.... �v S��NAL �' 1�6 D�•� IXPIRES 6/9/2007 � � Site Development Associates, LLC Table of Contents SECTION 9—Project Overview � TIRWorksheet........................................................ ................................................. 1.1 ProjectDescription.................................................................................................... 1.4 Figure2— Site Location....................................................................................... 9.5 Figure 3a-c— Drainage Basins............................................................................ 1.6 s, Figure 3— Soi/s ..........................•---.......................................:............................ 9.9 � '�.i, SECTION 2— Preliminary Conditions Summary with Responses Requirements............................................................................................................ 2.1 �i , Conditions Summary with Responses....................................................................... 2.3 I ' SECTION 3— Off-Site Analysis ' � Offsite Analysis....................................................... ................................................. 3.1 �I ; Sandhu Preliminary Subdivision Level One............................................................... 3.2 �� _ SECTION 4— F/ow Control and Water Quality Facility Ana/ysis and Design ExistingSite Hydrology............................................................................................. 4.1 DevelopedSite Hydrology....................................... ................................................. 4.1 FlowConfrol.............................................................................................................. 4.2 WaterQuality............................................................................................................ 4.2 SECTION 5— Conveyance System Design and Ana/ysis Conveyance Calculations.......................................................................................... 5.1 SECTION 6— Specia!Reporfs and Studies SECTION 7— Other Permits SECTlON 8— Erosion/Sedimentation Control Design '- Erosion and Sediment Control................................ ................................................. 8.1 ESCReport............................................................................................................... 8.2 Erosion Control Calculations..................................................................................... 8.5 SECTION 9— Bond Quantities Worksheef and R/D Facility Summary SECTION ?0— Maintenance and Operations Manual '! Technical Information Report SANDHU SUBDIVISION June 11, 2007 � . � � Site Development Associates, LLC SECTION 1 — Project Overview , Technical Information Report Section 1 • SANDHU SUBDIVISION June 11, 2007 � 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 Project Name Davis Real Estate Group (Applicant) Sandhu Subdivision Address Location 1201 Monster RD SW: Renton, WA 98055 Township 23 North Phone 425-228-5959 Range 5 East Project Engineer .............Section 33 Scott Mesic . Company Site Development Associates, LLC Phone 425.486.6533 Part 3 TYPE OF PERMIT Part 4 OTHER REVIEWS AND PERMITS APPI.ICATION � Subdivision - DFW HPA � Shoreline Management � COE 404 ❑ Rockery ❑ Short Subdivision � DOE Dam Safety ❑ Structural Vaults ❑ Grading � FEMA Floodplain ❑ Other ❑ Commercial ❑ COE Wetlands ! ❑ Other '. Part 5 SITE COMMUNITY AND DRAINAGE BASIN ICommunity , Soos Creek i Drainage Basin Soos Creek WRIA 9 Part 6 SITE CHARACTERISTICS — River � Floodplain ❑ Wetlands Onsite � Stream 0�� ^' 7U0� ❑ Seeps/Springs ❑ Critical Stream Reach ❑ High Groundwater Table ❑ Depressions/Swales ❑ Groundwater Recharge ❑ Lake ❑ Other ❑ Steep Slopes Technical Information Report Section 1-1 • SANDHU SUBDIVISION June 11, 2007 , I King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 SOILS Soil Type Slopes Erosion Potential Erosive Velocities AgB 0-5 Low Low ❑ Additional Sheets Attached � Part 8 DEVELOPMENT LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT ❑ Ch. 4—Downstream Analvsis ❑ ❑ ❑ ❑ ❑ ❑ Additional Sheets Attached Part 9 ESC REQUIREMENTS v1II�II�1Ui�1 ESC N1InIMUM ESC REQUIREv1EI�TS REQUIREMENTS AFTER CONSTRUCTION � DURING CONSTRUCTION I � Stabilize Exposed SurFace Sedimentation Facilities Remove and Restore Temporary ESC Facilities Stabilized Construction Entrance Clean and Remove All Silt and Debris � Perimeter Runoff Control �, Ensure Operation of Permanent Facilities � Clearing and Grading Restrictions � Flag Limits of SAO and open space � Cover Practices preservation areas i � Construction Sequence '' Other � ❑ Other Technical Information Report Section 1-2 • SANDHU SUBDIVISION June 11, 2007 King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 10 SURFACE WATER SYSTEM � — Method of Analysis � Grass Lined ❑ Tank ❑ Infiltration Channel � KCRTS Vault ❑ Depression � Pipe System � Compensation/Mitigati � Energy Dissipater Flow Dispersal on of Eliminated Site ❑ Open Channel n Stora e C' Wetland �� Waiver g ❑ Dry Pond NA C Stream ❑ Regional ❑ Wet Pond Detention Brief Description of System Operation Runoff to detention facility via piqe system, water quality for basin A in wet vault under vault and in a stormfilter for the bvpass area in SE 184 Street. Facility Related Site Limitations Reference Facility Limitation I Det. Pond Maintain Adiacent Wetland �, Bypass Maintain Bypass Svstem I 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 engine r under my supervision my supervision have visited the site. Actual site conditions as served were incorporated into this worksheet and the attachments. To the best of my knowledg the inf rmation provided here is accurate. ;' , � � d6•c�8• o7 i nedl ate Technical Information Report Section 1-3 • SANDHU SUBDIVISION June 11, 2007 � � Site Development Associates, LLC Project Description The purpose of this report is to present a Technical Information Report for the Sandhu Subdivision in accordance with King County requirements. The proposed project will subdivide the site into 16 single-famity housing lots. In addition to the roadways, the proposed project will include all utilities and other improvements necessary to accommodate the new lots. Detention will be provided for in an onsite detention vault. Water quality will be provided by a combined water quality and detention. This report addresses the storm drainage issues associated with the subdivision of the property, and construction of the new homes. The design standards addressed for this report are contained in the King County Code and the 1998 King County Surface Water Design Manual. Technical Information Report Section 1-4 SANDHU SUBDIVISION June 11, 2007 � �� ,•,r��.� .._�� - - - - � +R.a..m.c�� .�..� � , �� ` �" :`b a Rc,..�..� 4 , - - :_ , ;$. A , , . � , ic _ . . . ��.,..��u,,.� �_J snae m I / 1 � /. ^� wnur+n 1 pppr SPACE _ _ seesi7it x��.e4• � � ,. � � . � � � . f � . .�� . � .` �1V . � � ay g � �� I� Predevel ped 1 � �,�a�a,9� ;:� � �°'�,e ,^ � � � g"� � ��) �a�o„ �..� � zc�.ir \ � OYE 161.J6' �� U PEN SPAC �1� � ,� � r _w `, .�� I � � � . �� w 1 � I ' � � � � � � �� "_ ,� o�R,,,i,� oPEN sPncE � � i� � � / � � \ i � '10 L OPD � �� Ih �� ` /� �y I'OYFRH.IMG � ___ ' 1 � 1 , � 1 � 1 , � � �Q � '^1 1 .� 1 __ - N}.IY � " - '_" _______' �-� . - � '_ - ^ _ ' ' '_ ____'__ ' _ Qw '' _-_ '.` `___ __ _______ ' '________ _ - —�� - .'�' _-__ - S _ __ ' ' SBE3239 631. � - __ __ __ ' � '_____'_ '_ _ _ - __ -__ _ _'__ _ __ ''�_ __'_ ______ __'_ " - - - I -_ ` - " - ' � � � 1 � Predevd Bosin 1 1 V 1 1 N PNVIOUS 1�fE0 � � 1.92 Acro 1 � o � ImPervious Areo 1 0.28 Acre � U � � Wefland Arao 1 � T 0.00 Acrc m 'D rorol Area 2.2o Acre � 028 Acres Impervious 0 1.92 Acres Pervious N 0.00 Acres WeHond � 0 J � � , 100 0 100 200 � 1 = 100 , scale feet 0 3AM Sandhu � Design NKJ - = Sl1bC�IVl310�1 1'■700' , . -- _ � Drawn Site Development Associates,LLC scale � Dats ��°°'�°'_`"�'"_E"°"_'°'.w°°'�on9°011 _. _ _ ._ PRE-DEVELOPED ON-SITE _ �o�-ou-os «�e:,�.�.� �•�.•�.�3 ��.� DRAINAGE BASINS 3t � ProJect No. Figurs No. �-- -- -- -- � � � t 1 - , ,f , t ,-•_ ► � � � -- _- --� ��_� ` � � = ` � {,<;_ t � ,;; � - `' �; � � _ < � � v . '�� { _k -4 �� ` , � � , _ � �. ;: � � _ '�r' ff . ' �r s� � .,,.-i � r , r. ;,rr��, r,�'t� i� �� t �� -if1r/:: 1 1 � - 7�' ?�1,1 � On iSite Basin �i= „ J ' J , � � �� :/i �-�jf�� f jtlsJ t . . a \k '� e�#� JE I 1 t � � '�j+jr dj r �, . — �.� }t; t s[Sr j f . � i � �_'1 ff `�t .- S f .t' ` ' " � 6 O } ' � j�;` y- _ 1 � �`r y�� - f o { o � �x ��1� � o x # -� �. �1�- � � �a . . � _ � � t o �x ,� ,� ,_ � Q' 3' r S��* _''fi i `g ` �r.. 'i � _ �+,Fi�= � •��g�` . . T e �'-?� a�°�' '.T, � � ��:'�`�.�;. , _ � � ;i - � -�...-_ , �.':�' 1 o =1 j � � � � , o } e �� , �.�� , _ � � k�.. � — -- - - -- -- � ; =ra:�.- BYPass - Upstream ' ' ' - - ` - �4w� _ -- :� ;: _ ��- By�ass - Downstream -�� ' � On-Site Basin Bypass - Downstnam Byposs - Upstrebm U 1 u�'i Pervious Mea Pervious Areo Pervious Areo � � 0.16 Acre � 0.00 Acre � 0.00 Acre Imperv ious Area Impern ous Area Impe rvious Area 1 0 0.58 Acre 0.07 Acro 0.03 Acre � U � �J, �e�n�dC�ea � Wetlond Area � Wefland Area 1 A' T 0.00 Acre 0.00 Acre �V m Toto! Lot Area i.36 Acre Totaf Lot Area 0.00 Acre Total Lot Area 0.00 Acre -o � 0.96 Acres lmperviovs � 0.00 Acres fmpernous � 0.00 Acres Impervious � 0.40 Acres Pervious 0.00 Acres Pervious 0.00 Acres Pervious 0 cn Total Area 2.10 Acre Total Area 0.07 Ac�e Total Area O.OJ Acre 1.54 Acres Impervious 0.07Mres finpervious 0.03 Acres lmpervious � 0.56 Acres Pervious 0.00 Acres Pervious 0.00 Acres Pervious � 0.00 Acres Wetland 0.00 Acres Wetfand 0.00 Acres Wetfond � i � 100 0 100 200 I 1 = 100 , scale feet o SAM Sandhu o g `" NKJ " � � Subdivision 1'�100' � Drawn Site Development Associates,LLC Scele � �ata IB3Y2BoMelwoyNE:Bottiel,Wasrwnglon�,� DEVELOPED ON-SITE � 107-014-06 omca:aas.�ee.6sa3 ra� axs.�ae.essa .�,v,W�e�p�.com 3b • � Pro�ect No. DRAINAGE BASINS Figure No. R�\P.n�c.-�c\ �fl7(fl�fol\^.^G—`l� /C�n�h��l\fl�.:--\f;�c��,f".,(1Z� a,,,., L -- Sk �� AgC PROJECT LOCATION AgD EvB W C1� AgB Sk S AgC > Ag D Q AgB No �N EvB � � � 0 U � T m � N � N 0 � � _0 J � � Q O � � o N I o SAM Sandhu � NKJg� � � Subdivision N.T.S. � Drawn Site Development Associates,LLC Scale • � Date ie�ne°"�w°>'"ee°'"e'.wa"�"°"�e°ii SOILS _--- _---_ __ _ _ __ _ —__ � 107-014-06 om�:.as.+es.es� Far.l25.�86.6593 .�:av«+a�.�«n FI ure No. � Prolect No. MAP 9 � � — - ____—.__ ----- - Site Development Associates, LLC SECTION 2 — Conditions and Requirements Summary Technical Information Report Section 2 SANDHU SUBDIVISION June 11, 2007 . �_ Site Development Associates, LLC Review of the 8 Core Requirements and 5 Special Requirements of the 1998 King County Surface Water Design Manual SDA has reviewed the Core and Special Requirements in Chapter 1 of the King County Surface Water Design Manual, and addresses each of the requirements as follows: Core Requirement No. 1 — Discharge at Natural Location There are two natural discharge locations on the site. The major natural point of discharge of surface water from the subject site is by surface or sub-surface flow near the south central property line via an existing 12-inch diameter culvert (Culvert 'A'). The remainder of the site drains to the east along SE 184"' Street, approximately 200 feet east of Culvert `A', to the east property line to a 12-inch diameter culvert (Culvert `B'). These two systems combine approximately 250 feet downstream. This is a multiple natural discharge and a single threshold discharge area. The proposed project will continue to discharge stormwater to the same locations. This would include runoff from the new roads, sidewalks and driveways. Roof downspouts from Lots 1-4 and Lots 12 through 16 would be directed to the onsite storm drainage system (to the detention vault). The remaining Lots 5 through 11 would have roof drains connected to a separate onsite collection and dispersal system to the wetland buffers. Core Requirement No. 2 — Offsite Analysis Refer to Section 3 for Core Requirement No. 2 discussion. Core Requirement No. 3 — Flow Control Refer to Section 4 far Core Requirement No. 3 discussion. Core Requirement No. 4 — Conveyance System Refer to Section 5 for Core Requirement No. 4 discussion. Core Requirement No. 5 — Erosion and Sediment Control Refer to Section 8 for Core Requirement No. 5 discussion. Core Requirement No. 6 — Maintenance and Operations Refer to Section 10 for Core Requirement No. 6 discussion. Core Requirement No. 7 — Financial Guarantees and Liability The Financial Guarantees and Liabilities will be required prior to the project beinc � SANDHU SUBDIVISION �une 11 , 200? _ Site Development Associates, LLC Special Requirement No. 1 - Other Adopted Area-Specific Requirements Refer to Reference 2-A from the 1998 Manual for SC P3 Soos Creek Community Planning Area for area specific clearing restrictions. Special Requirement No. 2 — Floodplain/Floodway Delineation No closed depressions are located onsite. However, a small closed depression is located downstream, south of the subject property, on the south side of SE 184'h Street on tax parcel 3323059036. This closed depression is less than 5,000 square feet and therefore would not be considered a closed depression as defined by the King County Surface Water Design Manual. Onsite wetlands have been inventoried, mapped and confirmed by DDES staff. The site does not contain or abut a Type 1 or 2 Stream, and therefore should not be subject to special requirements. (A type 3 stream is located approximately 700 feet south of the subject site, adjacent the northeast corner of the Auria Woods Subdivision.) A 100-year flood elevation has been calculated for the onsite wetland — See On-Site Flood Analysis this section. This flood elevation will not adversely impact the proposed - lots or existing lots either upstream or downstream. Special Requirement No. 3 — Flood Protection Facilities The proposed project does not meet the conditions for requiring flood protection. Special Requirement No. 4 — Source Controls Not applicable since the project is not commercial, industrial or multi-family. . Special Requirement No. 5 — Oil Control ' The project will only create approximately 0.4 acres of new impervious surface subject to I vehicular traffic. The project does not meet the criteria for requiring a coalescing plate ' oil/water separator. 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TpACT'A7 � — —.._ — f� aECREAStON \ I�[ / Gd ''�' V � ' r� I ��,' ' TRAC u `J�..� ,� �_ � e SPACE \ � DETENTlON J�c�.., �,k'i � i �� 1 7 'B' l ..�!!. � ,x � °' W � � �� L.m.i�... . � ._,..� i ra . � � � .. .... ,� �ai ,�.,��i � ...:....... ,,,� � --�� —.� —� ` � � � � �^� ..,. . . � — ---� -- __ _ —`-----L-- , , , ,, , — "' — ____�--- .., �- v� , �7 �..,_____--_ ' ,--� xe'oo ze+oo , xe�oo. � T S�R�E ' �, `` rv Ey 184 H --� -- _._.___ � —__ --� — — - � -. S " ' E'T �..______ ; _—. _^ _- .. ,; � :: , � _ �� - . x„. , ��, �,� _ .�� ;�. ... �.�� ..�_ � � _ . - ..____ � ," , _ ' �., , � �� J � „ , h E . � . . ��,i�. �W E _ .,- � _ �*�.�t� SS I2�� $' :h ,.�;` _::» _ � �. _., -�� . .. , _, . _ ,;Gt,t 4vt�Q.T` �� r yy� ; 5ti 3.s� ' ? ' � � ;Area � ? Till Forest 0.00 acres Till Pasture 19.69 acres Tili Grassl 0.00 acres Ouiwash Foresi; 0.00 acresi � Outwash Pasture' 0.00 acres� Outwash Grass 0.00 acres Vl�etlandl 0.00 acres Imper�ious 3.50 acres Total 23.19 acres Scale Factor : 1.00 Hourly Reduced Time Series: FloodPlain » Compute Time Series � . Modify User Input � � File for computed Time Series [.TSFJ , FloodPlain.pks Flow Frequency Analysis Time series File:floodplain.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 2.00 4 2/09/Ol 15:00 4.03 1 100.00 0.990 1.27 6 1/OS/02 16:00 2.21 2 25.00 0.960 2.21 2 2/27/03 7:00 2.09 3 10.00 0.900 0.959 8 8/26/04 2:00 2.00 4 5.00 0.800 1.25 7 1/05/05 8:00 1.98 5 3.00 0.667 2.09 3 1/18/06 16:00 1.Z7 6 2.00 0.500 1.98 5 11/24/06 3:00 1.25 7 1.30 0.231 4.03 1 1/09/08 6:00 0.959 8 1.10 0.091 Computed Peaks 3.42 50.00 0.980 I � � ," , . Page 1 � SECTION 3.2 RUNOFF COMPUTATION AND ANALYSIS MEI'HODS TABLE'3.2.2.D PERCENT IMPERVIOUS G�VERAGE FOR EXISTING RESIDENTIAL 4REAS Dwelling Units/Gross %Impervious�� Dwelling Units/Gross %Impervious Acre Acre -- , 1.0 DU/GA 15�2� 4.5 DU/GA 46 1.5 DU/GA 20 5.0 DU/GA 48 2.0 DU/GA 25 5.5 DU/GA 50 2.5 DU/GA 30 6.0 DU/GA 52 3.0 DU/GA 34 6.5 DU/GA 54 3.5 DU/GA 38 7.0 DU/GA 56 4.0 DU/GA 42 7.5 DU/GA 58 For PUDs, condominiums, apartments, commercial businesses, and � industrial areas, percent impervious coverage must be computed. Notes: �'} Includes streets and sidewalks. «� These figures should be adjusted by the effective impervious fraction given in Table 3.2.2.E, if applicable. Values from Table 3.2.2.E may be interpolated as necessary. TABLE 3Z.2.E EFFECTIVE IMPERVIOUS FRACTION�t� ----- Land Use Predevelopment Post-Development Commercial, Industrial, or Roads with Collection System 0.95 1.00 Multi-Family or High Density Single Family�2� (>4 DU/GA) 0.80 1.00�3� Medium Density Single Family�2� (4 DU/GA) 0.66 1.00�3j Low Density Single Family�2� (1 DU/GA} 0.50 1.00�3� Rural�2� (< 1 DU/GA) 0.40 1.00�3� GraveUDirt Roads and Parking Lots, Roads without 0.50 0.50 Collection System Notes: �'� The effecfive impervious fraction is the fraction of actual total impervious area connected to the drainage system. These figures should be used in the absence of detailed surveys or physical inspection (e.g., via pipe,channel, or short sheet flowpath). �� Figures for residential areas include roadways. �'�� Where downspout infiltration is used, roofs are not counted as impervious area when sizing the flow control facility. Roofs are considered grass where downspouts are dispersed in rural residential development, or where dispersed flowpaths exceed 50 feet in urban residential development (see Section 5.1.2 for limitations on roof downspout dispersion). ___ 9/1/98 1998 Surface Water Design Manual 3-28 � I = '� ' 3/27/07 6 :47 : 59 pm RN Parnell Company page 1 SANDHU SUBDIVISION FLOOD PLAIN CALCULATIONS DRAINAGE REPORT = STORAGE STRUCTURE LIST STORAGE LIST ID No. WETLAND Description: SANDHU WETLAND � -- � � . �I , �, , i . I � ( � � ,. �I t ,_ � . ii � _ � 3/27/07 6 :48 : 5 pm RN Parnell Company page 1 SANDHU SUBDIVISION FLOOD PLAIN CALCULATIONS DRAINAGE REPORT --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE STORAGE TABLE CUSTOM STORAGE ID No. WETLAND Description: SANDHU WETLAND STAGE <----STORAGE---> STAGE <----STORAGE----> STAGE <----SiORAGE---> STAGE <----STORAGE---> (it; ---cf-- --Ac-Ft- ;ft) ---cf--- --Ac-Ft- (ft; ---cf--- -Ac-Ft- (ft) ---cf--- --Ac-Ft- 419.75 0.0000 0.0000 421.10 6678 0.1579 422.50 23274 0.5343 423.90 53696 1.232� 419.80 23.750 0.0005 421.20 7493 0.1720 422.60 25447 0.5842 424.00 55669 1.2826 419.90 71.250 0.0016 421.30 81D7 0.1661 422.70 27620 0.6341 424.10 58042 1.3325 420.00 116.75 0.0027 421.40 8722 0.2002 422.60 29793 0.6839 424.20 60215 1.3823 420.10 733.25 0.0168 421.50 9336 4.2143 422.90 31966 0.733B 424.30 62388 1.4322 420.20 1348 0.0309 421.60 9951 0.2284 423.00 34139 0.7837 424.40 64561 1.482i 420.30 1962 0.0450 421.70 10565 0.2425 423.10 36312 0.8336 424.50 66734 1.5320 420.40 � 2577 0.0592 421.80 11180 0.2567 423.20 38485 O.S835 424.60 68907 1.5819 420.50 3191 0.0733 421.90 11794 0.2708 423.30 40658 0.9334 424.70 71080 1.6315 420.60 3806 0.0874 422.00 12409 0.2849 423.40 42831 0.9833 424.60 73253 1.6817 420.70 4420 0.1015 422.10 14582 0.3348 423.50 45004 1.0331 ?24.90 75426 '.7315 420.80 5035 0.1156 422.20 16755 0.3846 423.60 47177 1.09s�� 52=.00 „___ _.'814 420.90 5649 0.1297 422.30 16928 0.4345 423.70 49350 1.132y 421.00 5254 0.1438 �22.40 21101 0.4844 423.8G 51523 1.iBL8 . 3/27/07 6 :48 : 10 pm RN Parnell Company page 1 SANDHU SUBDIVISION FLOOD PLAIN CALCULATIONS DRAINAGE REPORT --------------------------------------------------------------------- � --------------------------------------------------------------------- DISCHARGE STRUCTURE LIST INLET CONTROL CULVERT ID No . CULVERT Description: EXISTING OUTLET CULVERT Diameter (ft) : 1 . 00 Entrance type : 1 Length (ft) . 54 . 00 Invert Elev : 419 . 75 Slope (ft/ft) : 0 . 0350 No. of Clvrts : 1 Mannings n : 0 . 0120 Max Ponding e1 :425 . 00 Stg-Dis Increment : 0 . 10 � 3/27/07 6 :48 : 15 pm RN Parnell Company page 1 SANDHU SUBDIVISION FLOOD PLAIN CALCULATIONS DRAINAGE REPORT , -------------------------------------------------------------------- I --------------------------------------------------------------------- STAGE DISCHARGE TABLE INLET CONTROL CULVERT ID No . CULVERT Description: EXISTING OUTLET CULVERT Diameter (ft) : 1 . 00 Entrance type : 1 Length (ft) . 54 . 00 Invert Elev : 419 . 75 Slope (ft/ft) : 0 . 0350 No. of Clvrts : 1 Mannings n : 0 . 0120 Max Ponding e1 :425 . 00 Stg-Dis Increment : 0 . 10 STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGS---> STAGE <--DISCHARGE---> {ft? ---cfs-- ------ (ft) --cfs-- ------- (ft) --cfs- ----- (ft) ---cfs-- ------ ------------------------------------------ ---- -- , 419.75 0.0000 421.10 2.8314 422.50 4.9084 423.90 6.2526 � 419.80 0.0228 421.20 3.0356 422.60 5.0184 424.00 6.3368 I, 419.90 0.0683 42i.30 3.2266 422.70 5.1255 424.10 6.4200 I�, 420.00 0.1139 421.40 3.4060 422.80 5.2301 424.20 6.5021 '� 420.10 0.3109 421.50 3.5752 422.90 5.3322 424.30 6.5832 �I 420.20 0.5286 421.60 3.7355 423.00 5.4321 424.40 6.6634 � 420.30 0.7678 421.70 3.8878 423.10 5.5299 424.50 6.7426 �� 420.40 1.0271 42i.80 4.0332 423.20 5.6258 424.60 6.8212 I 420.50 1.3013 421.90 4.1723 423.30 5.7199 424.70 6.6989 I 420.60 1.5819 422.00 4.3060 423.40 5.8123 424.80 6.9759 I 420.70 1.8594 422.10 4.4346 423.50 5.9032 424.9D 7.0521 I 420.80 2.1260 422.20 4.5588 423.60 5.9925 425.00 7.1276 �I 420.90 2.3775 422.30 4.6789 423.70 6.0805 421.00 2.6125 422.40 _.??53 423.60 6.i671 3/27/07 6 :48 :20 pm RN Parnell Company page 1 SANDHU SUBDIVISION FLOOD PLAIN CALCULATIONS DRAINAGE REPORT --------------------------------------------------------------------- --------------------------------------------------------------------- LEVEL POOL TABLE SUNIMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW S':ORAGE <------—DESCRIPTION—---—--> ;cfs) (cfs) --id- —id- <-STAGE> id (cfs) VOL (cf) -----------——---------------------------------------------------------------- ----------------------------------------------------------------------- 100-YR .. ... .......... ........ 4.03 4.03 WETLAND CULVERT 421.25 21 3.12 7780.07 cf Conditions and Responses Technical Information Report Section 2-4 SANDHU SUBDIVISION June 11, 2007 :�i �A+ SiSe Development Assoclafes,LLC ie-�-::�.,•��,.K,h�::.a!-xi�,_-�,¢n,axr, (i�,:.: "�f�.:�I9(..f_site-J fY:� .. R�PORT AND DECISIOM SUBJECT: Departrnent of Development and Environmental Senrices File No. L.d3P0027 Proposed Ordinance No. 2005-0199 SANDHU SUBDIVISION Pieliminary Pfat Application Location: On t�e nortl� side of Southeast 184th Street(12044 Southeast 184th Street), approximately 300 feet east of the intersecfion with 12Qth Avenue Southeast Appficant: Kulwant Sandhu, represer�ted f�y Aleanna Kondelis Crarner Northwest, Inc. 945 North Central, Suite 104 Kent,Washington 98032 �, Telephane: (253) 852-4880 � King County: Department of Devefapment and En�ironrnentaf Services, I represenfed 6y Trishah BuII 9d0 Oakesdale Avenue Sauthwest Renton, Washington 98055-1219 Teiephone: �2CB)296-6758 Facsimile: (206)296-7451 SUMNIARY OF DECISION/RECOMMENDATIONS: Department's Prelirninary Recommendation: Ap�rova, with co�dit�ons Department's Final Recommendation: Appro�e, with conditians �xaminer's Decision: Appro�e, with c�nditions EXAMINER PROCEEDINGS� I�earing Opened: May 12, 2005 Hea�ing Continued Adrninistratively: May 12, 2005 Hearing Closeci: Nfay 24, 2005 Par�icipants at fhe public hea�Png and the exliibiss a�fe�ed and entered are listed in the attached minutes. A verbatim recarding of the hearing is available in the offrce of the King County Fiearing Examiner. FINDINGS. CQNCGUSIONS & DEC151�N: Having reviewed the record in this matter, the Examiner now makes and enters the foflowing: FIEVD�NGS; 1. General Information: Owne�/Develaper: Kulwant Sandhu 13989 SE 159'h Piace Renton, WA 9805$ Technical Infarnaation Report �ection 2.3 5ANDHU SUBDIV�S�ON February 20, 2006 �� Site Developrrient Associotes.LLC 56i�:.:'�::�r.�•,v�.4,=.}M�c�:"._�::v.•<.. . f:�l%f.I��-. :. ..r a?�.Y'A�+.`a':• a25-2ssa2ro Engineer: Cramer Northwest Inc. 945 N Central, Suife 104 Kent,WA 98032 253-852-4880 S7R: NW-33-23-05 Location: The site is Eocated at i 2044 SE 184"'Street, approximately 300 feet east af the SE 184tn Street and 920"'Avenue SE intersection. Zoning: R-6-SO Acreage: 6.27 Nurnber of Lots: 16 Density: 2.6 units per acre Lot Size: Average size is approximately 3,5Q0 square feet. Proposed L1se: Singfe-family detached dwellings Sewage Disposal: Soos Creek Water& Sewer Water Supply: Soos Creek Water&Sewer Fire District King County Fire District No. 40 School District; Renton Schooti District No. 403 Application Completeness Date: November 77, 2003 2. �xcept as modified herein, the facts se#forth in the DDES reparts to the Examiner and tlie DDES and King County Departmenf of Transporfation testimony are found to be corsect and are incorporated herein by re�erence. 3. 7he A�plicant filed a prelirninary plat applicat:on to subdivide G.27 acres into 16 !ots for ' detached single-family dwellings in the R-6-SO zone, as welE as a sigrtificant amount of open space and crifical area tracts. The average lot area is approximatefy 3,500 square feet, The a!d-shaped property fronts the no�th side of Souti�east 184th Street and has terrair►which consists of a very gentle to near-flat slope from the northwest tv the south and saut�east. The east half of the site is encumbered by a diagonally-running Bonne�ille Power Administration (BPA) transmission line easement, and afso has a significant area of wetlands. The wetlands exten�westerty into tf�e narthwest portion of the site and to a small degree to the southwest portion of the site fronting Southeast 184t4� Street Tne vicinity of the site is developed with single-family residences on a wide range af lot and parcel sizes, except for the aforemenfioned BPA transrrzissior.Irne corridor. 4. Access to the interior of the subdivision and tl�e development lots will be provided by the extensfon of a shart cul-de-sac road northerly from Southeast 184th Street and then cur�ing northeast to terminate in a bulb in the northeast parkian of the de�elopment area (which is the southwest quarter of the overal4 property). Devefopment drainage is subJect to the Modified Level 1 Flow Confrot and Basic v�ater quality standards of fhe Surface Water Design Manual. Runoif witl be conveyed via a biofiltration swale to a two-cell detention pond and then released at controlied rates into the downstream system. �. As made subject to a condition herein, the affsite pedestrian routes to the public schoofs which resident schoo�hildren would attend (to the pertinent bus stop for middle schoolers)wi�l Etave sufficiently safe walkway conditions. Techtucal Information Report Sectioiz 2.4 SANDHII SUSDiV�S[ON February 20, 2006 � �"_:, -. �� 5ite Developmenl Associafes.L�C i...5?%*nsii ww�-' F�•d rri�-a�r��.�.i:D• r•yc��ru�.-,, v:.�'r...u�..-•s: coNc�.us�oNs: 1. The praposed suhdivision, as conditioned befow, would conform to applicable land use controls. In particular, tt�e proposed type of development and overall density are specif�cally permitted under the R-G-SO zone. 2.. lf approved subject#o the conditions below, the proposed subdivision will make appropriate provisions for the topical items enumerated within RCW 58.17.190, and wilf serve the public health,safety and welfare, and the public use and interes� 3. The conditions for final plat approval set forth belaw are�easonable requirements and in the public interest. 4. The dedications af land or easements within and adjacent io the proposed plat, as shown on the revised prelirninary plat submitted on December 8, 2004, or as required for flnal plat approval, are reasonable and necessary as a direct result of the development of this proposed plat, and are proportionate to the impacts of the deveIopment, DECISION: The preliminary plat of the Sandhu subdNision, as reviseci and recei�ed December 8, 2004, is approved subject to fhe following cvnditions of final plat approval: 1. Compliance with all platfing pravisions af Title 19A of the King County Code. Comrnent nofed,see revised plans. 2. All�rersons ha��ng an ownership interest in the subject property shalf srgn on the face of tne final plat a dedication which includes the language set forth in lGng County Council Matian No. 5952. Commeni noted 3. 7he plat shall comply with the density requirements of t�e R�6-SO zone c(assification. All lots shall meet the minimum dimensional requirements of the R-6-SO zone classification or shall be as shown on the face of the approved preliminary pla�, whichever is larger, except that mino�revisians to the plat which do not result in substanfial changes may be approved at the discretion of the Department of Development and Enviranmental Services. ' Commen!noted, see revised pJans. 4. All construction and upgrad}ng of public and private raads shalf be done in accordance with the King County Road Standards established and adopted by Ordinance No. 11187, as amended (1993 KGRS). Comrrrent noterl. 5. The applicant shall obtain documentation by the King Couniy Fire Protection Enginee� certifying compliance with the fire flow standards of Chapfer 17.08 of the King County Code. Comment noted. Technica] Information Report Section 2.5 SANDHU SLTBDIV�SION February 20, 2006 � � — - — - � �� Site Developrnenf l�ssociates,LLC �nYY LLY_Fa'�ttN�F.i:.�l+Y«'�.y':•.°!}': 1 NF�r.�4?6:.'.�s rN+'L5.4:f.Rj4'. 6. Final plat appro�al shall require fuil compliance with the drainage provisions set forth in King County Code 9.04. Compiiance may result in reducing the number and/or loca6an � of lots as shawn on fhe prelimi�ary appraved plat. Preliminary review has identified the folbwing conditions of approval which represent portians of fhe drainage requirements. All other applicable requirements in KCC 9.04 and the Surface Water Design Manual (SWDM) must also be satisfied during engineering and final review. a. Drainage pfans and analysis shall comply with the 1998 King Caunty SurFace Water Design Manual an8 applicable updates adopted by King Caunty. DDES approval of the drainage and roadway plans is required prior ta any canstruction. Comment nofed. b. Current standard pEan notes and ESC notes, as established by DDES Engineering Review, shall be shown on the engineering plans. Commenf noted,see revised plans. c. The following note shall be shown on the fnal recorded plat: All building downspouts, footing drains, and drains from all impervious surfaces such as patios and driveways shall be connected to the perrnanent storm drain outlet as shown on the approved constr�ction drawings# on file with DDES andlar the King Counfy Department of Transpartation. This plan sF�all be submittec�with the application of any building permit. All connections of the drains must be constructed and approved pr�or to the final building i�spection approval. Far those lots that are designated for indiv�dual lot infilfration systems, the systems shall be construcfed at the time of the building permit and shall cornply with plans an file." Camment noted,see revised plans. d. The drainage evaluation for th�s project has identified a dawnsneam capac�ty problem along a stream coRidor which contributes to localized fiooding probfems approximately 500 feet downstrsam from the plat. To mftigate potentiat drainage problems, storm water facilities shall be designed using the modified level one criterion as specified in the drainage manual, which dekains storm water for the 10-year storm and limits the release of peak ffow rates based upon the dawnstream capacity. The design criteria for the modified level one standard is summarized in the drainage manual on page �-26 and shall be impfemented during review of the final engineerin� plans. Comment noted,see revised plans and 71R. e. Drainage facilities shatl also irrclude designs for water quafity treatmenk using standards for the basic protection menu as outlined in the drainage manual. If wet ponds are utilized for water quality treatment, the pond canfigurafions may ' require modification to a rectangufar shape to achieve the 3�1 fla�r,►path required j by the drainage manual. To accommodate the requi�ed detention storage volurnes and vrater quality facilities, the size of the proposed drainage tracts may I need to increase. All rur�off control facilities shall be located in separate tracts and be dedicated to King County unfess portions of the drainage tract are used for racreatian space in accordance witlt KCC 21A.14.980. Technicat Information Report Section 2.6 SANDHIJ SUBDIVISION FeUruary 20, 2d06 � �tit� ^ Site Derelopment AsspCiptes,LLC .h7�dii...[r d.� ..r:.�-� .t ,;.r..�. r.^>F,�:..�-� ... ..,::<-.r.f�.r. Comment nafed,see revised plans and TlR. f. Storm water facilities shall be des�gned to address any proposed on-site�ypass af storm water as described on page 1-36 and 3-52 in the drainage manual. Cammenf noted,see revised plans and TlR. g. The p�oposed drainage facility within Tract B is located fn the Bvnnevifle Transmission Line right-of-way. Prior to engineering plan app�oval, the applicant shall provide correspondence andlar permits from Banneville indicating approval for Iflcating and constructing the drainage facflity. Camment noted. h. As required by Spec�al Requirement No. 2 in the drainage manual, the 1d0-year floodplain boundaries for the onsite wetlands shall be shown on tlie final engineering plans and recorded plat. Commer�t noted, no mapped�QO-year floodplain loca#ed an site. i. The final drainage plan shal! be reviewed for compliance w;th the setback requirements frorn sens�tive areas. As specified in KCC 21A_Z4.200, structures shall be set back a distance of 15 feet from the edge of sensitive area buffers. Compfiance with the setback design standards may require modifications and/ar relocafion of the proposed drainage Pacility within Tracts A and B. The current conceptuaF drainage pfan shows concrete retaining walls within the setback which is not ailowed by Caunty code. Commenf noted. Cancrete retaining wal!mayed out af 95 foaf buffer setback. j. A permit from the Washington State Fisheries Department may be required for roadway improvements along t�e p�aperty frontage which may impact wetlands andlor streams. Any required perrnits shall be submitted to King County prior to engineenng plan approval. Comment nofed. 7. The propased subdivision sha11 comply with the 1993 King Courzty Road Standards {KCRS) including the foll�wing requirements: a. SE 184`h Street sha11 be improvecf as an urban neighborhood collectar along the plaf frontage. The irr�provements shall include curb, gutter, and sidewalk alang the north side of the roadway with#he curb located at 16 feet frorn road centerline. Comment noted, see revised plans. b. The onsite cul-de-sac shall be irnpro�ed as an urban minor access street. Comment r►oted,see revised p/ans. c. Due to previaus grading work wifhin the site, the appl�cant shalf demonsfrate to the satisfaction of Kjng County that the proposed roadways are canstructed on Technicai Tnformatioa� Report Section 2.7 SANI}k�i1 SUBDIVISTON rebr�ary 20, ?006 � �; �� S�le Develop�t AssoCiotes,LLC i�c,r.rn��v.ri._;•._m��a.�-_��Y...�,..,. ryr.. .. i..1�\1' �•.::.dl•...� suitable sails with subgrade compaction in accardance with County sfandards. Lot grading shall also be e�aluated to assure that buitding sites are properly prepared for future home construction. Comment nofed. • d. The proposed road improvements shafi address the requirements for road surfacing ou�ined in KCRS Chapte�4. As not�d in section 4.01 F, a full width pavement ove�lay is requi�ed where widening existing aspF�alt. Camment noted, see revised plans. e. Street trees shall be incE�ded in the design af all road improvements, and shalE comply with Section 5.03 af tkte KCRS, Commenf noted, see preliminary landscape p/an. f. S� 184�'Street is designated a neighborhaod coliector street which may require designs for bus zones and turn outs. As specified in KCRS 2.16, the designer shall contact Metro and the local school district to determine any specific requi�ements, ' Commem no#ed g. Modifications to the above road conditions may be considered by King County pursuanf to the�ariance procedures in KCRS 1.08. Camment noted. 8. SCHOOL WALKWAY: To provide a safe walkway for school-age pedestrians, the Applicant shalf irnprowe Sou#heast 184'h Street from fhe frontage to the school bus `pick- up' location at the intersection of Southeast 184"'/120"'Avenue SE. At the in#ersection of Soufiheast 184'h Sfreet/120`h Avenue SE, a widened paved `pad'shall be provided for those students. This off-frontage improvement shall cansist af one of the following: a. A minimum five{5)foot wide paved vualkway—separated frorn the existing roadway pavement edge by a four{4}foat wida gravel shaulder, or b. A full-width eighf (8}foot wide paved shoulder delineated by a white edge line stripe, or c. Full urban improvements (i.e. concrete curb, gutter and 5-foot wide concrete sidewalk). The Applicant may choose to share costs of 9.c. above with the developer of fhe proposed plat of"Goss" (DDES File#L05P0001}and/or, the developer of the propased plat located at the norfhwest corner af the intersection of 124�' Avenue SE1Southeast 184"'Street(DDES pre-application File#A05PM102), provided the curb line shafl be set at 9&-€eet north of the right-of-way centerline, the roadway widened w�th a full roadway pavement section, and the existing roadway pa�ernent overlaid ar recanstr�cted as required by the requirernents of KCRS 4.01. (RCW 58.17.11(}) Technic:al Information Report Sectiart 2,8 SAl�1DHU SUBDIVISION Febzuary 20, 2006 � �';�;��-,- Site pevelopmenf Assaciates,LLC ,r.r_.a>;,oi•rar�r.�.�a..�;...,4.,.:�•,Kr fwF,r.:t.'M�SC!iv:�'i!�lLr".s.` These off-site improvements wiil not be required if the schaol district decides in its future plan to pro�ide bus pick up location at the plat entrance or any other locatiort in the vicinity of the site and transpo�t the elementery schoal kids to and from school by bus, If the pick up Eocafion is nat at the plat entrance, then a safe pedestrian wafkway from the site to the bus pick up location shatl be pravided. To implement tlte abave conditian, the Applicant shall submit detailed engineering plans far the required walkway and other directry-related roadway work for review and approval by King County DOT and King County DDES. Comment nored, see revised plans. 9. All utilifies within proposed rights-of-way must be included within a franchise appraved by the King Caunty Cou�cil pnor to final plat recording. Comment nnted. 10. The applicant or subsequent owner shall comply with King County Code 14.75, Mitigation Payment System (MPS), by paying the required MPS fee and administratian fee as determined by the applicable fee ordinance. The applicant has the option to either. (1) pay the MPS fee at final plat recotding, or{2) pay the MPS fee at the time of building perrnit issuance. If the first option is chosen, the fee paid shall be the fee in effect at the fime of plat application and a note shall be placed on the face of the plat that�eads, "All fees required by King Counry Code 14.75, Mitigation Payment System (MPS), have been paid." If the second option is chosen, the fee paid shail be the amounf in effect as af the date of building permit application. The owner chooses opfron(2}above, iees to be pafd a!time of bu;lding permit 11. Lots within this subdivisian are subject to King County Code 21A.43,whicii imposes irrzpact fees to fund school system umprovements needed to serve new develapment. As a condition of final appraval, fifty pe�cent(5a°la)of the impaet fees due for the pfat shall be assessed and collected irnmediateEy prior to recording, using #he fee schedules in effect when the plat receives frnal approval. The balance of tfie assessed fee shal� be allocated evenly to the dwelling un�ts in the plat and shall be collected pridr to buifding permit issuance. Comment noted. 12. The planter is�ands(if any}within the cul-de-sacs sha11 be maintained by the abutting lot owners or homeowne�s association. 'This shall be stated on the face of the final plat. Nat applicab/e. 13. The proposed subdivision sha(I cornp�y with the Sensitive Areas Code as outlined in KCC 21A.24. Permanent sun�ey marlcing and signs as specified in KCC 21A.24.160 shafl also be addressed prior to final plat app�aval. Temporary marking of sensitive areas and their buffers (e.g,, with bright orange construction fencing}shail be placed on the site and shall remain in p�ace until all canstrvc6on activities are completed. Comment noted. Technical Information Re}}ort Section 2.9 SANDHU SUBDIVISI4N Febn,ary 20, 2006 � �`l',,� � ._ Si�e Development Associates,LLC i..r;e,"��w•.,.�_:nu-m;+a.�r,r�•.•:z�n . •. . "A'.1�"i ��n ti.�.M�".i: 14. Preliminary plat review has identified the folfowing specific requirements which apply to this project. All other applica6le requirements from KCC 21A.24 shall also be addressed by the applicant 1.1 WETLANOS a. Class 2 wetfand(s}shall have a minimum buffer of 50 fee�, measured from iiie we#fand edge. Commerr#noted. b. The wetland(s) and their respective buffers shal( be p]aced in a Sensitive Area i"ract(SAT}. Comment noted, see revised plans. c. Buffer averaging may be proposed, pursuant to KCC 21A.24.320,-provided the total amount of the buffer area is not reduced and better resource protection is achie�ed,-subjeck to re�iew and approval by a DDES Senior Er�obgist. Comment nofed. d. A minimum buifding setback line of 15 feet shall be required frorn the edge of tF�e tract. Camment notec�, see revrsed plans. e. Split-rail fence shaA be installed along the wetland buffers. Comment rrofed,see rev+sedplans. 15. The following note shalf be shown an the final engineering plan and recorded plat RESTRICTIONS FOR SENSITIVE AREA TRACTS AND SENSITIVE AREAS AND BUFFERS Dedication of a sensitive area tractlsensiti�e area and buffer canveys to the public a beneficial inferest in the Iand within the tractlsensStive area and buffer. This �nterest includes the preservation of native vegetation for ali purposes that benefit the public health, sa�ery and welfare, including cont�ol of surface water and erosian, ma'rntenance�f slape stabifity, and protect�an of plant and animal habitat. The sensitive arEa tra�tlsensitive area ar�d buffer irnposes upon all present and fukure�wners and occupiers of the land subject to the#ractlsensitive area and buffer the obligafion, enforceabfe on '� behalf of the pubfic by King County, to leave undisfurbed all trees and ather vegetation II within the tractJsensi#i�e area and buffer. The vegetation within the tract/sensitive area and bufFer may not�e cut, pruned, r.overed by filf, removed or darnaged without approval in writing from the King County Deparkment of Devefopment and Environmental Services or its successor agency, unless otherwise provided by law. The cornmon boundary�iween the tract/sensitive area and buffer and the area of dev�loprnent activity must be marked or othen�vPse flagged to the satisfaction of King County prior t�any clearing, grading, building canstructron or other development ac6viry Technical InI'ormatzon Report Sectioia 2.10 SANDHU SUBDIVISI4N February 20, 20Q6 � ��;;�� 5te Devefoprr�enT Associotes,L�C iBT�N:lnlfkr!»:^nE�i',n.i.n�*'.��M:�i �'C.C,{:,..!'..�.SSY::Li:;�%iws.•t'. on a lot subject to the sensitive area tract/sensitive area and buffer. The required marking or flagging shall remain in place untit all development proposal activities in the vicinity of the sensitive area are completed. No building foundatians are allawed beyond the rec{uired 15-foot building setback iine, unless otherwise provided by law. Comment noted. 16. Suitable recreation space shall be provided consistent wiU�the �equirements of KCC 21A.14.180 and KCC 21A.14.190(i.e., sport court[s], child�en's play equipment, picnic tabie�sj, benches, etc.). a. A detailed recreation space plan {i.e. area calc�lafions, dirnensions, landscape specifications,equipme�t specif'ications, ete.}shall be submitted for review and app�oval by DDES and King County Parks prior to o�concurrent with the submittaf of the engineering plan. This pian rnust not conflict with the Significant Tree Inventory& Mitigation Plan. Commenf noted,see preliminary landscape and recreafFon plan. b. A performance bond for recreation space smprovements shal( be posted prior to recording of the plat. Comment noted. I' 17. A homeowners'association or other workable organizatian shall be established to the satisfaction of QQES which provides for the awnersi�ip and continued maintenance of the recreation, open space andlor sensitive area tract(s). Comment noted. 18. Street trees shall be provided as follflws (per KCRS 5.03 and KCC 21A.T6.050}: a. Trees shall be planted at a rate of one tree for every 4Q feet ofi frontage along all roads. Spacing may be modified to accommodate sight distance requirements for driveways and�nte�sections. Cor»ment note�f, see prelimrnary landscape plan. b. Trees shall be located within the street right-of-way and planted in accardance with Drawing Na. 5-009 of the 1993 King County Road Standards; unless King County Department of Transportation determines tF�at trees should not be lacated in the street right-of-way. Commeni rroted,see prelimir►ary landscape plan. c. If K'ing County determines that the required sireet trees should not be located within the right-of-way, they shafl be focated na more than 20 feet from the street right-of-way�ine. Comment noted, see preliminary landscape plan. d. The trees shafl be ow�ed and maintained by the abutting lot owners or the homeowners assocfation or other workable organization unless the Teclmical I��fonmation Report Section 2.11 SA.NDHU SUBDIVISiON February 20, 200h � �'; . -;;�._ a 5i1e Developmerrt Associofes,llC i��.. ti�i�.wnv. -.:r.��.� ».�..tann nr... .,•.�•r•-:s r.s..v.. County has adopted a maintenance�rogram. Ownership a�d maintenance shall be nvted on the face of the final recorded plat Camment noted, see preliminary la»dscape plan. e. The species of trees shall be approved by DDES if located within the right-of-way, and sha{I not include poplar, cottonviood, soft maples, gum, any fruit-bearing trees, or any other hee or shrub whase roots are likely to obstruct sanitary or storm sewers, or that is not compafibie with overhead utility lines. Camment noted,see preliminary randscape plan. f. The applicant shall submit a street tree plan and bond quantity sheet for review and approval 8y DDES p�ior to engineering plan approval. Comment noted. g. 7he applicant shall contact Metro Service Planning at 684-1622 to determine if SE 184'" Street is on a bus route. If SE 984th Street is a bus raute, the street tree plan shalf also be reviewed by Metro. Comment noted, SE 184�'is no!on a bus roufe per Metro �. The street trees must be installed and inspected, or a �erfo�mance bond posted prior to�ecording of the plat_ If a perforrnance bond is posted, the street trees must be installed and inspected within one year of recording of the plat. At the time of inspection, �f the trees are found to be installed per the approved plan, a maintenance bond must be submifted or the pertorrnance bond replaced with a rnaintenance band, and held for one year. After one year, the maintenance bond may be released after DDES has , completed a second inspection and determined that the trees have been kept ' healthy and thriving. Camme»t nofeal. i. A Iandscape inspection fee shall also be submi�ed priorto plat recording. The inspection fee is subject to change based an fhe current County fees. Comment noted. 19. Areas used as regfonal utility corridors shalf be contained in separate tracts and meet the setback requirements of King County Code 21A.12.140—Setbacks from regional utility carridors. Commeni noted. 20. Significant Trees, SO-220. This development condition �equires the applicanf to retain a percentage of existing significant trees on-site. The applicant is exempt from this requiremenf per KCC 21A.38.23.B,h., which states; Project sites with 25 percent or greater of the total gross site ar�a in sensitive areas, sensitive area buffers and other areas to E�e left undisturbed such as wildl�e corridors, shall be exempt from the significant free retention requiret�nents �f this chapter. Comment nated. Technical Informatioii Report Sectiot12.12 SANn�[U Si1BDIVISIO� F�hrua��v 20, 2006 � � - -- — --- __ Site Development Associates, LLC SECTION 3 — Off-Site Analysis Technical Information Report Section 3 � SANDHU SUBDIVISION June 11, 2007 � � Site Development Associates, LLC Core Requirement No. 2 — Offsite Analysis Task 1: Define and Map Studv Area This project is located north of SE 184`h Street at 12044 SE 184'h Street, in King County, Washington. The project consists of two tax parcels; 6199600320 and 6199600282. The property is approximately 6.27 acres. The property will be divided into 16 residential lots. All of these lots will gain access from a newly constructed public road that runs through the subdivision, one access on SE 184'h Street. The site is bound by single family homes to the north, east, and west. SE 184�' Street runs along the south of the property. There is a power easement that runs through the site. The existing County Right-of-Way for SE 184�' Street ends east of the property. At this point the road continues over private property to the east. This will be the limits of our frontage improvements along SE 184�h Street SE. The analysis of the basin boundary indicates that the project is in the Soos Creek Drainage Basin. Existing houses and associated outbuildings are located on the site. All of the existing structures are to be demolished during plat construction. Task 2: Review all Available Information on the Studv Area Critical Drainage Area Map • Soos Creek Drainage Basin • Duwamish-Green River Watershed • Duwamish-Green WRIA (9) Flood Plain/Floodway FEMA Maps • No floodplain or floodway exists within the vicinity of the site. Sensitive Areas • Wetlands —Onsite wetlands have been inventoried, mapped and confirmed by DDES staff. • Streams and 100 Year Flood Plains—The site does not contain or abut a Type 1 or 2 Stream. A Type 3 Stream is located approximately 700 feet south of the subject site. The 100-Year flood plain has been calculated for the on-site wetland is shown on the Construction Plans. • Erosion Hazard Areas —There are no erosion hazard areas mapped in this area. • Landslide Hazard Areas—There are no landslide hazard areas mapped in this area. • Seismic Hazard Areas —This site is not within in a mapped seismic hazard area. Technical Information Report Section 3-1 � SANDHU SUBDIVISION June 11, 2007 � � � Site Development Associates, LLC • Coal Mine Hazard Areas—None mapped in this area. U.S. Department of Agriculture, King County Soils Survey • According to King County Soil Conservation Service mapping, the underlying soils are of the Alderwood classification (AgC), which are moderately well drained. Flow Control Applications Map • The site is located in a Level 1 area of Flow Control. Water Quality Applications Map • The site is located in a Basic Water Quality Treatment Area. Task 3: Field Inspect the Studv Area A representative of Site Development Associates, LLC (SDA) made a site visit to the property on January 12, 2006. The weather conditions were raining and 45 degrees. The field investigation covered approximately 1,000 feet downstream of the site, adjacent to the Auria Woods Subdivision pond discharge location. The remaining portion of the downstream analysis was taken from the Sandhu Preliminary Subdivision Level One Downstream Analysis and the Auria Woods Subdivision Level One Downstream Analysis. The total limit of the downstream analysis is approximately 3/4 miles. Task 4: Describe the Drainage Svstem, and its Existinq and Predicted Problems Upstream Drainage Analysis: See attached Sandhu Preliminary Subdivision Level One Downstream Analysis for Upstream Analysis. On-Site Drainage Analysis: See attached Sandhu Preliminary Subdivision Level One Downstream Analysis for On- Site Drainage Analysis. Downstream Drainage Analysis: See attached Sandhu Preliminary Subdivision Level One Downstream Analysis for Downstream Drainage Analysis. Drainage Complaints: See attached Sandhu Preliminary Subdivision Level One Downstream Analysis for Drainage Complaints. Technical Information Report Section 3-2 � SANDHU SUBDIVISION June 11, 2007 � " Site Development Associates, LLC Task 5: Addressinq Mitiqation of Existinq and Potential Problems The development of this project is not expected to have an adverse impact to the downstream drainage system or wetland hydrology. Drainage for the 16 lot subdivision will meet the King County requirements for detention and water quality. A type 1 nuisance has been identified downstream of the site. The project will mitigate for this nuisance by applying Type 1 flow control with additional flow control as outlined in KCSWDM Table 1.2.3.A. We are holding our project peak 10-year flow to match the predeveloped 2-year runoff rate. Technical Information Report Section 3-3 ', ' � SANDHU SUBDIVISION June 11, 2007 !� I MARK W. STIEFEL, P.F. � CONSULTING • ClVIL ENGINEER/NG • PLANIVING • PROJECT MANAGEMENT• WETLAND PERM/TT/NG OFFSITE DRAINAGE ANALYSIS SANDHU PRELIMINARY SUBDIVISION (BENSON TRAILS) 12044 SE 184� STREET RENTON, WASHINGTON 98058 Prepared for: MR. KULWANT SANDHU 13989 SE 159� STREET RENTON, WASHINGTON 98058 Prepared by: MARK W. STIEFEL, P.E. �W. STI� �Q;4'oF w�s,�f�c��.�l y� C' i � �, zt�7e 3 RFCIsr� �SjaNAL� EXPIHES 12/17/0� - (REVISED MARCH 2O04) OCTOBER 10, 2003 22312 113th AVE. S.E. TEL: (253) 854-7472 FAX: (253) 854-1575 lCENT, WASHINGTON 9803�-2651 CELL:(206) 300-5853 EMA1L:stiefe/ eng�msn.com � TABLE OF CONTENTS SECTION NO. /NAME PAGE NOS. 1. PROJECT OVERVIEW ................................................. • FIGURE 1. TIR WORKSHEET ...................... 1-5 � FIGURE 2. SITE LOCATION ........................ 6 • FIGURES 3. DRAINAGE BASINS, SUBBASINS, .. 7-17 SITE CHARACTERISTICS • PHOTOS PHOTOS OF DOWNSTREAM SYSTEM 18-29 • FIGURE 4. SOILS (King County Soils Survey)........... 30 • FIGURE 5. STREAMS AND 100-YEAR FLOODPLAINS 31 • FIGURE 6. WETLANDS 32 • FIGURE 7. EROSION HAZARD AREAS 33 • FIGURE 8. SEISMIC HAZARD AREAS 34 • FIGURE 9. LANDSLIDE HAZARD AREAS 35 GENERAL DESCRIPTION: ............................................... 36-38 • AERIAL PHOTO OF ROAD RIGHT OF WAY 37A • PLAT MAP BENSON TRAILS SUBDIVISION ..... 37B • PLAT MAP BENSON TRAILS DRAINAGE/LJTILITIES .....37C-D 2. CONDITIONS AND REQUIREMEtvTS SUMMARY ............. 39-41 � CORE REQUIREMENTS (1-8) • SPECIAL REQUIREMENTS (1-5) 3. OFFSITE ANALYSIS ................................................... 42-45 • LEVEL ONE UPSTREAM ANALYSIS • LEVEL ONE DOWNSTREAM ANALYSIS � DRAINAGE COMPLAINT FILE LOGS & MAP 4. FLOW CONTROL AND WATER QUALITY FACILITIES ...... 46-47 5. CONVEYENCE SYSTEM ANALYSIS & DESIGN ................... 48 6. SPECIAL REPORTS & STUDIES ..................................... 49 7. OTHER PERMITS ...................................................... 50 Stiefel Engineering Sandhu Preliminary Subdivision Project 22802 Offsite Drainage Analysis 3/04 � FIGURES/MAPS: PAGES • FIGURE 1. TIR WORKSHEETS .......................................... 1-5 � FIGURE 2. VICINITY MAP ................ .............................. • FIGURE (3A-3K). DRAINAGE BASINS, SUBBASINS. ...................... 7-17 SITE CHARACTERISTICS �• PHOTOS DOWNSTREAM DRAINAGE SYSTEM 18-29 • FIGURE 4. (KING COUNTY SOILS SURVEY MAP) .................. 30 • FIGURE 5. STREAMS AND 100-YEAR FLOODPLAINS 31 • FIGURE 6. WETLANDS 32 • FIGURE 7. EROSION HAZARD AREAS 33 • FIGURE 8. SEISMIC HAZARD AREAS 34 • FIGURE 9. LANDSLIDE HAZARD AREAS 35 • PLAT MAP BENSON TRAILS PRELIMINARY SUBDIVISION ..... 37-B � PLAN CONCEPTUAL DRAINAGE/UTILTIES PLAN 37-C EXHIBITS: KING COUNTY SWP DRAINAGE INVESTIGATION REPORT LOGS ........ 51-57 LETTER FROM DEPARTMENT OF ENERGY(MARCH 15, 2004) 58-61 APPENDICES: COPY OF "AURIA WOODS SUBDIVISION" LEVEL ONE ANALYSIS 62-86 COPY OF HEARING EXAMINER'S REPORT FOR"AURIA WOODS" 87-102 � I Sti f Pr li ' � II e el Engineenng Sandhu e crunar} Subdiviswn Project 22802 Offsite Drainage Analysis 3/04 � • FIGURE 1. TIR WORKSHEE'r (Pages 1-4) Stiefel Engineering Sandhu Preliminary Subdivision Project 22802 Level One Drainage Analysis 10/10/03 � � King County DepaKment of Development and.Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND Part 2 PR.OJEGT LOCATION Al�D PR0.7ECT ENGINEER `DESCRIPTIQN Pro�e Owner Project Name��S�i�',S�C�./Gs " �//% ��j��.�/l�f�� S4.t/�,�v SCJ,�r�iri�_,r.`� Address Location ��,9g� ` � /�� ST Township ��-� Phone ��1�� v� Range /� ``f� _��-; —Z�l1}--' �� J� Project Engineer •••••••••••••Section �i'�/S�� S� , � �/ � i —,�'� Company S�%�� itl_��=_ Address/Phon �S �'�--� � Rart 3 TYPE t3FP,EAMIT `Part'4 OTHER-AEVIEWS AND PERMITS APPUCATIdN Subdivison DFW HPA Shoreline Management Short Subdivision COE 404 Rockery Grading DOE Dam Safety Structural Vaulis Commercial FEMA Floodplain �� Other COE Wetlands �� `� � Part S SIT�E-COMMUNfTY-AND=DRAINAGE�BASIN Community y ��U� �� Drainage Basin �� Part 6 SITE=CNARACTERISTlCS- River Floodplain � -_� � Wetlands �ic%S/�,c� Stream — Seeps/Springs Critical Stream Reach High Groundwater Table DepressionslSwales Groundwater Recharge Lake Other Steep Slopes � � Part.7 SOILS - Soil Type Slopes Erosion Potential Erosive Velcoties � -�S La� l�i Additional Sheets Attached Part 8 DE1/FlOPMENT LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT Ch. 4—Downstream Analvsis : ss.�o ��/�ib ��/,'l/l� >� « va�s �"�f��" Additional Sheets Attached Part 9 'ESG:REQUIREMENTS:; , MINIMUM ESC RE�UIREMENTS MINIMUM ESC REQUIREMENTS . II DURING CONSTRUCTION AFTER CONSTRUCTION I ✓ dimentation Facilities ✓Stabilize Exposed Surface '� �' Stabilized Construction Entrance ✓ Remove and Restore Temporary ESC Facilities +�Perimeter Runoff Control `�Clean and Remove All Silt and Debris fClearing and Graing Restrictions f Ensure Operation of Permanent Facilities �Cover Practices ✓ Flag Limits of SAO and open space / preservation areas ✓ Construction Sequence Other Other � � ,: _ - . , � . . � Part1D' -SURFACEWATER-SYSTEM � ` ; ` _ : ✓Grass Lined Tank Infiltration Method of Analysis Channel �� Vault Depression i�Pipe System Compensation/Mitigati Energy Dissapator ✓Flow Dispersal on of Eliminated Site Open Channel �/Wetfand Waiver Storage ' �/bry Pond • �ream Regional •�� Wet Pond Detention Brief Description of System Operation �� fiS'Ui✓1�� _� ��a�� '�L� D��'��Ipr��,r�J� �5'I/�7'�� Facility Related Site Limitations Reference Facility Limitation �.�"�''f'�'�S/,l� — ,6� _ �1�.�'�`��.G' ,��/�'��3 ��7�� Part<11 ' STRUC�URAt ANALYSIS , -Part�1I2: EASEMENTS/TRACTS Cast in Place Vault Drainage Easement Retaining Wall '�Access Easement a 4- ✓Rockery>4' High ✓Native Growth Protection Easement G: Stn�ctural on Steep Slope �ract ¢L� � � �� Other Other Part'13. SIGNATURE`OF PROFESSIQNAL:ENGINEER I or a civil engineer under my supervision my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. � 6 � � - � i ne ate � �. ; � � ) OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE ,�6 �� Surface Water Design Manual� Core Requirement#2 �,3 f� ��,� Bastn: �5�a� G s—,�'j-� Subbesin Neme: .S�d� ��=�C 8ubbesin Numbar. ,�1.�'�49 Symbol .: "'t�r�ina�+� ��tAfri��.Colrnpbr�9rif � . :SCade y C�(et��Ce " �itlstin� � ; P�ptenclal �' Obs�irvation�a�fieid it�sp��to� ' Campanent TYpe, C1�BCriptin�t ' fram'site ' pr�bl�ms <' Prdbl�rrrg -' rdgpurC� rg�t��w�r, ar r��tden�' N�m� dr►d Sixe dlsohar � Type;sheet Itow,rksl�, conetri�qane,unda teptClty;pondlnq, �. ww mep �'nreem,ohannel,pIP��. drotne�be+�IrS,veqetrtlori,cover� ' 96 � ,1/4!nl+�1,3201t ove�topptng;ftoodlnn;hab�ttl or or�utlrrrt, irlbutbty«�,NkNIh00d tl1 pfobh�.. , porldi glz�;:dlemeter; _ d"P1h,tYPe ot seheetlw rr�e,volum� , , , '; tlesttuotlon;baouting,,b�nk�toUphlnQ, .; owrtlow p�thw�yr,potrrttlel(mpiwl�� . sUK�C�ered tedlmer�t�tlotti Inoblon othet emsldn / ��v.e`�2T" � /� G�e�s;�5 O � �,� /85��'�`s �� /� � �A�� c7��r'-�' �-,�}� v�� y*�� l..�S' �o,v� G�� .�'�s y � �d.c�.�T �i -5" .v'� :-rC'r'.vr ��r�� '.f�S4GLocv �%✓h�1-L Sa'X3.. � � �4�f fi�u�/,•�f'� .��✓/6r.�� 3 �fP�'�'�/U a � �� d 1�-�xrt`� _ o�.�iz. .c•a �''.'� .�/{�".��ll�r/ -�`•{f�'ET��Laa.� �� a�v'�' f�.P�'GG/�14.%U��-E��j iC�1 ,o.G¢� ? , 5 �B�v��,� �.P��,�'G�>�� " 8.��/' �t/v,u� �!/.�T�ti�_u-�"��a7 � � �a�'C',,� � -�v �n/�-,�'a%[�_S s �'',c� d�Gj�iclsT,�r/c.�' �i �� —3 2,� o G.�' t,�� `�%�� 5��!c� -S,�'�� ,vo,�l� �.a�« �?�4��G �' � /i 2 ��r��- G'�-� �� `,� ��.� � .� � �v.�P�� S�B�,�� =� �..� � �-� _ �� .��vi� 3 '�-�I� � / '� �t/o� Gi�/�sr�.� �'�S�rJ � . � /�� r�� .��r/"� F'•�r�'G!� S��s e /l�if�.�-�� ,�'�C � c�;� �-T�-� /= av 2,� ��''�D G,� �-� ' .0 L1T�bl�.doo ttf1J92 . • •fl � . -- �l��r� ��:`ti�� : • 4� �� - . 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SL�c;_��,nG: �. �l.�C)�DU9K.in8Couniy�l�RW�� -��,�,,,��- � ixy~Y{:�� -- . , �� .__ �i�l��,,,�� .v, � ... J ---- — �_. __ , _ --,--_ _ ; €The information included on this map has been compfled by King County staff from a variety of sources and is sub�ect � ;to change without notice. King County makes no representations or warranties, express or implied, as to accuracy, �completeness, timeliness, or rights to the use of such information. King County shall not be liable for any general, � �special, indirect, incidentai, or consequential damages including, but not limited to, lost revenues or lost profits ;; I �resulting from the use or misuse of the information contained on this map. Any sale of this map or information on this �� !ma is rohibited exce t b wntten ermission of Kin Count � ��_�p � - -- P Y_. ,,_ P___ —_. -=_-9-- Y.._-.—_. = _____.- — --- �-- --- _--— _ . - - _ _ _ Kinq Gaunty ��IS Center� t�iews � Services �Comments �Search I By visiting this and other King County web pages, you expressly agree to be bound by terms and conditions of the site. I Ti��e de*Ci s. 1 of 1 03i16.'2004 2:12 PM � �-. . � � � � � u� � _ � �n ' i : � � . � � • � Harne News Services Camnnents Search � . � __ .. _ _ : . ..Rti:ti-r.�.. ...: 1�;��' � +�--� 4 �,:� '� _� - ._ .. t0� i•: 4i;s: �Ry 1 . � i i '� -�� t�<Fh-?.w^'�j�'�. vWi;::i.} .{ ��.: '3 1 t ' 1 k yi _ . _ ; � ri•:- '' �y . 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King County ma�Ces no rPpresentations�wvarranties, express or impiied, as to accuracy, completeness, timeliness, or rights�0 the use o�such information. KirR��,County shall not be liable for any general, � special, indirect, incidental, or consequential damages including, but not�limited to, lost revenues or lost profits ! . resufting from the use or misuse�of the information contained on this map.Any sale of this map or information on this ;I map is prohibited except by�fitten permission of Kin�_CountY___ ' -- ------ --------- ---- -...-- -----� Kinq Countv�GIS Center� News �Services � Comments � Search - By visiting this and other King County web pages,you expressly agree to bepound by terms and conditions of the site. The detaifs. 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King County makes no representations or warranties, express or implied, as to accuracy, E ;completeness,timeliness, or rights to the use of such information. King County shall not be liable for any general, � �(special, indirect, incidental, or consequential damages including, but not limited to, lost revenues or lost profits p lresulting from the use or misuse of the information contained on this map. Any sale of this map or information on this � map is�rohibited except_by written�ermission of King_County_.___��_________...___._______..___________....___.__� Kinq GountY J GfS Center� News � Services�Camments �Search By visiting this and other King County web pages, you expressly agree to be bound by terms and conditions of the site. 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King County makes no repiesentationsorwarrarities, express or implied, as to ae�uracy, cornpleteness,timeliness, or rights'to'the use ofsuch information.<King Gounty shall rtot':be liable for any:general, special, indireat, ineidental, or consequential damages includIng, buC not'(imited t4,;:lost r�uenues or lost proflis resulfing irom'the use or misuse ofthe information contained on this map. Any sale ofthismap or information on this ma is rohibited exce t f� written ermission of Kin Count . _ __ Kinq Countv � GIS Center � News � 5ervices � Comments � Search By visiting this and other King County web pages, you expressiy agree to be bound by terms and conditions of the site. The details. • 1 of 1 �� 03/11/2004 1:30 PM '�Xi� � �—� S�crI�.SG �t.. -;��'��`� L�� .. .� � , ,�,.,�`�'',� � � . . . , ,. .r. ' 1 '. . �� =�, --�? :.,.. : 114� t�A 1 1 ' u:C- �� 1 \�__ /��;'?�. �.-�, � ., - - � , -, . . . .,�_ �, , , . , __ \ �Y �� „a 1 1 -�• ,. � '��.``�� _`, '`� � .k;� u�r. 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I ,� �°''�., i :� �ai�- ?u� �"a`7P� _}5` �� . 3' � „ ' t � ��-�.��?. ,�>'.��: �'r"^�u� s,�,� �, ��$.��F; #�� `-�.< ss � ! �-`- �`-�: ,7,. �c _ ��y..yyp,- .a¢ys?�.S .�'' � " ��Z�� i} ! _ _ ��r �;` � � -�M4 q�` Y'9R+' 4 �i—��.� *�tuY` �� !� �,�'i Y q��(�p"�r �Sc� � 4.� . 'f^�.'^__ �.v c-��p-�'i'� � ° ��q,,, _ �� $�' a'-C�.. � Y�'��''" r ��_"F� �k*.� If C ��Kin�Count s�, _.� "s ' �_ "st � .�4�:'�.' < �i i-�,17 � . �. � '3r�S��Fi�- � =f��.. - �:{ �. _9 . Y �� .�i'._ .c•�`z�c ,. �_,._"�'� _ . ' � _ i .. � � . . ._.__ -...—.,__."_"..- .._. ..-..-.--.. _.._.... ._- � : .The information included on this map has been compiled by King County staff from a variety of sources and is subject ;. �to change without notice. King County makes no representations �r warranties, express or implied, as to accuracy, jf `completeness, timeliness, or rights to the use of such information. King County shall not be liable for any general, !'. rspecial, indirect, incidental, or consequential damages including, but not limited to, lost revenues or lost profits Eresulting from the use or misuse of the information contained on this map. Any sale of this map or information on this i; imap isprohibited except by wntten�permission of King County. _ _ __._ ___: _.. — �'' �-�__ _ — _._ -._: -__—� - _ _-- _--- - -•-- _� � Kinq CountV �GfS Center� News � SE�fices �Comments � Search By visiting this and other King County web pages, you expressly agree to be bound by terms and conditions of the site. The details. 1 of 1 03%16/2004 1:41 PM �� • PHOTOS (PH-1 TO PH-12) DRAINAGE BASINS, SUBBASINS SITE CHARACTERISTICS Stiefel Engineering Sandhu Preliminary Subdivision Project 22802 O�'site Drainage Analysis . 3/04 � .�-• � .- �_, �,��..,;�.r� -._,�..-j�l�,��}� i _ .,.. �- ' .. � ',- ' �.� �rer�F:""'a -. . . �, :> `�� :.,� k �=r�� ..- : +� ,. , j .,' .- , � t , �: � ;� 4 ,.' 'Y . 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T ��•�r��& t- `� . . .. - i 1� �'��'`�� .�'�,,�, t* ��'i . _ ^� ' +�''.t : t ,.`' � t.: + n . �.. } R_ � :�3. t. - 1 i� ��.�� y . F _;��1i�i . �yda . _.dl. ''� �. �+� 4 f�� X'J'':f�.s , .� } � . . � ' � � � ' � � 1 � i� r � 1 � � / � � � � � � � 1 � � / :1 � ' u .� . (1• � - � � �� .� - { _ �.. P�- � � � � - LOCATION#3: - LOOKING SOUTHEAST ALONG THE SOUTH SIDE OF SE 184TH STREET SMALL DEPRESSION WITH STANDING WATER AND VEGETATION . -; r!F �, _;�_ � �� - �_ � �� '��, :..>v-,�.:.,��,�<:-$.�- . ��,=k. �� h _ . . ' . . -. � � _ . . . _ . 3 . L',� __ ,::. � _ . _. �..-. '. . . . ._. C_ :_.: ..,,. 6 . - . . . . . . - t'„'�-�, . . .y , . .:' ...,.:. . - _�.`: -. . �r; � , °S. � � _� .. �'.��i..�r< . . .- . .. . __ '. . . . .. . sz_.. LOCATION#3: - LOOKING SOUTHEAST ALONG THE SOUTH SIDE OF SE 184TH STREET HOUSE ADDRESS: 12243 SE 184TH STREET) NO REPORTED DRAINAGE PROBLEMS. 22803 Sandhu Preliminary Subdivision March 18,2004 Project Photos Downstream Analysis Stiefel Engineering 'G:' - ��/ -� , � ��.��_ �.: �� , - � ��...nr�S.��n y t*E'^w x m t F».i1t�c ^ot�_. u ��s� �t7.G'P�"�.�r� :�1.�f..'�' -�4 _ �'' *^= �, -vx• . �:sc7''n* �V>?�r --�+'�_s�'�.`'�� ,.^'' .� - ga��a, �r��-.-ra r+?'. ._ • . . E c r _ . .E.`$�'a9��r5 f� '^,3%-� . �- . .� -. 4-C �A,�� 'r�+� :- _ .`;`rs,;,. F-ipt' a . �� t � ._ `�`'�*' . ."�s, �, . � � �,.,.,�.?f`u„a- .;a "i +� �e ``` ,tl.' iCi-. �.�'�.::7 i_ �.,c3:�. .�er�,:.-�^�.s .. :`s' - „ r ` ,,, ,_ ':fi�`-F-?..�s'•°_?�:' LOCATION #3: LOOKING SOUTH FROM SE 184TH STREET PONDING AREA AT RIGHT SIDE OF PHOTO _ � - ,� ��... ��-�: �. �}�=�- �.,, � p 2,�:.�.-y_ v .i. .��.� .....:�.. �. ;. . _ . ... . . �. : �r�s� .� tYN�-. :. . . . �-'�iLJUI e�.� �4�a'E�.-'C�" '_ . `� ��y-;�z*e�i�°��t.f�..�r�t��S` -`£-��-" U �s �i4�..�`�.��.�.. �!.`�M{' f`a� f r.Y....-.<� - ��i�•. �'�:m�ra �°y'.l`�n . �- _ s4�, �•"i''ns.';-?x�y,,�]c°., _ -. - � ' . � 3' 1�.Gf l b ;`..� ..::;�y`�Ic�rx;� �... : .w�,^� �`.�`� �-d' v-. �"- ... �-; h x�%-n' }r.^��`�� .+.i��a•:�. ��' '. ` �.? x"�'g a.r .��y��'�r�..�,2�T�s`�.a5a•i-��s��$� .,r�'..�itass�`�c�'� a?t ''v=a.a*' '�"�'tus`'�at_,..'�`^s��:�42 �`."':y��.n�'F�`��.3' � �._4�f!,'�� .�-.�`.C..�-� . . ... ..� ::;��i��..�i'_ . _ ?��.__ . ��'.:._.`� � _ '�`,..''r:._..__. r ... . _ . . . . . . . . . LOCATION #3 TO #4 LOOKING SOUTHWEST FROM SE 184TH STREET PONDING AREA SHEET FLOWS TO THE SOUTHWEST 22803 Sandhu Preliminary Subdivision Mazch 18, 2004 Project Photos Downstreactt Analysis Stiefel Engineering --�` _ ��`"� .:, t � ,:-- -� - - 4 :� � :�; � �v� F- :..�'r-K.G.�.,� "��s .�'fC`"�' �.�;��'�+�+..:� �` `_'Y�.�4"d'�-.: - �1,� T. .�t(:T�. nmy " _ .. . c:�.+K" �'�'^'J;r�.`��'"F . .:�"_ ._-.,=_��--` .. . , . - �a�ga' �rY-n� �,,.._ "S'�aY��"��.,- . . �s� ��r r 'n-�Y�>�"`'+f.'�� > �er �� aMk.3'3� _ _ ''If Y�.``%.ai�.*`}'.�,.r� ^'r.�.+,'.1��c s?i�"'� .i __: '?�ry1~v �`�� I . �,�t v's ;�N�' .r. � .agi�� .�f%r� �I � ��.�'�� ;� LOCATION #3: LOOKING WEST FROM SE 184TH STREET PONDING AREA SHEET FLOWS TO TI� SOUTHWEST : � ,t';.'iA �,�.......� =u:��3��. >�;� � .� '"` :�,g�;�` � _ :;u ,��,,� f =�,'�,::•,,.- ,.�- = 5 � ` � �, ': ;`�""�.� - ,k_ ;��s:��`"� = ,��.� .�-�� - - � i� � �.�� y ra �+- < {__ ;�5�"a.{; s 3 i.+� YF =--, �c^� � �i- �,.,�' �,,,.;�;�:- . «��. ;�irn::F4�'w:""._,� LOOKPVG SOUTH :1L.OI�'G 1?0 SE FROM T'�-�E INTERSECTION OF SE 184TH STREET. 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',' . ��,� ,,� ;��:" � �� v . „ , � - :� - • - � i � � 1. PROJECT OVERVIEW GENERAL DESCRIPTION: The subject property, which is 6.27 acres in size, is located in unincorporated King County. The owner intends to subdivide the southwesterly 2.5 acres of the property into 17 single family detached lots. The remainder of the site is encumbered by several wetlands and associated buffer areas. King County requires the applicant to submit a conceptual design package with the formal application for Preliminary Plat approval and a Level One Drainage Analysis according to the 1998 King County Surface Water Design Manual. This Expanded Offsite Drainage Analysis was prepared at the request of King County DDES in their letter to the Applicant dated January 23, 2004. Zoning The property is cunently zoned R-6 SO, which allows 6 to 9 dwelling units (Di�, per acre of property being subdivided. The SO designation identifies that additional development conditions may be imposed on the property. These conditions are normally associated with environmental constraints. • (Refer to Exhibit - King County SITLJS File Information). ' The properties to the north are zoned R-6 SO, are partially developed and include the PBA transmission lines. The properties to the east, south, and west are zoned R-6 SO. The properties are partially developed as single family detached. The proposed subdivision of the subject site into 17 lots is consistent with current land use regulations, provided adequate mitigation is provided for anticipated environmental impacts. 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T�V ,��1��Fn� S.' �5. � I ' � ��` � .Y �y�1� � • . � ,. f . : . - . ��fi. � �'F t- �1�T' 1 --_ - �._ 'AP L �4 ;�, (n`.A� 1�{C)20WKin�C�uniyd I _�, i ��Y � � r .,�rr.� ...� �-��,�_r'•^ �� s,'��"y� � �� -- "- ._ >. .. . _ ._ -- -- . . i.,:i�,�r. �..si:�F .�.,. . �.-:.Q..-�-.�._.__.,- _.....__._-�..�.-:--�....______._. .. .__.......-..�_,_�._... -_-._...,.r.f__ '. �.-...r.�,.-�._...._,-_"._ _."."'_'..-_-.-_..-.._.._.,_�.-.-r� The information included on this map has been compiled by King County staff from a variety of souroes and is subject '. to change without notice. King County makes no representations or warranties, express or implied, as to accurecy, completeness, timeliness, or rights to the use of such informatfon. King County shall not be liable for any general, special, indirect, incidental, or consequential damages including, but not limited to, lost revenues or lost profds resulting from the use or misuse of the information contained on this map. Any sale of this map or information on this ' map is prohibited except by written �ermission of King_County._ ___ _ _ :, __ _ .... _ --. _..___ King County� GIS Center� News � Services � Comments � Search By visiting this and other King County web pages, you expressly agree to be bound by terms and conditions of the site. The details. 1 of 1 10/09/2003 9:52 AM �7— � � - PLAN SANDHU PRELIMINARY SUBDIVISION PLAN -_. - _ ; -�- -- ---- - — - _ --- .� . ,.. �� _ . • �:,a-:�,ra-+�:reticr•:xrd�� ., K�JI'i�l.'fN!I��(�S��Y � /� �1� � .` _fw.�lui �^R�CF � 1 �� //'/i r".� .� �r • � 2,�.EN;\ // . . . ,�• FF- � )� ;v � � .��.- .� ` �'�,•':' b a/ . . . /. . . � � . �rJ' � . . .� �. . . . . . . . . . . . . . . . ,! . . . Q / • . ' '. . .. . . . , ��. 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I � ,�,�'!,�,-�:��'.��! : : . � ,-��' • � - I , �'.�'��:'' -��,.�o.��.�''��- � �. ��II��Q I �� '� � �I.lI%iI � , • '�I � � R ' `� �d � ✓' •• 'a�� `� � ,�,� • �• � � � � r. � � ��. � � . . ,. � . ��1 � �-_ / � n•�e.=Q.`�i'��`" // .� r • —�.� vA%�// r —..��---�G��r_ - u I� .• Cy��"'r�� / �� ^�_ . _.�a�a�---_ wr��1i��4�—��.3StG11/W�lli�• �� — • ��— =='��. ��d��l%" .�■■�� `_ ^ ��s� .� � � — � - _--�___,� � ., ; � � '' � -- , � � � � CODE ANALYSIS: (R-6-SO) ' ! � � � MINIMUM LOT WIDTH = 30 FT , � MINIMUM STREET SETBACK = 10 F'T � MINIMUM INTERIOR YARD SETBACK = 5 FT ' � BASE BUILDING HEIGHT = 35 FT ' � MAXIMUM IMPERViOUS �r ITY pq�I�iT LEGEND: SURFACE PERCENTAGE (PER L� = 70� CaS UNf Panrl ROAD WIDTH (MINIMUM) = 22 F�E�EPH�NE c,NE P�,Nr EASEMENT WIDT}i (BOTH SIDES) = 10 F7 WATER UNE PAINT LOT AREAS (LOTS 1-17) = 59,639 S.F. (1.37 ACRES� 3,508 S.F. (AVERAGE LOT AREA) IMPERVIOUS SURFACE AREAS: PAVEMENT AREA {ONSITE) = 10,653 S.F. PAVEMENT AREA (OFFSITE) = 3,096 S.F. SIDEWALK aREA = 6,462 S.F. (70� OF LOT AREAS) = 41.747 S.F. SUB-TOTAL NEW IMPERVIOUS = 61,958 S.F. (1.42 ACRES) EXISTING IMPERVIOUS (REMOVAL) = 9,204 S.F. (0.21 ACRES) , TOTAL IN'CREASED IMPERVIOUS = 52 754 S.F. 1.21 ACRES ' �i� EXISTING CONDITIONS Access: Access to the site is provided from SE 184th Street. According to the County Assessor Maps, and review of ta�c parcel information, it appears that the right-of-way for SE 184�' Street terminates at the east property line of subject parcel 6199600320. (Refer to aerial Photo, page 37)) The improved road frontage, south of the subject parcel 6199600282, extends easterly through an apparent easement associated with tax parcels 3323059042 and 6196600482. Topography: • The site is located near the crown of a large hill. The field topographic map indicates that the actual site is fairly level, with a 2 percent average slope from the northwest to the south or southeast. Larger wetlands are located within the site draining southerly via culverts across SE 184�' Street. (Refer to the sub-basin maps, Figures 3A through 3K, of the onsite and offsite _ areas.) Vegetation: The majority of the property is heavily vegetated, due to the presence of wetlands and the BPA power line. Significant trees locations were mapped and are shown on the preliminary tree plan for the project. The southwesterly parcel was previously disturbed with development of the existing single family residential. According to the 1998 KC Surface Water Design Manual, the majority of the e�cisting site would be classified as Till Pasture and Till Grass. Note that a separate pernvt activity was approved by King County DDES to mitigate unauthorized impacts to the onsite wetlands by a prior renter of the property. Soil Classification: According to King County Soil Conservation Service mapping, the underlying soils are of the Alderwood classification (AgC), which are moderately well drained. They are further classified as hydrologic soil group "C" for use in estimating storm runoff volumes. • (Refer to Figure 4 King County Soil Conservation Service Map) _ Stiefel Engineering Sandhu Preliminary Subdivision Project 22802 Offsite Drainage Analysis 3/04 � 2. CONDITIONS AND REQUIREMENTS SUMMARY Based upon site investigations and a review of available topographic maps (including City of Renton metric maps), County SWM complaint files, and the Hearing Report for the "Auria Woods" Preliminary Subdivision, the subject 6.27 acre Sandhu site should be evaluated according to the following core requirements established in the � "King County 1998 Surface Water Design ManuaP'. r CORE REQUIItEMENTS: (From Table 1.1.2.A Requirements for Full Drainage Review) Core Requirement #1 - Discharge at the natural location The major natural point of discharge of surface water from the subject site is by surface or sub-surface flow near the south central property line via an existing 12-inch diameter culvert. Therefore, the proposed point of discharge for the majority of the developed site (2.5 ac) will be at the same south central location. This would include runoff from the new roads, sidewalks and driveways. Roof downspouts from Lots 1 through 5 and Lots 12 through 14 would be directed to the onsite storm drainage system. The remaining Lots 6 through 11 and 16 through 17 would have roof drains connected to separate onsite collection and dispersal systems to the wetland buffers. Core Requirement #2 - Of�site Analysis (Eapanded Format) ' Refer to the Ezpanded Ofl'site Analysis, prepared as a separate submittal at the request of DDES. Core Requirement #3 — Flow Control According to the Flow Control Applications Map, the site is located within the "Level- 1 Flow" Control Area and is within the Soos Creek Drainage Basin. Table 1.2.3.A Summary of Flow Control Performance Criteria Acceptable for Impact - Mitigation, for Level-1 Flow Control requires matching the 2-year and 10-yeaz peak flows, if no downstream problems are identified. (See Table 1.2.3.A, page 1-26 of Manual) Core Requirement #4—Conveyance System The onsite conveyance system will be designed to provide capacity for the 25-year peak flow, and checked for the 100-year peak flow. The existing offsite bypass system will also be checked for the 100-year peak. Two roof drain collection systems are proposed to discharge clean roof runoff to the wet(and buffers to assist in maintaining hydrology. Runoff from those areas would be included in the bypass system to the south. Stiefel Engineering Sandhu Preliminary Subdivision Project 22802 Offsite Drainage Analysis 3/04 �� Core Requirement #5—Erosion & Sedimentation Control Temporary and permanent erosion and sedimentation contro( plans will be prepared according to the County Standards. Core Requirement #6 - Maintenance & Operations A Maintenance and Operation Manual will be prepared according to County requirements. The onsite storm detention ponds and biofiltration systems will be designed according to King County requirements. A chain link fence would be provided around the biofiltration swale and detention ponds for safety and maintenance purposes. Core Requirement #7—Financial Guarantees & Liability The required financial guarantees and liability insurance will be provided as required. Core Requirement #8—Water Quality According to the Water Quality Applications Map the site is required to provide Basic Water Quality measures. Use of onsite storm detention vault and biofiltration swale is proposed to satisfy the basic requirements. Sdefel Engineering Sandhu Preliminary Subdivision Project 22802 Offsite Drainage Analysis 3/04 �� SPECIAL REQUIREMENTS: ' (From Table 1.1.2.A Requirements for Full Drainage Review) The following special requirements will be considered during project design and review. Special Requirement #1 —Other Adopted Requirements • (Refer to Reference 2-A from the 1998 Manual for SC P3 Soos Creek Community Planning Area for area specific clearing restrictions) Special Requirement#2— Floodplain/floodway Delineation • No closed depressions are located onsite. (However, a small closed depression is located downstream, south of the subject property, on the south side of SE 184�' Street on tax parcel 3323059036.) • Onsite wetlands have been inventoried, mapped and confirmed by DDES staff. � The site does not contain or abut a Type 1 or 2 Stream, and therefore should not be subject to special requirements. (A Type 3 stream is located approximately 700 feet south of the subject site, adjacent the northeast corner of the Auria Woods Subdivision.) • No floodplain or floodway analysis should be required Special Requirement #3—Flood Protection Facilities • The proposed project does not meet the conditions for requiring flood protection. Special Requirement #4—Source Control • Not Applicable, since the project is not commercial, industrial or multi-family. , Special Requirement #5—Oil Controls • The project will only create approximately 0.4 acres of new impervious surface subject to vehicular traffic. (Less than 1.0 acres) • The project does not meet the criteria for requiring a coalescing plate oiVwater separator. Stiefel Engineering Sandhu Preliminary Subdivision Project 22802 Offsite Drainage Analysis 3/04 'fl� 3. EXPANDED OFFSITE ANALYSIS (LEVEL ONE) - QUALITATIVE EXISTING ONSITE DRAINAGE: Field surveys and topographic mapping (Refer to Onsite Sub-basin Map) verify that a majority of the surface and subsurface runoff (5.47-acres) drain toward the south central portion of the site. The elevation difference across the site varies between 438 feet along the westerly property line to 420 feet along the southeasterly property line. The average slope is 2 percent. The maximum slope is appro�cimately 5 percent. The small (0.8-acre) southwest corner of the property drains southerly toward SE 184�' Street, then easterly along a roadside ditch to the 12-inch culvert crossing. Runoff exiting the subject site appears to be primarily point discharge through an existing 12-inch diameter culvert near the south central property line, across SE 184th Street. Stiefel Engineering Sandhu Preliminary Subdivision Project 22802 Offsite Drainage Analysis 3/04 �Z UPSTREAM DRAINAGE AREAS Northerly Properties: Based on available Kiag County and City of Renton topography, approximately 1.84-acres of properties to the north drain southerly across the subject property, through several onsite wetlands and conveyance system. Approximately 3.77-acres of subject property would be located within an open space tract(s) to protect the existing wetlands and buffers, while maintaining the existing drainage swale and culvert system to bypass the upstream runoff through the project. Runoff from this area drains in a north to south direction and passes through the wetlands, existing onsite culverts, a grassy swale, a twelve-inch (12"RCP) culvert, a grassy swale, and then exits the site via 12-inch diameter culvert under SE 184�' Street. Easterly Properties: Approximately 2.3-acres of the adjacent easterly property drains southeasterly onto the subject site via sheet flow. Portions of the onsite wetlands appear to extend onto the two easterly properties. This area would be allowed to sheet flow onto and through the site as offsite bypass area. _ Westerly Properties: A small 0.62-acre portion of the westerly adjacent parcel drains southerly to the north ditch of SE 184�' Street. An additional 1.55-acres west of the site drains westerly toward 120�' Avenue SE, and then flows southerly 450' via the roadside ditch to SE 184`}' Street, then easterly 700' along the SE 184�' Street ditch to the e�sting 12-inch culvert crossing. The combined sub-basin draining to the existing 12-inch culvert crossing SE 184�' Street is approximately 12.6-acres, which includes the 6.31-acre offsite area, together with the 6.27-acre subject site. (Location #1 on the sub-basin map) Stiefel Engineering Sandhu Preliminary Subdivision Project 22802 Offsite Drainage Analysis , 3/04 -f 3 DOWNSTREAM DRAINAGE SYSTEM (1/. Mile Downstream Svsteml: Runoff from the subject 6.27-acres) site and upstream areas 6.31-acres) combine and drain southerly under SE 184�' Street via an existing 12-inch diameter culvert. (Location #1) The majority of the runoff exiting the culvert flows easterly via a grassy roadside ditch approximately 125 feet, with a slope of approximately 0.5 percent, to a 24-inch diameter corrugated culvert (Location #2). The culvert appears to provide vehicle maintenance access to the Bonneville Power Administration right-of-way on the south side of SE 184�' Street. Runoff then flows easterly through a shallow grassy swale approximately 140 feet at a slope of 0.5 percent, then southeasterly via sheet flow to a shallow vegetated depression (Location #3) on tax parcel 3323059036, street address 12243 SE 184`t' � Street. Interview concerning 12243 SE 184`h Street property: The owner of the property at 12243 SE 184�' Street was interviewed during a site visit. The owner verified that runoff from the roadside ditch enters the small depression and exits in a southwesterly direction, as shown on the basin maps. The owner indicated they have not experienced any flooding or water problems in the lower level daylight basement of the house, which is located approximately 75 feet east of the shallow depression. The ground floor of the house appears to be several feet above the overflow elevation of the depression. Based on visual observations, it appears the shallow depression is appro�cimately 50 feet long and 30 feet wide, with a maximum depth of about 1.5 feet. Vegetation within the depression consists of ineadow grasses, sedge, shrubs, and scattered small - diameter trees. At the time of the latest site visit, water was observed ponding in the depression to an estimated depfh of six inches (6"). Runoff exits the depression via surface flow in a southwesterly direction across an open pasture area within the Bonneville Power Administration right-of-way, approximately 350 feet, with an average slope of 4 to 5 percent. (Location #4) No evidence of erosion was present. Interview concerning 12243 SE 184`�' Street property: The resident of 12047 SE 184`� Street was interviewed concerning historic drainage in the area. Based on information from the resident and review of available topographic maps, during larger storm events, at least a portion of the runoff from the 12-inch culvert (Location #1) under SE 184�' Street flows southerly, approximately 350 feet, alvng the east property line of tax parcel 6199600060. This property line is vegetated with blackberry shrubs along the west side of the Bonneville Power Line right-of-way. Stiefel Engineering Sandhu Preliminary Subdivision Project 22802 Offsite Drainage Analysis 3/04 �� Flows from both drainage courses south of SE 184�' Street combine at (Location #5) and continue to flow in a southwesterly direction approximately 150 feet at an average slope of 8% before joining with the existing Class 3 stream (Location #6) located near the northeast corner of the Auria Woods Subdivision (Tax parcel 6199600080). A concrete retaining wall was recently constructed between the stream and the Auria Woods storm detention system. The combined Class 3 stream is located about 20 feet north and east of the concrete retaining walls. The area behind the walls was not been finish graded at the time of the latest site visit. There was no evidence of erosion or flooding. Runoff from the new Auria Woods Subdivision storm drainage system discharges about 100 feet east of the east property line, where it joins with the existing Class3 stream. (Location #6) and flows southeasterly through grassy open meadow and shallow open ditch approximately 130 feet to the east (Location #7). The ground water table was near the surface during the recent site visit. There was no evidence of erosion or flooding. However, the Auria Woods Hearing Examiner records indicate that some flooding occurs in the area adjacent the Soos Creek wetlands. This is the limit of the '/. mile downstream analysis. �Continuation of drainage svstem '/. miles downstream): DDES staff requested that a copy of the "Auria Woods Level One Downstream Analysis", dated July 18, 2001, prepared by D.R. STRONG Consulting Engineers Inc. be included for reference, for this "$enson Trails Preliminary Subdivision Level One � Offsite Drainage Analysis. �Refer to the attached copv of the "Auria Woods Level One Downstream Analvsis" and copv of the Hearin� Examiner's Report and Decision document, dated October 11. 2002.1 The Auria Woods analysis provided detailed mapping and description of the downstream system for at least '/< mile, where runoff enters the Soos Creek wetlands and eventually Soos Creek. According to the Hearing Examiner's report, which included testimony of several downstream property owners (page 6, item 8), nuisance flooding occurs to some degree in the drainage course south of the Auria Woods Subdivision prior to entering Soos Creek. The public record testimony was given the same status as a formal drainage complaint filed with DDES. (Decision page 7, item 7) The area south and east of the Auria Woods site is identified as SAO Erosion Hazard - Area. Stiefel Engineering Sandhu Preliminary Subdivision Project 22802 Offsite Drainage Analysis 3/04 'ily 4. FLOW CONTROL AND WATER QUALITY FACII.ITY ANALYSIS AND DESIGN • PRELINIINARY CONCEPTS Roofdrain runoff from a portion of the 17 new lots would be collected and transported via enclosed storm drainpipes to a point of discharge to the wetland buffers to provide continued hydrology to the wetlands. The runoff would be dispersed through a standard King County dispersal trench system. Where practical, other lot roof drains would use individual dispersal trenches to convey runoff to the buffers. Runoff from the remaining roof drains would be connected to the Runoff from the onsite roadway and driveways would be collected and discharged via an enclosed storm drainage system to a biofiltration swale, then through a two cell detention pond, outlet control structure, then released to the downstream conveyance system. The bioswale and ponds would be sized according to the following criteria. Runofl'Control (Basic Requirements) A. Peak Rate Runofl'Control Post development runoff rates for the 2, 10, and 100 year recurrence interval storm events will be restricted to release rates equal to or less than the existing condition 2, 10, and 100 year storms. B. Biofiltration Onsite biofiltration will be provided within a biofiltration swale designed according to criteria of the KCSW Manual. i I C. Detention Facilities (Possible Com6ined Usage) A two-cell detention pond system would be located as shown on the conceptual drainage plan. Setbacks and slope stability issues will be addressed I - ducing design to protect the adjacent wetlands and BPA transmission lines. A perimeter chain link fence would be provided around the detention and biofiltration swale system for safety and maintenance considerations. A maintenance access road would be provided to this area. D. Infiitration Potential � Onsite infiltration is not proposed at this time, due to limited site area and the ' presence of near surface hydrology. E. Potential for Direct Discharge Only roof drain runoff would be direct discharged to the wetland buffers. Stiefel Engineering Sandhu Preliminary Subdivision Project 22802 Offsite Drainage Analysis 3/04 � �f� F. Bypasses Onsite Bypass Area: A large portion of the northeast camer of the site (5-plus acres +/-) currently discharges toward the south. This area includes all of the onsite wetlands and their respective bu$'er areas. Some non-developable upland area is isolated and included in this future native growth protection tract. The existing drainage system would be maintained to bypass runoff not generated by the proposed residential development. Offsite B,ypass Area: Approximately 1.84-acres of property to the northwest drains southeasterly through the subject site. Additionally, a 2.3-acre area to the east drains westerly onto the subject site. These offsite areas would be considered bypass runoff and would not be considered when sizing the onsite detention system. These areas would however, be factored into the analysis of the capacity of the downstream drainage system. The SE 184�' Street drainage system consists of ditches and culverts at driveway locations. A portion of the road drainage system fronting on the _ subject property would be improved to County road standards, including an enclosed storm drainage system. This system would connect to the existing 12- inch culvert under SE 184�' Street for discharge to the downstream drainage course. _�_� . � , � . � �-.�, . i :�_� � I �, ` �� . r . . . �� ' �� . � ��" , � ; I � Stiefel Engineering Sandhu Preliminary Subdivision Project 22802 Offsite Drainage Analysis 3/04 � `%�� _ — � 5. CONVEYANCE SYSTEM ANALYSIS & DESIGN (PRELIMINARY CONCEPTS) Conveyance System A. Capacity The onsite design of the new storm drainage system would be sized to accommodate the 25-year design storm event. The system would be checked to verify that runoff from the 100-year storm event could be routed through the system without exceeding the grate elevation of the drainage structures. The outlet pipe to the downstream system would be sized to accommodate runoff from the 100-year event from the subject site and the offsite upstream area. B. Oil/Water Separation Since the amount of new impervious area subject to vehicle traffic (approximately 0.55 acres) will be much less than 5 acres, special oiUwater � separation will not be required. • The last catch basin within the street system will include a standard oiUwater separator component. • The bio-filtration swale will provide the final treatment of project runoff. C. Drainage Stubouts As required in the 1998 KCSW Design Manual, feasibility for use of individual downspout infiltration systems on each lot would be evaluated. However, a separate roof drain conveyance system is proposed as discussed above. — i i I i i � Stiefel Engineering Sandhu Preliminary Subdivision , Project 22802 Offsite Drainage Analysis 3/04 �N � 6. SPECIAL REPORTS AND STUDIES • Wetland Analysis Report and Restoration Plan By B-Twelve Associates, dated August 5, 2003 and June 26, 2003 follow-up Mitigation Plan and Report transmittal to DDES. • A Geotechnical Report would be prepared during the design and engineering phases. ; � I � � '; � Sdefel Engineering Sandhu Preliminary Subdivision I Project 22802 Offsite Drainage Analysis 3/04 .%'" �9 7. OTHER PERNIITS A. King County permits for Clearing, Crrading, Drainage, and site utilities B. King County permit for Road improvements within right-of-way C. King County building permits for single-family structures. D. Soos C-. .: `�. . .. „ � . ,> � . � . , ._ � � ... service E. Soos Creek Sewer Distnct permits for extending sanitary sewer servic� Stiefel Engineering Sandhu Preliminary Subdi��sion Project 22802 Offsite Drainage Analysis 3/04 � �� EXHIBITS: KING COUNTY SWP DRAINAGE INVESTIGATION REPORT LOGS LETTER FROM DEPARTMENT OF ENERGY (MARCH 15,2004) " ��'� Stiefel Engineering Sandhu Preliminary Subdi��sion Project 22802 Off'site Drainage Analysis 3/04 �j Drainage Complaint File Review: The Drainage Complaint File Logs from DDES identify several complaints within one mile of the subject site, however a review of the locations of the drainage complaints indicate the subject sites are located west of Soos Creek above the area of influence of runofffrom the subject Benson Trails (Sandhu Preliminary Subdivision) site. The previous drainage complaint filed with DDES on the site of the new Auria Woods Subdivision is no longer applicable because the property has been recently developed according to King County requirements including construction of the approved onsite drainage system. The Auria Woods Hearing Record confirms this. (Refer to the attached Drainage Complaint File Log and map) i � I ; Stiefel Engineering Sandhu Preliminary Subdivision Project 22802 Offsite Drainage Analysis 3/04 .!'�� i Ul.l. 7.CbGJ J•.7Clr�� n�. ►a.�w I �C.i Q owrtv Water and Lar.d Resources (WLIZ)l�ivision . . zoi s l.�x�sc,su;u 600 Seattla wA 98104-3855 � Datc: � ' Number of p�es including cova shcet:� � . i � To: � Fzom: Cindy Torkclson I F�: 53 �5�- 15'�� .�t4,r�.W�t s«,��S�ti� ; Phone: (��5�' 7�7,- Phone: 2�__¢)0 �96-1900 � FaxNumber:�] 296_Qlq2 RE: Lev�1 Ana sis . To follow ts a list of complaints receivod by thc Water end Land Resources Division Dreiaage Sernices Section. Complaint numbers bcgimm�g prior to 1990-X��have been archived uLd are no longer in our possession. They can sdll be re�rievcd, if necesssry,but wiA take additionel dme and may not be beneficiel to your research dtu to their age,dtvelopmetit which has occeured,etc. If you are interested in reviewing the a�etual complaiuts.they e�be puIled(ti.me permitting}for your review. Capies can be obtaine�i for$ .15 per pagc,and 52.00 per pagc fvr plans. Ke�s: ]Ype of lavqtie'�tiph 'I'voe of hobkm C Aclion Rcqoait nCA DNropw�dCmnwclion 9C'4V B�nc�i'tbr Ckoe Vi►� DDM Dninty�-MbaD�noc� OC� Aespons�a lo4ulry DBS Dniro�e�&aioo/9edimaiation, 'CL Cl�im DLE Dalmp-I�sds118NEatfi Moramt EH EnforoemaK a Held DTw Diain�e rochniai Asi�ana PR Fafore�t Aerkw AIQ Ditie4pe-G�wy lnquiry FCC,PG'lt�FaCS F�iG4'Canpl� MNA I�hunana.Mah�tks E+! SWII Fee Ioqairy WO�� ►(�inWw�ee-floo4iag F1R S WM�Reriow MMti F[atr�unanw-Cwne�1 ' EW SWM Fa on TioM D�►DN Maintrnana•M�owiug •LS Lswsuit 1�INM ldaineen�nce-NeedsM�inmunee RA Faclt�Et�Rerkw ACdW �Weods � NDA Nei¢�borboA DndeNpe Atiist�nce SWF SWM ke Qwaaa wQc w,rer Qudtr Campbiat Vi�QB Wamr Qnllcy-sar t�Ln.�m►an haccica wQE w.�m Qu�iq pnioroeme,� wQn a.�Qw�h-D�a+v�t _ wQtt w.t«Qadity Enaiaeait�Review w�Qt w.eu Qwitip�-m;eic Caiaeaion WQA W�oer Qwlky Audlt Af]I SWM ia-Ra�aounanent WQO W�rQwliry-Ol�wr GRY' SWMBa-0�we S1,52.SN3 En�inarinpSUrdic� NWD SWMFeatJ�wDitootmt 'Subjeet�o Puhlic Di�clo�ute reqrir+awtts 1.Rs�dpt ofwrimavi ceQwst!Er doamw�a t Rerie.and�PPrv�l!r tro�oa+tin6 Aaomeyl otFiee s`"� Y� (xT. 9.z603 3�30PIh Kl, ►�u�w .._. . .- - _ �1 a�w�bir ad ta��u�Im-e��i�s adia �� PrMM�d� t�/9/ZG03 2tQ'�7 PM � �t hi ��M� �e d�� 0�� lds hOr � 1975�Oa76 C FLDG R�WYIFLD'D1112TH AVE SE/3E 1BBTH ST 696E2 19T7-0072 C FLDO 12202 6E 192ND 5T 686F2 - 1o78-OOBQ C PONDINC3 14248 12167 PL SE EAST OF BENSON HYNY B88F2 � 1978-0081 C DRNG • 1 D�AB 121 ST PL SE 5��2 197o-OW7 C 11403 8E 20�tTH 3T SOIL BULLDOZEDIPANTHER LK AREA 686E2 1�Z-069� C FlDC3 1Z600 3E 182ND ST FJ13T KENT AREA 686F2 - 1984-0298 C 'FILL 18804 1127H AVE 3E ILLECaAL NEAR:17409126TH AVE SE 686E1 1�4-0319 R FLOO 13260 SE 192ND ST � TO ROADS DIV.4 688F2 1984-0314 C FLU(3 13250 SE 192ND 8T SE 192ND 3TH34TH AVE SE 686F2 1�88-1186 C FLQG 11202 SE 186T'H ST S1'OR1iA OvERFLOW 888E2 1986-1185 C FLOG 11202 SE 186"fH ST SEE:86-1168 BRYANT, BILL 686E2 1986-1180 C FLDC3 11001 SE 186TH ST , , , BASEMENT OETTING WATER 686E2 1987-0334 C �RNG 11Z02 SE 186TH 6T CULVERTS BIOCKEO 8&1166,1185 896E2 10$7-0471 C FLD(3 1 t?A2 8E 188TH ST SPRWO OLEN 66-1166.1183 686�2 1887-0545 C DRNG 18627 109TH AVE SE 1NADEQUATE SYSTEM 696E2 -- 19a7-1049 C TO RD COORD 04R7J87. 696F2 198e-QZ38 C FLDG 18431 120TH AVE SE NEW DRIVEWAY WIIL IT FIOOD 886F2 1988-0238 ER PIPE 19431 120TH AVE SE NEED E�TENSION�F 42`CUIVERT 686F2 168�-0003 C ORNG 18612 120TH AVE SE INCREASED RUNO�F/CHANNEL 686F2 1989-01a2 C DRNG 18812 120TH AVE SE X PIPE NOT WORKING 888F2 1889-OByD C DRNG 18631 111TH PL g� S/W DRNG AND DAMACiE 8AeE2 198�-0700 X DRNG 18631 111TH Pl 8E WATER ON 61DE1NALW8��0660 FRfTON 886EZ 1980-0076 C ORNG 11254 SE 186TH S7 PU1(3C3ED CULVERT/STORM 888E2 1�0141 C F1.�0 18400 112TH AVE $� POND OVERFLOWIBQ-094��35,3T?JSTOR 686E2 196Q0148 C FLU� 11202 8E 1�TH ST R/D POND OVERFLOW/R09ERT/STORM E 888E2 � 1990-0231 C DRNG 1B41b 11ZTH AVE SE R/D POND OVERFIOW/STORM 60-274,37 686E2 1990-0233 G FLDG 11202 SE 1e6TH ST WATER lN BASEMENT/ST�RM1�0-141,148, 898E2 1960-0274 C FLDO 11022 SE 1d4TH Pl R/D POND FLOODEO/STORM 688E2 1�0-0342 C FI.DG 11202 SE 186TN ST R/D POND/ROBERT/STORM EVENT 886E2 1990-Og72 X DRNG 11202 SE 1d8TH&T R/D PONDS OVERFLOYW/�0-141,149,235,2 68QE2 1�Q709 CL FLDG 18504 112TH AVE SE C1�12959 SEE CL�13?24 DUE DECEMBE 86GEZ 1�D0-0884 C dRNG 18427 112TH AVE 6E R/D POND�RAINAGE/STORM 888E2 1990-1061 Cl FLDG 1 t202 SE 188TH ST CL�13224 SEE CLM1Z96� GARAGE FLOO 686E2 199a-11 e6 CL FLDG t 10�t4 SE 18QTH 6T MEMO/RUDDELLS STUDY TO PA 886E2 1800-1212 C DIl'CH 11W4 SE 166TH ST RD/SIDE D(TCF�i,FILLAO•1186 d86E2 1�0-1212 E FILLIDIT' 11044 SE 166TH ST WILL START WORK 09120 CHK ON 0�0/Q 888E2 189at212 ER FILL/piT 11W4 SE 166TH ST RUDELL3 STUDY 686E2 , P�pe 1 cf 3 � �� :�� V6.1. 7•GQ7.7 .7•.7C�'1'1 n�,. r��vr � � �� I � � � 1�1226 C DRNO 18816 1o7TH AVE gE FLOODED B1ISEMENT/BAD ROADWAY 6B6E2 198Q�1445 C DRNC3 16427 112TH AVE SE RID POND OVERFLOWING TO STUDYIDI-1 686E2 1D9a1530 SR FLOG 16427 112TH AVE SE STORM EVENT 686E2 �o6�a�s3� SR F�DG �eazi 1uTMnvE SE STORMEVENT NOTNDAP 6e6E2 1 OD1-0180 c DRNo 1882a 1121'H AVE 6E 68aE2 1�1-0160 SR ORNG 18624 112TH AVE SE NOT NDAP 688E2 ��-o�ss c �a �e�n �tzn�+nve se sssa 1991-0196 SR FLDG 18425 11YTH AVE 5E NOT NOAP 686E2 1961-Q263 C DRNG 11254 SE 186TH 37 Bs6E2 1991.043g S1 ' SPK TO FINISH S1 3/4-32 TO�e¢CON 986E2 1�1-06�7 CL DRNO 18427 112TH AVE SE SEE 81-0438 SEE RUODEI.LS 68BQ 1981-0837 C DAMAGECB 1�001 116TH AVE 5E C!8 BELaW GRADE 688E2 1991-108b C FLD(3 11200 6E 186TH ST RUDDELL POND OVERFLOW 686E2 , 1991-1132 C DRAINAGE 19008 116TH AVE SE INFO T�O PM&D 69GE2 1991-114D X FLDG R/D 11Z00 SE 1847H ST CCFMt SWM-1031 R/D POND CAPICITY 6eGE2 1894-0038 C PONDING 11430 SF 182ND ST POSS GRADINGJFiLUNG VIOLATION 686E2 1�W-0�4, C DRNG 17825 116TH AVE 3E POSS PILLING VIOUACT PlAT MORNING 686E1 19A5-OZ00 C DITCH?S 18204 11aTH AVE $E [ACK OF CAM/EYAYNCE ON PYT PROPE 886E7 1�96-080fi C DRNG 16�00 120TH AVE SE DRAINGE FIOW CIUESTION DEVELOP INF 868E2 199�1560 C DRNG 1@121 124TM AVE � $� PLUGGED D/W CULVERT IMPACT TO PVT 68QF2 1�9e-1S84 C DRNG 18�09 113TH WAY SE PRNATE PROPERTY IMPACT TO PVT ORN 668EZ 1�6-2071 C FLDG 11828 SE 180TH ST INADEQUAT6 CONVEYANCE OFFSITE FLO 886E1 i 19�6-2071 R FlDO 11828 SE 1AOTIi ST INADECUATE CONI�YANCE OFFSITE FLO 686E1 1987-1123 C GRADING 18908 113TH WAY SE P1lT PROP IMPACT NO DRNO IN3TALLED 888�2 1D97-11Z3 R GRADING 18908 113TH WAY SE PVT PROP IMPACT NO DRNG INSTALLE� 6B6E2 1997•1174 C DRAINAGE 10113 121ST PL SE IN3TALLATION OF DRNCa IN R/W OLD/OFF 688F2 1987-1179 NDA ORAINAOE 19113 121ST PL SE INST/LLLATION OF DRNO IN R/W OLD/OFF 686F2 � 1997-1179 R DRAINAGE 19113 1215T PL SE INSTALLATION OF DRNG IN RMI OLD/OFF 886F2 �e97•13a� C pRA1NAGE �s�26 1Z1ST PL s� SUBSTANDARD INSTL OF DRNc3 SYS PVT easf2 � 15�8-0019 C ORAINAOE 19018 118TH AVE $� NEW C3RAVEL RD POSS{BLE PVT PROP IM 888E2 - 1998-0068 C DRAINAGE 18820 116TH/1VE gE SFR CONST IMPACTING ADJACENT PROP 686E2 1898-09Z6 C DRAINAGE 18133 121ST PL 5E ApPARENT 089TRUC'f10N IN ROAD DRN 886F2 1�99-0308 C ORAINAGE 11618 SE 188YH ST ApJACENT PROP PAVED 2500 SQ FT E8eE2 1�-0326 FCR BAM800 12917 SE 17Q7H PL NON NATIVE GROWTH IN Rlp FACILfTY 68eF1 2000-0398 C DDM 12825 S� 1BZND ST REpUE3T TO D(VERT FLOW DISCIiAaGIN 888F2 2000-05T2 C ODM ACROS 1902612GTFi AVE S� qpppRENT FIL�INO OF RO,�DSIDE DtTCH. 6B8E2 2000�0672 R DDM ACROS 19028120TH AVE SE APP�IRENT FILLING OF ROADSIDE DITCH. 688E2 2001-0247 FCR MMA 12317 SE 17�'TH PL iDENTIFIED NOXIOUS VYEEDS. BLACKBE 68BF1 ?A01-0322 WQO 11635 SE 184TH 3T APPARENT GREY WATER DISCFiARGE IN 886E1 2001-03?2 WQC WQO 11e31 SE 184TH ST AP�ARENT OREY WATER DISCHARGE IN 696E1 Pape Z of 3 �� .'=y� . ��.• ��wV ri•�lLI 11 I�L M�L.1«/ . - - -� .- � � � 1�p�orMO� u�w rrr� a� 1�h� . 2001-0389 WQC WAI SE 1B0'f b 11a7H AVE gE POTEN'i7AL t3RAY WATFR OISCHARGE. C 666E1 2001-Q786 Wl�E WCI 6E 1AOT �118TH AVE � POTENTUIL ORAY WATER D13CEiARGE. C 886E1 2001-0389 W�R WQI 3E 1a0T d�118TH AVE 3E POTEMIAL GRAY WATER OISCHAROE. C 6a8E1 . 2002-0314 C DDM i 8b24 114TH AVE SE SHEETFLOW ONTO PROPERTY FROM UP 686E1 Z002-0381 C DDM 11626 SE 184TH ST SpGGY AREA IN YARD. MAY BE THE RE8 868E1 � 2002-0553 C DTA 19015 114TN CT SE CONCERN REGARDING POSS18f.�SLOUG 886E2 2003-05�15 W�R WQB 18Q01 126Tti PL SE 6881-'2 I � I I Pap�3 Of 3 ' I . � , � � . 6ompla�t lype �pe of Prn6lem Addres8 oi W�u61em Canments T�ras pa�B � Numbe� Code 1997-1179 R ORAINAGE 19113 i21ST PL SE INSTALIATION OF DRNG IN R/W OLD/OFF 686F2 1997-1301 C �RAINAGE 19125 121ST PL SE SUBSTANDARD fNSTL OF DRNG SYS PVT 686F2 1997-1505 C TREES 12232 SE 200TH ST DANGEROUS TREES ON COUNN PROP 686F3 1997-1572 C TREE 12232 SE 2007H ST REMOVAL OF WINDFALLS REDUIRED 686F3 1998-0108 WQC OIL SPLL SE 199 ST/124 AVE SE SPILL OF POLLUTANTS ALONG RD RNV 6B6F3 , 1998-0361 C DRAJNAGE 12463 SE 198TH PL INFO REQURST RE WETLANOIOPEN SPAC 686F3 1998-0926 C DRAINAGE 19133 121ST PL SE APPARENT OBSTRUCTION IN R�AD DRN 686F2 1999-0503 C FENCE 12455 SE 198TH PL REQUEST FOR FENCE BOLLARDS AT ACC 688F3 2000-0398 C ODM 12625 SE 192ND ST REQUEST Ta DIVERT FLOW DISCHARGIN 686F2 2Q00-0713 C ODM 12232 SE 200TH ST INCREASE FLOWWS IMPACTING DRAINA 986F3 2000-0713 R ODM 12232 SE 200TH ST INCREASE FLOWWS IMPACTING DRAINA 686F3 2001-0416 WQC WQB 12232 SE 2007H ST CONCERN OF SOAP SUDS BEING DISCHA 686F3 Page 2 of 2 • �� .. Department of Energy *� Bonneville Power Administration j�: 28401 Covington Way Kent, WA 98042 March 15, 2004 In reply refer to: TRF/Covington TRACT No. GSE-7-A-649 LINE: Covington- Maple Valley No. 1(Oper. as Covington-Duwamish Line) Covington- Seattle Line (Oper. as Covington-Creston Line) between towers 7/5 and 8/1 Reference: L03P0027 Sandhu Preliminary Subdivision Trishah Bull King County DDES . 900 Oaksdale Ave. S W Renton, WA 98055 � Deaz Ms. Bull: Reference is made to your Notice requesting comments on the proposed Sandhu Preliminary Subdivision affecting King County Tax Parcels No.s 619960-0282-04 and 619960-0320-08. Bonneville Power Administration (BPA) has no objection to the proposed Subdivision, as long as our transmission line facilities will not be adversely affected. Upon receipt of the non-refundable $250.00 fee and application for proposed use of BPA right-of-way, your plans will be submitted to our engineering and maintenance personnel for review. The plans should include details showing exact distance of your use(s) in relation to BPA structures, planned construction materials and names and addresses of any utilities that will be providing service within the project. I would issue an advisory letter very similaz to this letter. Upon receipt of the final details of the development, I would issue a Land Use Agreement. For your information, any Land Use Agreement issued for this project would be subject to the following conditions: 1. Access to BPA structures must remain open and unobstructed at all times. 2. Maintain a minimum distance of 20 feet between construction equipment and transmission line conductors (wires). 3. Storage of flammable materials or refueling of vehicles/equipment is prohibited. �� 4. Light standards must have a clearance of at least 20 feet to the conductors of the line at maximum sag of the line. 5. All underground utilities that have metal components such as ductile . iron waterlines, or electric service lines, must stay at least 50 feet from where the closest lattice steel tower legs enter the ground. Utilities . having only plastic or dielectric components, such as PVC sewer lines can be located as close as 30 feet of the lattice steel tower legs. 6. Nuisance shocks may occur within the right-of-way. Grounding metal objects helps to reduce the level of shock. 7. Water from the detention pond (Tract B) shall come no closer to the nearest footing of the lattice steel structures than 50 feet. 8. Grade increases to existing ground elevations are not permitted. If grade increases aze required, you must submit grading plans to this office for ftuther approval by BPA. These plans should clearly " indicate proposed .finished elevations as well as existing ground - elevations. . 9. Fences shall have adequate gates of not less than 16 feet in width for the passage of BPA's maintenance vehicles. Gates can be kept locked provided BPA is also permitted to install its own lock thereon. BPA ' recommends that any portion of any fence that is directly under or , . parallel to the conductor(wire)be grounded to prevent electricity from i traveling any distance should an azc occur. ' 10. Trees (landscaping) shall not exceed 10 feet in height, obstruct access to structures, or be planted within 25 feet of any structure. Trees (landscaping) that violate this pemut may be removed by BPA.. �- personnel at any time. 11. Damage to BPA properly, resulting from your use, shall be repaired or replaced by BPA at its option. The actual costs of such repair or replacement shall be charged to and paid by you. 12. You should be awaze that: (a) Immediate access may be required during power outages or other emergency situations resulting in the destruction or removal of fences or structures on the right-of-way; and (b) BPA will NOT be liable for ANY damage to your property which might occur as a result of maintenance activities. 13. Other conditions may apply at such time as a Land Use Agreement may be granted. � In addition to the above conditions the following will apply: • Bonneville Power Administration (BPA) imposes certain conditions on the use of the portions of this property encumbered by its high voltage transmission line right of way. There can be no structures built on BPA right of way; additional conditions may apply including the potential removal of trees and brush. Information regazding the pernutting process for proposed uses of BPA's right of way may be addressed to the BPA Real Estate Office at (253) 631-9154 or 1-800- � 836-6619. Landowners of Lots 10 through 13 must apply to BPA directly prior to use of the right of way. Please note that there are no structures allowed within the easement right of way. • CC & R's must indicate, as per this proposed Land Use Agre�ment, the following: Landowners of Lots 10 through 13 must apply to BPA directly prior to use of the right of way. • Any playground equipment should maintain a 20-foot distance to the conductors of a 230 Kv line. • I note that BPA's access road crosses areas marked "Wetland Buf�er" and "Wetland" on the plan sheets provided. BPA will continue to manage vegetation, as necessary, so as to keep open the BPA access road. This letter does not authorize you to begin construction on BPA's easement held right-of-way. Upon receipt and approval by BPA of your final plans, BPA will be willing to issue a Land Use Agreement for the project. Thank you for your cooperation in this process. You may direct any communication to the address above or by contacting me at(253)631-9154 or by cell at(360) 772-0294. Sincerely, . Y`� aul B. Woolson Realty Specialist Enclosure: Application for proposed use of BPA's right-of-way �� i i CC: Mr. Kulwant Sandhu 13989 SE 159th Place Renton, WA 98058 Mark W. Stiefel, P.E. . Stiefel Engineering 22312 113th Ave. SE Kent, WA 98031 Owen Hille, P.L.S. Cramer Northwest, Inc. 945 North Central, Suite 104 Kent, WA 98032 � Ms. Darcy Miller B-Twelve Associates, Inc. 1103 W. Meeker Street, Suite c Kent, WA 98032 �/ APPENDICES: COPY OF "AURIA WOODS SUBDIVISION" LEVEL ONE ANALYSIS COPY OF HEARING EXAMINER'S REPORT FOR"AURIA WOODS" , Stiefel Engineering Sandhu Preliminary Subdivision Project 22802 Offsite Drainage Analysis 3/04 � �� October 11,2402 OFFICE OF THE HEARING EXAMIl�TER II�NNG COUNI'Y,WASHINGTON 850 Union Bank of California Building 900 Fourth Avenue Seattle,Washington 98164 Telephone(206)29G-4660 Facsimile(206)296-1654 REPORT AND DECISION SUB7ECT: Department of Developrrient and Environmental Services File No. LO1P0024 Proposed Ordinance no.2002-0428 AURIA WOODS Preliminary Plat Application Location: East of 120'�Avenue Southeast between 120'�Avenue Southeast and the Seattle-Covington Transmission Line,at approximately Southeast 186'� Street(i€constructed) Applicant: Ali Amin,Auria lncorporated,represented by Lnay Joudeh,D.R. Strong Consulting Engineers l 0604 NE 3 8'�Place,#101 Kirkland,WA 98033 Telephone: (425) 827-3063 ' Facsimile: (425)827-2423 � I King County: Department of Development and Environmental Services represented by I.anny Henoc6 90U Oakesdale Avenue Southwest Renton,Washington 98055-1219 Telephone: (20�296-7168 . Facsimile: (206)296-6613 SUMMARY OF DECISION/RECOM1v�ENDATION: Depart�nent's Preliminary Recommendation: Approve,subject to conditions Department's Final Recommendation: Approve,subject to revised conditions Examiner's Decision: Approved,subject to revised conditions E;XAMII�TER PROCEEDINGS: Hearing Opened: September 26,2002 Hearing Closed: September 26,2002 �� LO1P0024—Amis Woods Pagc 2 of 16 Participants at the public hearing and the exhibits offered and entered are listed in the attached minutes. A verbatim recording of the hearing is available in the office of the King County Hearing Examiner. ISSLTES/TOPICS ADDRESSED: • Storm water • Surface Water Design Manual • Downstream analysis • Neighborhood character • Density SUMMARY: Approves a subdivision of 5.62 acres into 30 singte-family,residential building lots in a R-6-SO zoning classification. FINDINGS,CONCLUSIONS 8c DECISION:Having reviewed the record in this matter,the Examiner now makes and enters the following: FINDINGS: 1. GeneralInformation: Devetoper: Ali Amin Auria,Inc. 13400 Northeast 20�'Street Bellewe,WA 98005 Phone: (425)562-1592 Engineer: D.R. Strong Consulting Engineers,Inc. 10604 Northeast 38`�Place, Suite l Ol Kirkland,WA 981 I S Phone: (425)827-3063 STR: NE'/�of the SW '/,of Section 33,Township 23,Range 5 Location: Lying east of 120'�Ave.SE between 120m Ave. SE and the Seattie Covington Transmission Line,at approximately SE 186ih St.(if constructed). Zoning: R-b-SO Acreage: 5.62 Number of Lots: 30 Density: 5.36 dwelling units per acre Lot Size: Ranges from 4,4'7l to 6,487 square feet Proposed Use: Detached single-family residences Sewage Disposal: Soos Creek Water and Sewer District Water Supply: Soos Creek Water and Sewer District �8 LO1P0024—Auria Woods Page 3 of 16 Fire District: King County Fire District No.40 School District: Renton Schoot District No.403 Complete AppIication(Vesting)Date: January 14,2002 2. Ali Amin of Auria,Inc.("ApplicanY')represented by D.R Strong Consulting Engineers,Inc., proposes to subdivide 5.62 acres into 30 singl�family,residential building lots. The proposed lot si�es range from 4,471 to 6,487 squaze feet,thereby constihiCing a development density of 536 dwetling tmits per acra--consistent with the density standards established by the R-6 zoning classification. T6e Applicaat has ideati5ed the 100-year flood plain for this stream which crosses the northeast and northwest portions of the subject property. The subdivision will obtain access from 128'�Avenue Southeast. In addition to the proposed lots,t�e development proposal contains fonr segregated tiracts which address recreation space requirements,sensitive areas protecdon and stoim drainage retention/detention. 3. State Environmental Policy Ac� On August 16,2002,the Departrnent of Development and . Environmental Services("Depaztment"or"DDES'�issued a threshold determination of nonsignificance for the proposed development. Therefore,an environmental impact statement wiIl not be required prior to proceeding with the review process. This determination was based . on the Department's review of the Applicant's environmental checklist and other relevant environmental documents. The Department concluded that the proposal wovld not cause a "probable significant adverse impacY'on the environment. No agency,person,tribe or other legal entity appealed that determination,other than the appeal of Stephen and Sharon Baker, which was subsequently withdrawn on August 30,2002. The DepartmenYs environmental review record is incorporated in this hearing record. 4. Department Recommendation. The Departrnent recommends granting preliminary approval to � the proposed plat of Auria Woods,subject to the 20 conditions of fmal plat approval stated on pages 9-14 of the DepatvnenYs Preliminary Report to the Hearing Examiner dated September 26, �I 2002(Exhibit no.2);except for the following amendments: ', A. StormwAter release rate. Recommended condition 7.d.,as stated in the DepartmenYs preliminary report would requue the Applicant to install a surfacewater � retention/detention facility having a"level-two"flow control capacity. In its final I recommendation,the Departrnent changes ffiat requirement to a level-one flow control , standard as described in the King County Surface Water Design Manual. � B. Fencing. A proposed combination stormwater control and recreation tract will abut � property presently used for agricultural(livestock)purposes. Responding to the concerns of those neighboring property owners,the Applicant proposes to install a fence I on the north,east and south boundaries of that tract(tract C). Consequently,the ; Department adds to its final recommendation condition number 16.d.: A six-foot high fence shall be constructed on the north, east and south boundaries of tract C. This fence shall be a cyclone fence;or,at the � discretion of the Applicant,a solid fence made of other material. i � �� — - I (� _ _ LO 1 P0024—Awia Woods Page 4 of l 6 C. Downstream Analysis. Responding to testimony regarding flooding circumstances downstream,the Department recommends(Exhibit no.25)a modified level-one flow control. The Departrnent recommends that the following Ianguage be added to recommended condition na�.d.: During engineering review,the downstream drainage channel will be evaluated to determine at what rehun period the downstream conveyance system overflows per 1998 King County Surface Water Design Manual, section 123. The retention/detention system will be sized to control the 10-year peak rate to that capacity_ If the dowastream channel east of the powerline before connection to Soos Creek is found not to be a stream as defined by KCC 21A.06.1240 then--as an alternativ�additional capacity can be added to that channel to handle the increased flow rate above the p1aYs controlled ten-year flow. 5. Applicant's Response. The Applicant accepts the DeparnnenYs final recommendation as described in finding no.4,above,except for the additional downstream analysis described in fmding no.4.c. This disageement is described further in finding no. 8 below. 6. Traflic. Neighboring property owners express concern regarding traffic on 120'� Avenue Southeast(which fronts the subject property)particulazly at the Sovtheast 184'� Street intersection. The�c on those streets is affected by Meeker Junior Hig6 School, located on Southeast 192°�Street,a few blocks southeast of the subject property, and Lindberg High School,located on l28'�Avenve Southeast near its intersection with Southeast 164'�Street,several blocks north and east of the subject property. There are no stop signs at the 120m/184'�intersection,a circumstance which neighboring property _ owners want changed. The posted speed limit on both streets is 25 mph. Neighboring ! � properiy owners testify that the speed limit is routinely violated,particularly by Lindberg - High.School students. � Kristin Langley,an engineer representing the King County Roads Division,testifies that i - the proposed development will not impose a significant adverse impact upon the � 120m/184m intersection. Although,Auria Woods will generate approximately 300 � vehicle trips per day,onty 30 of those trips will occur dexring the p.m.peak hour. She estimates that only 20 of those p.m.peak-hour trips will pass through the 120'�/184'� inteisection. Luay Joudeh,the DR Strong Consutting Engineers'representative on � behalf of the Applicant,adds that—�onsistent with King County tra�ic engineering i standards—the proposed development of Awia Woods is too small to trip the threshold I which requires a detailed traffic analysis. Whether an offsite stop sign or other similar traffic control measure is required is not a matter detennined through the preliminary plat review process. It may occw in two ways. First,the completed plat will be evaluated by King County Roads Division regarding the appropriateness of signage or similar controls. Second,concemed neighbors may contact Mr.Dave Paul,a tra�'c engineer at the King County Roads Division,by calling(206)296-6596. . f�-'o LA1P0024—Avria Woods Page 5 of I6 Corollary to tbe traf�ic concem,some neighbo�expressed concern regarding conflicts ' -- between traffic and pedestrians in this neigfiborhood. Pursuant to RCW 58.17.110,the Department conducted an anaiysis of safe walking conditions for children who walk to school. The Department's analysis,summariz.ed in section J.1.d.on page 7 of the Department's preliminary report,concludes that the existing pedestrian facilities are adequate. In some cases,neighboring property ownecs have usurped the street shoulders with planted lawn. However,those Iawns do not encumber safe pedestrian passage. Several recommended 5nal plat appr�vval conditions address traffc and transportation. All construction and upgrading of streets shall be done in accordance with King County Road Standards(KCRS, 1993). The frontage of the site on 120'�Avenue Southeast shall be improved to urban neighbor�ood collector standard,a standard which requires sidewalks. In addition,those frontage improvements shall continue off-site to the north to a location that is clear of the top-of-bank of the stream ravine that crosses the northwest comer of the site. Street trees shall be included in the design of 120`�Avenue Southeast mad frontage. Direct vehicular access from those lots fronting on 120�' Avenue Southeast wiII be prolubited. The Applicant(or subsequent owner)shall comply with the County mitigation payment system(MPS)by paying the required MPS fee and administration fce in a manner d'uected by KCC 14.75. The actual MPS payment due cannot now be calculated because the MPS fees vary periodically within each geographic MPS payment zone. However,were the payment due today,it would be approximately $3,�00 per lot,according to the Applicant Finally,street irnprovements within Auria Woods must be constructed consistent with KCRS requirements, including a tum- around bulb at the terminus of proposed Southeast 186`�Street. 7. Density; Trees;NeigLborhood Character. Some neighboring property owners express concem regarding the number of lots, lot sizes,and density of the proposed development, as well as the loss of trees and changed neighborhood character. The proposed development complies with the density standards of the R-6 zoning classification. It is subject to the tree retention"special overlay"zoning requirement. Consequently,the Applicant will be required to implement a detailed tree retention plan consistent with KCC 21A.38.230. No clearing of the subject property will be permitted ' until the final tree retention ptan is approved by the Departrnent. "Significant trees"are defined by code.' I 1 In addition,the Applicant will be required to include street trees in the design of a11 road irnprovements except those offsite improvements to the nort6. The street tree piantings must comply with KCRS section 5.03 and condition no. 18 on page 13 of the Department's preliminary report. 'KCC 21A.06.1167 Significant tree: An existing healthy tree that is not a hazard tree...aad that,whcn measvred 4 and'i4 feet above gade has a minimum diameter oF a. 8 incbes for evergeen trees;or b. 12 inchcs for deciduous tr�ees. �� LO1P0024—Auria Woods Page 6 of 16 8. Drainage;Downstream Anatysis. Considering the testimony of neighboring property owners regarding flooding in the vicinity,particularly east and southeast of the subject properly,the Departrnent recommends additional downstream analysis as described in fmding number 4.a., above. The Applicant opposes that additional requirement The Applicant argues that the Auria Woods proposal relies on King County maps and that a levet-0ne analysis has already been prepared pursuant to the King County Surface Water Design Manual. That analysis evaluates downstream conditions one-quaiter mi1e. Additionally,that downstream analysis reviews County records of drainage complaints. Only one complaint of record was found,and that complaint came from an owner of the subject property. The Applicant also looked at t�e upstream basin at issue and observes that the Auria Woods contribution to the basin is slight Mr.Joudeh testified that the flooding problem identified by the neighboring property owners is in some part due to the undulating ground surface and is isolated. The Applicant argues also, that the subject property comprises a very small portion of the 80-acre sub-basin and that the property owner downstream who granted the drainage easement Irnows that Auria Woods wi11 be discharging in the vicinity of concern. Mazk Bergam,representing the Departrnent,counters that the level-one downstream analysis did not examine the area downstream from the outlet located southeast of the property. Moreover, he observes,the testunony of property owners regarding nuisance flooding downstream carries weight equivalent to formal drainage complaints,thereby creating uncertainty. 9. Dep�rtment Report Adopted. Except as noted in the findings above,the Deparhnent's Preliminary Report(Exhibit no.2)is accurate and is therefore adopted and incorporated here by this reference. Copies of the Department's report will accompany those copies of this report which are transmitted to members of the Metropolitan King County Council. CONCLUSIONS: 1. The traffic concerns of neighboring property owners will be addressed consistent with appiicable standards.The proposed development makes adequate provisions for streets and pedestrian safety(including the safety af students who wallc to school). - 2. Although the vicinity of the subjbct property has been described in this hearing recotd as"rural," it more properly would be described as"transitional." That description has applied since adoption of the 1994 King County Comprehensive Plan and its implementing zoning. The Plan, implementing the State Growth Management Act,calls for urban densities throughout this area. Hence,the R-6 zoning classification. By adopting sensitive tree protections,sensitive areas protections(particularly wedands,flood areas,and steep slopes)and by requiring street trees,the Metropolitan King County Council has endeavored to ameliorate the rougher edges of urbanization. This proposed development complies with all of those standards. 3. The Department correcdy observes t6at the sworn testimony of neighboring property owners in a public hearing carries comparable weight to formally filed drainage complaints. Regardless of the drainage analysis conducted heretofore,that testimony deserves serious response. The level- one drainage analysis,all consider�ed, is not all that rigorous. We cannot shy away from augmenting it when the uncertainty(testified to by Mr.Bergam)abides. Nor can we shy away from the possible consequences of an augmented analysis—consequences that may arise in the form of additional(albeit minor)drainage control requirements. The Awia Woods proposal will �7� LO1P0024—Awia Woods Page 7 of 16 pass this way only once,a fact which calls us to resolve the uncertainty before final engineering approval is ganted. 3. If approved subject to the conditions recornmended below,the proposed subdivision will comply with the goals and objectives of the King Coanty Comprehensive Plan, Subdivision and Zoning Codes,and other official land use controls and policies of King County. 4. If approved subject to the conditions tecommended below,this proposed subdivision will make appropriate provision for the public health, safety and general welfare and for open spaces,for drainage ways,streets,other public ways,transit stops,potable water supply, sanitary wastes, parks and recreations,playgrounds, schools and school grounds,and safe walking conditions for students who only walk to school; and it will serve the public use and interest. 5. The conditions for final plat approval recommended below are in the public interest and are reasonable requirements to mitigate the impacts of this development upon the environment. 6. The dedications of land or easements within and adjacent to the proposed plat,as recommended by the conditions for final plat approval or as shown on the proposed preliminary plat submitted by the applicant,are reasonable and necessary as a direct result of the development of this proposed plat. DECISION: The proposed plat of Auria Woods,as described in Exhibit no. 6, is GRANTED PRELIlVIlNARY APPROVAL;subject to the following conditions of final plat approval. ]. The final plat shall comply with all the platting provisions of Title 19A of the King County Code. 2. All petsons having an ownership interest in the subject property shall sign on the face of the fmal plat a dedication which includes the language set forth in King County Council Motion No. _ 5952. 3. The plat shall comply with the base density and minimum density requirements of the R-6 zone classification. All lots shall meet the minimum dimensional requirements of the R-6 zone classification and shall be generally as shown on the face of the approved preliminary plat, except that minor revisions to the plat which do not result in substantial changes may be approved at the discretion of the Department of Development and Environmental Services. 4. The applicant must obtain final approval from the King County Health Departrnent. 5. All construction and upgrading of pablic and private roads shall be done in accordance with the King County Road Standards,established and adopted by Ordinance No. 11187. 6. The applicant must obtain the approval of the King County Fire Protection Engineer,to demonstrate compliance with the fire hydrant,water main,and fire flow standards of Chapter . 17.08 of the King County Code. l� LOIP00'24—Awia Woods Page 8 of l6 7. Final plat approval shall require futl compliance with the drainage provisions set forth in King County Code 9.04. Compliance may result in reducing the number and/or location of lots as shown on the preliminary approved plat. Preliminary review has identified the following conditions of approval which represent portions of the drainage requirements.All other applicable requirements in KCC 9.04 and the King County Surface Water Design Manual (KCSWDIvn must also be satisfied during engineering and final review. . a. Drainage plans and analysis shall comply with the 1998 King County Surface Water Design Manual and applicable updates adopted by King County. DDES approval of the drainage and roadway plans is required prior to arry construction. b. Curcent standard plan notes and ESC notes,as established by DDES Engineering Review, shall be shown on the engineering plans. c. The following note shall be shown on the final recorded plat: "All building downspouts,footing drains,and drains from all unpervious surfaces such as patios and driveways shall be connected to the permanent storm drain outlet as shown on the approved construction drawings# on file with DDES and/or the King County Departrnent of Transportation. This plan shall be submitted with the application of any building permit. All connections of the drains must be constructed and approved prior to the final building inspection approval. For those lots that are designated for individual lot infiltration systems,the systems shall be constructed at the time of the building permit and shall comply with plans on file." d. Core Requirement No.3—Flow Control: Storm water runoff control shal}be provided using the modified level-one flow control criteria outlined in the KCSWDM. During engineering review,the downstream drainage channel will be evaluated to determine at what retum period the downstream conveyance system overflows per 1998 KCSWDM section 1.2.3.The R/D system will be sized to control the 10-year peak rate to that capacity. If the downstream channel east of the power line before connection to Soos Creek is found to not be a stream as designated by King County Counci121A.06.1240, then as an alternative,additioaal capacity can be added to that channel to handle the increased flow rate above the p1aYs controlled l 0-year flow. The size of the proposed drainage tracts may have to increase to accommodate the required detention storage volwnes and water quality facilities. The stormwater control facilities shall be located in a separate tract or right-of-way dedicated to King County,unless portions of the tract are used for required recreation space in accordance with KCC 21A.14.180. As specified in Section 5.1.1 of the KCSWDM,stormwater from roof drains shall be infiltrated or dispersed within the lots,if the soil conditions are favorable. e. Core Requirement No.4—Conveyance Systems: The outlet pipe from the detention facility is proposed to convey stormwater off-site across private properiy,and under the adjacent BPA power line easement Co-location of this outlet pipe with the proposed sewer line shall meet the requireu►ents of Core Requirement No.4. All necessary easements shall be pmvi�ed for the constrtiction and maintenance of the stormwater outlet pipe,prior to engineering plan approval. �� LOIP0024—Amia Woods Pagc 9 of 16 f. Core Requirement No. 8—Water Quality: The subject plat shall comply with the Basic water quality provisions of the KCSWDM. g. Special Requirement No. 1 —Other Adopted Area-Specific Requirements: The proposed plat is located within the Soos Creek basin. Per KCC I 6.82.150D,seasonal clearing restrictions apply to this basin. Special Overlay 220(codified in KCC 21A38.230)also apply to the Soos Creek planning area and to the subject property. The requirements of KCC 16.82.150D and KCC 21A.38.230 shall be addressed on the final engineering plans. h. Special Requuement No.2—Floodplain/Floodway Delineation: A class 3 stream traverses the northwest comer and eastem portion of the site. The 100.year floodplain boundary shall be shown on the final engineering plans and recorded plat. 8. The proposed subdivision shall comply with the 1993 King County Road Standards(KCRS)and the following requirements: a. SE 186'�St shall be improved as an urban sub-collector. The entrance location of SE 186m St. into the subject plat shall align with the centerline of the existing leg of SE 186'� St.on the west side of 120`�Ave. SE. b. The frontage of the site on 1201°Ave_ SE shall be unproved to the urban neighborhood collector standard. New pollution generating impervious surface associated with these frontage improvements shall be connected to the on-site stormwater detention and water quality faciiities. c. The abov�noted frontage improvemerrts on l20'�Ave. SE shall continue off-site to the north, in the County right-of-way,to a location that is clear of the"top of bank"of the stream ravine which crosses the northwest corner of the site. Any retaining structures constructed off-site for this pwpose shalI be placed in their ultimate location,as determined by the Engineering Review Section,Land Use Services Division. In lieu of a sidewalk,altemative pedestrian facilities consistent with the Road Standards may be _ consttvcted for the off-site impravements on 120'�Ave.,if desired by the applicant. d. A temporary cul-de-sac shall be provided at the terminus of S$ 186`�Street. e. Street trees shall be included in the design of the 120'�Ave. SE road frontage improve- ments and the SE 186'�St on-site road improvements(i.e.,excluding the improvements required north of the site). The strcet tree design shall comply with KCRS Section 5.03. f. Modifications to the above road conditions may be considered by King County,pursuant to the variance procedures in KCRS 1.08. 9. All utilities within proposed rig6ts-of-way must be in�cluded within a franchise approved by the King County Council,prior to fmal plat recording. 10. The applicant or subsequent owner shatl comply with KCC 14.75,Mitigation Payment System (MPS),by paying the required NiPS fee and administration fee as determined by the applicable /� LO1P0024—Auria Woods Page 10 of l6 fee ordinance. The applicant has the option to either.(l)pay the MPS fee at fmal plat recording, or(2)pay the MPS fee at the time of buiIding permit issuance. If the first option is chosen,the fee paid shall be the fee in effect at the time of plat application and a note shall be placed on the face of the plat that reads, "All fees required by King County Code 14.75,Mitigation Payment System(MPS),have been paid." If ffie second option is chosen,the fee paid sha11 be the amount in effect as of the date of building permit application. 11. There shall be no dir+ect vehicular access to or from 120'�Ave. SE from those lots in the subject plat which abut this street. A note to this effect shall appeaz on the final plat and engineering plans. 12. The following note shall be shown on the final engineering plan and recorded plat: RESTRICTIONS FOR SENSITIVE AREA TRACTS AND SENSITNE AREAS AND BLTFFERS Dedication of a sensitive area tract/sensitive area and buffer conveys to the public a beneficial interest in the land within the tract/sensitive area and buffer. This interest includes the preservation of native vegetation for all purposes that benefit the public health,safety and welfaze, including control of surface water and erosion,maintenance of slope stability, and protection of plant and animal habitat The sensitive area tracVsensitive azea and buffer imposes upon all present and future owners and occnpiers of the land subject to the tracdsensitive area and buffer the obligarion,enforceable on behalf of the public by King County,to leave undisrtwbed all trees and other vegetation within the tracdsensitive area and buffer. The vegetation within the tracdsensitive area and buffer may not be cut,pruned, covered by fill, removed or damaged without approval in writing from the King County Department of Development and Environmental Services or its successor agency,unless otherwise provided by law. The common boundary between the tracdsensitive area and buffer and the area of development activity must be marked or otherwise flagged to the satisfaction of King County prior to any clearing, grading,building construction or other development activity on a lot subject to the _ sensitive area tract/sensitive area and buffer. The required marking or flagging shall remain in place until all development proposal activities in the vicinity of the sensitive azea are completed. No building foundations are allowed beyond the required 15-foot building setback line,unless otherwise provided by law. 13. The proposed subdivision shall comply with the sensitive areas requirements in KCC 21A.24. Permanent survey marking and signs,as specified in KCC 21A.24.160, shall be addressed prior to final plat approval. Temporary marking of sensitive areas and their buffers(e.g.,with bright orange construction fencing)shall be placed on the site and shall remain in place until al1 construction activities are completed. 14. Preliminary plat review has identified the following issues which apply to this project. All other applicable requirements for sensirive areas shall also be addressed by the applicant. � �� LO1P0024—Auria Woods Pagc I1 of 16 a. The stream crossing the northwest corner and the eastern portions of the site is a Class 3 stream. Stream buf�ers s6a11 be provided,consistent with KCC 21A24.360. The stream and stream buffers shall be placed in a sensitive area tract(s).A build'mg setback line, 15 feet from sensitive area tracts,shall be placed in the adjacent lots and tracts in the subject plat b. T6e off-site sewer line for the subject plat which is proposed to be constrncted east of the site may cross the abov�noted stream,and the wetland buffer for ihe Soos Creek riparian wetlands,subject to compliance with the requirements of KCC 21A24.330F and 21A.24.370G. A mitigation plan shall be prepared by the applicant to mitigate unpacts from these crossings,wluch shall be submitted to the Land Use Services Division (LUSD)for review and approval. Bonding or other financial guarantees may be required by LUSD to assvre the installation and suivival of required plantings. c. Encroachment into the steep slopes adjoining the northwest corner of the site,and associated steep slope buffers,is permitted subject to compliance with KCC 2l A.24310F. d. The 100.year floodplain associated with the Class 3 str�eam crossing the site extends onto the subject property beyond the stream channel. If any filling of this�loodplain is — proposed as part of the development of the subject plat,"compensatory storage"shall be provided,consistent with KCC 21A.24.240 and the King County Surface Water Design Manual. All other applicable floodplain requuements of KCC 21A.24.230- 270 shall also be met. e. The applicant shall delineate all erosion hazard areas on the site on the fmal engineering plans. (Erosion hazard areas are defined in KCC 21A.06.415.) The delineation of such areas shall be approved tiy an LUSD senior geologisrt. The requirements found in KCC 21A.24.220 concerning erosion hazard areas shall be met, including seasonal restrictions on clearing and grading activiries. 15. KCC 16.82.150D applies to the subject pmperty. Therefore,construction work involving soil disturbance,grading,and filling of the site,including individual residential building pad preparation, shall be prohibited from October 1 through March 31,unless King County DDES specifically approves an extension consistent with the provisions of KCC I 6.82.150D.DDES authority to allow development activity beyond these dates shall not apply to"erosion hazard areas"as defined by KCC 21A.06.415. (Sce condition 14.e.above.) A note stating these requirements shall be clearly shown on the fina!plat and engineering plans. 16. Suitable on-site recreation space and improvements shall be provided consistent with the requirements of KCC 21A.14.180 and KCC 21A.14.190(i.e.,sport court[s],children's play . equipment,picnic table[sJ,benches,etc.). The following conditions shall also be met: � a A recreation space plan shall be submitted for review and approval by LUSD,with the submittal of the engineering plans. The recreation plan shall show all recreation tract improvements,dimensions, area calculations,finished grades,equipment,equipment specs,and landscaping. The approved engineering plans shall be consistent with the recreation plan. / � . � LO 1 P0024—Auria Woods Pa 12 of 15 B� b_ The portion of Tract C occupied by the temporary turaaround and any above-ground stormwater facilities cannot be counted towards meeting the recreation square footage requirements of KCC 21 A.14.180A. The western end of Tract C(northwest of the turnaround)may also not be counted towards the square footage requirement due to its location,and narrow width(see KCC 21A.14.18005). c. A performance bond to assure the installation of required recreation space improvements - and the survival of required plantings shall be posted prior to the recording of the svbject plat. d. A six-foot high fence shall be constructed on the north,east and south boundaries of tract "C." This fence shall be a cyclone fence;or,at the discretion of the Applicant,a solid fence made of other material. 17. A homeowners'association or other workable organization shall be established to the satisfaction of LUSD which provides for the ownership and continued maintenance of the recreation and open space areas. 18. Street trees shall be included in the design of all road improvements(except those off-site to the north),and shall comply with KCRS Section 5.03. a. Trees shall be planted at a rate of one tr�ee for every 40 feet of road frontage. Spacing may be modified to accommodate sight distance requirements for drivewa� � a n�i intersections_ b. Trees shall be located within the street right-of-way and planted in accordance with Drawing No.5-009 of the 1993 King County Road Standards,unless LUSD determines that trees should not be located in the street right-of-way. c. If LUSD determines that the required srtreet trees should not be located within the right- of-way,they shall be located no more than 20 feet from the street right-of-way line. d. The trees shall be owned and maintained by the abutting lot owners or the homeowners' association or other workable organizatioq unless the County has adopted a maintenance pro�ram. This shall be noted on the face of the fmal recorded plat. e. The species of trees shall be approved by LUSD if locate�within the right-of-way, and shall not include poplar,cottonwood,soft maples,gum,any fruit-bearing trees,or any other tree or shrub whose roots are likely to obstruct sanitary or storm sewers,or that is not compatible with overhead utility lines. f. The applicant shall submit a street tree plan and bond quantity sheet for review and - approval by LUSD prior to engineering plan approval. g. The street trees must be installed and inspected,or a performancc bond posted prior to recording of the plat. If a performance bond is posted,the street trees must be installed and inspected within one year of recording of the plat. At the time of inspection, if the trees are found to be installed per ihe approved plan,a maintenance bond must be �� LO1P0024—Auria Woods Page 13 of 16 submitted or the performance bond replaced with a maintenance bond,and held for one year. After one year,the maintenance bond may be released after DDES has completed a second inspection and determined that the trees have been kept healthy and thriving_ A $538 landscape inspection fee shall also be submitted prior to plat recording. The inspection fee is subject to change based on the current County fees. 19. To implement KCC 21A.38.230 which applies to the site,a detailed tree retention plan shall be submitted with the engineering plans for the subject plat The tree retention plan(and engineering plans)shall be consistent with the requirements of KCC 21A.38.230,as well as the - conceptual tree retention plan which is part of the hearing record for this project. No clearing of the subject property is permitted until the fmal tree retention plan is approved by LUSD. Flagging and temporary fencing of trees to be retained shall be provided,consistent with KCC 21A.38.230B4. The placement of impervious surfaces,fill material,excavation work, or the storage of construction materials is prohibited within the fenced azeas around preserved trees, except for grading work permitted pwsuant to KCC 21A.38.230B4d(2). A note shall be placed on the fmal plat indicating that the trees shown to be retained on the tree retention plan shall be maintained by the future owners of the proposed lots, consistent with KCC 21A.38.230B6. (Note that the tree retention plan shall be included as part of the fmal � engineering plans for the subject plat.) 20. The utility purveyor(s)which has easement rights for the BPA transmission line crossing the parcels to the east of the site shall be given an opportunity to review the engineering plans for the subject plat,with respect to the stormwater outlet pipe which is proposed to cross the BPA easement. Comments from the purveyor(s)may be considered by LUSD in its review of the engineering plans. ORDERED this 11'�day of October,2002, � R S.Titus, King Coun earing Examiner TR.ANSNIITTED this 11'�day of October,2002,to the parties and interested persons of record: Ali Amin Stephen Baker Victor Banks Auria lncorporated 12045 SE 184th St. DR Strong Consulting Engineers 13400 NE 20th St.#1 Renton WA 98058 10604 NE 38th PI.# 101 � Bellewe WA 98005 Kirkland WA 98033 Matt Berntson Douglas&Susan Brautigam KC Exec Horse Councit 12040 SE 188th St. 11913 SE 186th Place Eleanor Moon Renton WA 98055 Renton WA 98058 12230 NE 61st Kirkland WA 98033 � LO1 P0024—Auria Woods Page 14 of 16 Roger porstad Jane M.Dougan K.E.&Marjorie Eilers PO Box 375 12417 E Southwood Lane 18260 120th Ave. SE Redmond WA 98073 Spokane WA 99216-2535 Renton WA 98058 Therese Emanuel Steve Fiksdal Lynne Foster 18405 120th Ave. SE John L. Scott Real Estate 9588 Aspen Rd. Renton WA 98058 3380146th Pl. SE#45Q Lakeville MN 55044-8149 Bellewe WA 98007 Don Freilinger Myron Goss Greg Gouker 18429 124th Ave. SE 12047 SE 184th St 18451 124th Ave. SE Renton WA 98058 Renton WA 98058 Renton WA 98058 Douglas Harold Robert Jones , Luay Joudeh 18612 120th SE 12027 SE 184th St. DR Strong Consulting Engineers Renton WA 98058 Renton WA 98058 10604 NE 38th Pl.,# 101 Kirkland WA 98033 S.A. Lackie Rick Lowe Jerry Marcy 18626 120th Ave. SE 12255 SE 184th St PO Box 575 Renton WA 98058 Renton WA 98058 Seattte WA 98111 James&Audrey Martin Linda Matlock Guy E. Mondale 3221 SW Avalon Way#1 13 WA Ecol.DeptJWQSW Unit 12037 SE 184th Seattle WA 98126-4423 PO Box 47696 Renton WA 98058 Olympia WA 98504-7696 Paul Moran Michael& Sandra Nelson Kulwant Sandhu 18425 120th Ave. SE 18613 124th Ave. SE 13989 SE 159th Pi. Renton WA 98058 Renton WA 98058 Renton WA 98058 Mr. &Mrs.R. Sandoval Christine Vanghan Norman&Denice Watkins 18414 120th AVE SE 18653 120TH AVE SE I8601 124TH AVE SE - Renton WA 98058 Renton WA 98058 Renton WA 98058 Jun Ballweber Mark Bergam Greg Borba DDES/LUSD LUSD/ERS DDES/LUSD Site Development Svcs Prel.Review Engineer MS OAK-D�O100 MS OAK-DE-0100 MS OAK-DE-0100 Kim Claussen Nick Gillen Lanny Henoch DDES/LUSD Wetland Review DDES/LUSD Current Planning DDES/SDSS Current Planning MS OAK-D�0100 MS:OAK-DE-0100 MS OAK-DE-0100 Kristen Langley Carol Rogers Steve Townsend DDES/LUSD Cwrent Planning Section DDES/LUIS Land Use Traf�ic Review DDES/CPLN Land Use Inspections MS OAK-DFrOl00 MS: OAK-DE-0100 MS OAK-DE-0100 �f O LOIP0024—Auria Woods Pagc IS of 16 Larry West DDES/LUSD—Site Devel. MS OAK-DF�O100 NOTICE OF RIGHT TO APPEAL In order to appeal the decision of the Exanniner, written notice of appeal must be filed with the Clerk of the King County Council with a fee of 5125.00(check payable to King County O�ce of Finance)on or beforc Odobtr 2S,2002. If a notice of appeal is filed,tfie origmal and six(�copies of a written appeal - statement specifying the basis for the appeal and argument in support of the appeal must be filed with the Clerk of the King Coimty Council on or bcfosr Nov�mb�r l,2002. Appeal statements may refer only to facts contained in the hearing record;new facts may not be presented on appeal. Filing requires actual delivery to the�ce of the Clerk of the Council, Room 1025, King County Court-house, prior to the close of business (4:30 p.m.) on the date due. Prior mailing is not sufficient if actual receipt by the Clerk does not occur within the applicable time period. The Examiner does not have authority to eartend tfie time period unless the Office of the Clerk is not open on the specified closing date, in which event delivery prior to the close of business on the next business day is sufficient to meet the filing requiremen� If a written notice of appeal and filing fee are not filed within fourteen (14} calendar days of the date of this report, or if a written appeal statement and argument are not 51ed within twenty-one (21) calendar days of the date of this report, the decision of the 6earing examiner contained herem shall be the final decision of King County without the need for further action by the Council. MIN[JTES OF TI�SEPTEMBER 26,2002 PUBLIC HEARING ON DEPARTMENT OF DEVELOPMENT AND ENVIRONMENTAL SERVICES FILE NO.LO1P0024. R. S. Titus was the Hearing Examiner in this matter. Participating in the hearing were Lanny Henoch, Marfc Bergam,and Kristen Langley representing the Departmen�Luay Joudeh representing the Applican�and Karl and Marjorie Eilers,Denice Watkins,and Greg Gouker. The following exhibits were offered and entered into the record: Exhibit No. 1 LUSD File No.LO1P0024 Exhibit No.2 LUSD Preluninary Report to the Hearing Exarniner dated 09/26/02 Exhibit No.3 Environmental checklist signed by the Applicant's representative on 6/7/02 and received by LUSD on 6/10/02. Exhibit No.4 SEPA determination of non-significance,issued 8/16/42 Exhibit No.5 Affidavit of Posting dated 8/20/02 with six attached photos Exhibit No.6 Revised plat map,received on 8/20/02 Fathibit No.7 Conceptual Road and Storm Drainage Plan,received 8/20/02 � Eachibit No. 8 Annotated land use map. Exhibit No.9 Annotated King Co�nty Assessor map for the SW'/.of Sec.33, Township 23,Range 5 Exhibit No. 10 Topographic Survey of the site,dated 6/28/Ol Exhibit No. 1 l Significant tree retendon plan,received 5/6/02 /�b/ LOl PO(T'I4—Aoria Woods Page 16 of 16 Exhibit No. 12 Level�ne downstream analysis dated 7118/O1 Exhibit No. 13 Faxed letter from Jei�ey M.Johnson,P.E.,Geotech Consultants,Inc., dated 9/9/02 Exhibit No. 14 Letter from Benn Burke of Adolfson Associates,Inc.,to Ali Amin dated 04/09/02 regarding preliminary stream class�cation on the 18612 120m Avenue SE property Exhibit No. 15 Letter from C.Gary Schulz to Ali Amin dated 06/07/02 regarding wetland reconnaissance for new sewer trunk line—Aria Woods plat . E��»t No. 16 8l30/021etter from Gregg Zimmerman,City of Renton to Lanny Henoch F.xhibit No. 17 Letter from Michael Nelson to DDES/LUSD dated 03/02/02 Exhibit No. 18 Undated letter from Robert L.Jones received 04/16/02 Exhibit No. 19 Letter from Matt Berntson to Lanny Henoch dated 03/OZI02 Exhibit No.20 Undated letter from Steve Baker,received OS/30/02 Exhibit No.21 Undated letter from Steven and Sharon Baker(with attachments)labeled"Statement of Appeal,"received 08/28/02. This letter was submitted as an appea]of the SEPA determination for this project,together with the requisite appeal fee. Exh��bit No.22 Undated letter from Steve Baker,received 8/30/02,retracting the SEPA appeal he filed on 8/28l02(Exhbit 21). Eachbit No.23 Zoning map of the Aria Woods vicinity,King County GIS base Exhibit No.24 New condition 16.d.of DDES report to the Hearing Examiner Exhibit No.25 Revision and addition to condition 7.d.of DDES report to the Hearing Examiner RST:mIs LO I P0024 RPT ' ;_ I /�2— / ; , , . '� , LEVEL ONE DOWNSTREAM ANALYSIS SUBDIVISION Prepared for � Auna, Inc. v\ 13400 NE 20�' Street, Suite#1 � Bellevue, WA 98005 � � `' �� ti` � � aa � � � R. 4 � J 0 � i�` A � sk l� ? ti �� T Q� �� 32162 SSR��° �'�'� jONAL � � S �� l ��as 3 7 02 Prepared by D. R. STRONG Consulting Engineers Inc. 10604 N. E. 38th Place, Suite 101 � Kirkland, WA 98033 p ��C'�� _ D July 18, Zooi SEP 1 1 2001 K.C. D.D.E.S. �3 1.t�1PD�l�+� . �� LEVEL ONE DOWNSTREAM ANALYSIS I�, S DIVISION u9o�o�� TABLE OF CONTENTS I. NARRATIVE II. UPSTREAM TRIBUTARY AREA III. SITE DRAINAGE N. DOWNSTREAM ANALYSIS V. REV�W OF EXISTING RECORDS VI. CONCLUSION LIST OF FIGURES FIGURE DESCRIPTION 1 VICINITY MAP 2 SITE MAP 3 USGS MAP 4 STREAMS AND 100-YEAR FLOOD PLAINS 5 WETLANDS 6 EROSION HAZARD AREAS 7 LANDSLIDE HAZARD AREAS 8 SEISMIC HAZARD AREAS � APPENDICES _ APPENDIX"A" DOWNSTREAM MAP & TABLE APPENDIX`B" SCS SOILS MAP &DESCRIPTION APPENDIX"C" DR.AINAGE COMPLAINTS �� . �, JOB No. 01-147 LEVEL ONE DOWNSTREAM ANALYSIS DISCLAIMER: This report was prepared at the request of Auria, Inc.for the S.S6 acre parcel located at 18612 120`�' Avenue SE (Site). D. R. STRONG Consulting Eng-ineers Inc. (DRS) has prepared this report for the �xclusive use of DRS, Auria, Inc. and its agents,for specific application to the development project as described herein. Use or reliance on this report, or any of its contents for any revisions of this project, or any other project, or by others not described above, is forbidden without the�xpressed permission by DRS. � I. NARRATIVE This Level One Drainage Analysis was prepazed in accordance with the 1998 King County Surface Water Design Manual (Manual). The proposed development (Project) will consist of 30 single-family residences (SFR). A Site and downstream field evaluation was performed on May 30, 2001 under warm and dry weather conditions. The existing Site is occupied by one SFR, located near the southwest corner of the Site. A Class 3 stream crosses the northeast corner of the Site. The Site's natural point of discharge is the point at which the stream channel leaves the Site near the midpoint of the easterly property line. Runoff from the Site appears to drain to the stream channel. �2001 D.R STRONG Consulring Engineers Inc. 1 Auria,Inc. � � Ol-l47 Levcl One Drainage Analysis King County(RenWn),WA d�'_' �«c,.� oaeer W ny � � d uh��e � � . . aNG6i .. N �, `a �� ^v "�; � �ss� ,� .��S AV ONZ£i� L � �� StFr ^ ,,�`nr,d, r p "' y y; .� � y�� 3s ar 0.� � < � � ��' � � iuocr 5 3 � �.� yl�f! P!. SE c � r+ � o Z. � � � d a��i � �+ fit �; ��` �� ., `\ �d ylsar � ,� �s 7a �uczi � � �lf� �� 4 ��f� � a � �„ II � � k19Zt � � � � � � o� z � ��i.- � � �� s aS � a 1� W `y J ' � � Q � � � ;/� : v) �l,' ' .r rn �S �zsa� �r 3S hV H1tili � _ . � OQ� t �' ,� �S ,d �SEyi �1[T � ne W W 3S 1] � N OM2ZI ��t � � �,; `� 3S � ' � �V � � 3$ ld 1StZ �, i7.� �S F.. AV NlOZi~,� A�1STZi �� ,�; � � � N � � � � � � � ~ 3S AY � � � 3$ AV 3S �, c� ►us�,� 3s nb �ueit � � k.cszt � � � � 5 �Ti vwi � vWi '`' � � N � U 009�T � 0009i 3$ � �d 008Bi H19TT OOZ6I ' � � N� � ��3 �3 3S AV yl � 3's�� s�a G �n � �' � `3s ►n ld FILtiIC Iuyti � � � N ►u.9A7H C� � �� 35 A�f 1tiTt bII a �� ~�',r � rn � y d � 3S� N1Et C iustt 3S A�f � � 3$ � � � 3S A I I lEI[ c„ r � `��y k � U F — -J�11�1-{- � � �L� � ." W I1Zt11 R ��o� - _- --- Z � . �y � _J x� }- -�S y�F a, � . QoG v ��1T !tl.Tli� ,�� a.9 � N�-� �v V ti1 i t� aS AV H1ZTI , � � W �y � �i •�-i W 3 5 l d °D 3 S 1� G 3 5 l i 1 1 f l l[i i r.� � 3 !�Y HIDCI s, v� � 11 TI N �� N N10TT ILLOII � � � o v x �' N � m � N . N -; 3S hV H1Wi � N� Ay `T ld N � � W `, 0 0 �s nd � �� t 180I � � �' o0 6'''. , _ ... . _ _ . , � �_ . � _�uso � _ n ,� ,.,��0 3S �s nv_. nu , � , ,. _ � e FIGURE 2 � SITE MAP � � � ' • �2001 D.R STRONG Cansulring Engineen Inc. 3 Auria,Inc. 01-147 Level One Drainage Analysis King County(RenWn),WA �� . � 1'1',��' �(��' �-�,�-i,r`: ,•�'�� F�'� �'�\ \�'► � �~ �� — - � ; . , � � ,�,, � � �.�� c ,��•� �� •�� '�� .� �� _J � -- --� r�� ,�,�_J , -{ �, �=�7 _ __\ � . ,:�y,. � �-__ --,�.1l�� -,� � '�� _ �_ '�,�i I��.�� o �•� � �� _ —– i �I ��' " 'r � _ -- ,R�--,� � -- i= � '�� '�� ti� T � ��r '" I ` i'�; � � ��i `� -��t�'��' o�`-� i . �_ i � �s��Q �1 Y �` �� i o ��.�.� � \� � _.��.'� / �� . ��—� ---; �,'1 , i ��f��,�r'�r_av�� , _,1 , i, ��, � - —� —�� __�i�:��,��, , ��--�1` � 1 �'��, �.�-I �l -�(�� y,—., , , ��t;`�� ,..,� ,r� � �� i� ��, --, '��-�' •v-,�� , � ��i -�I� �\�I� � J i ��.�'�� _� 'A� \� - i�-1 e e�-- _'� , `'��_ � ��"-- � , i_ i�� :- - ---�-- -� T•-T t -� - .t�� .� I - 1,`� ��' ' �'�i� �,. � �__-:� � �, � � � � ,� � ! � � e \_ -- � i i '; ��t�-+-- •.< -� -j�� ' —� �t ' �'��'�� I�`�� '�-- ��- - 11_�_,' — -, � -- -�---�–� ��1 I � -- i�, ��`�� ,,.�—._. �_ I .— ,�� ,�, ;f=�' � .�/1,,� ��;�, � �l�I� _�—�° �� f.o� \��" , �� ' I I I ' „��' 'i I •. I�� ' � � I ` � �`�,�.� � � � � . � - — , I '� � -1 — �� _�— — � , .� � -�' , , �- , v ; � , .�_� _�__ ,_�; � ,� � :`, �-�, ,-_-- - � I . ' � . : � _ `•"e•" • I c ----�� - -�/ � . �1 � ` .� I--—--t----- � ��I��'," r� � , 1 I -— ! �` `-" � i � � .�� , ,�—' �(� � �� 4 � - ; _ �� ^� i i � -- - --� - —�-�— — �; II �1 �° '�I , , � 1 � � ; �� ' � j I � �, � I � � �� 1 1 � / . _ II. UPSTREAM TRIBUTARY AREA �I � In evaluating the upstream area we reviewed the USGS map (see Figure 3) and visited the Site. The Site is bordered on the west by 120`� Avenue SE with a road side storm ditch system. The ditch intercepts upstream flow from properties to the west. On the north and south sides of the Site, upstream runoffwill enter the Site as sheet flow. III. SITE DRAINAGE - The predominant path for surface water across the pre-developed Site is from 120`� Avenue SE easterly towards the transmission line easement to the east of the Site. The Class 3 stream located at the northeast corner of the Site, leaves the property near the middle of the east property line. Site's runoff is therefore primarily sheet flow across the forest and heavy underbrush with some channel flow via the Class 3 stream. • �2001 D.R.STRONG Consulting Engineers Inc. 5 Auria,Inc. 01-147 Level One Ihainage Analysis King County(Renton),WA �7 . '. • IV. DOWNSTREAM ANALYSIS The Level One Downstream Analysis (Analysis) is further illustrated and detailed in the downstream map and downstream table located in Appendix "A". The downstream conditions were evaluated by reviewing available resources and by conducting a field reconnaissance. , The Analysis began at the east property line. The downstream drainage basin is Soos Creek Beginning neaz the uudpoint of the east property line, "A", the drainage leaves the Site as ` ��`� easterly channel flow for approximately 127' to "B" at a slope of approximately 8%. �� }.-� Ground cover is a pasture. (0' to 127') ` �,��q �� ` ��. From "B" to "C" the flow pattem changes to shallow channel flow with a rough and uneven bottom for 116' at a slope of 1-2% to the southeast. T'he channel is approximately 6' wide and varies in depth from 0.5' to 1.5'. (127' to 243') From "C" to "D" is shallow channel flow with a rocky grass-lined bottom for 295' at an approximate slope of 6% to the south. The channel is approximately 6'to 8' wide and varies in depth from 0.5' to 2.5'. (243' to 538') From "D" to "E" the flow changes to sheet flow over pasture land for 40' with an '� approximate slope of 1-2% to the southeast. (538' to 578') From "E" to "F" there is a 40' separation, where the standing water around "E" most likely over flows as easterly sheet flow to "F". The approximate slope of 1-2% to the east is present. (578' to 618') Point "F" is located in a Class 1 wetland (Soos Creek #2) where surface water is retained by a 5 to 15' wide path to the east. This path acts as a berm that that is appFoximately 2- 3' above the bottom of the retention area and is roughly 450' in length. Both sides of the path are inundated with standing water, with the west side of the path eventually draining into Soos Creek. From "F" to "F1" the flow is directed in to a culvert system for 25' at an approximate slope of 2%to cross under the path. (618' to 643') From "F1"to "FS" is 543', where the surface water is ponding, creating mazshy wetland. This marshy wetland is bordered to the west by the path, to north and east by natural berm, and exits to the southeast towards Soos Creek. The approximate dimensions of this area are 600' long by a varying width between 15-50'. (643' to 1186') From "FS" to "G" the marshy wetland changes direction to migrate to the east for 135'. . (1186' to 1321') • �2001 D.R STRONG Consulting Engineers Inc. 6 Auria,Inc. 01-147 Level One Drainsge Analysis King Counry(Renton),WA �7� From "FS" to "G" the marshy wetland changes direction to migrate to the east for 135'. (1186' to 1321') � From "G" to "H" is 52', where the marshy wetland exits from the southeast into Soos Creek (1321' to 1373') � m2001 D.R.STRONG Consulting Engineers Inc. 7 Auria,Inc. • 01-147 Level One Urainage Analysis King County(RenWn),WA �, �� •, V. REVIEW OF EXISTING RECORDS � A review of downstream drainage complaints.compiled by the King County Water and Land Resources division, did not reveal any complaints within the last five years that are relevant to this downstream flow path (See Appendix "C"). Included below are sections of the King County Sensitive Areas Map Folio, which indicate the following: • Streams: _. There is a mapped Classified Stream 0.2 miles downstream from the Site. This Class 2 Stream with salmonids is better known as Soos Creek. Along with this, there are mapped 100-year floodplains in the downstream flow path within one-mile of the Site. (See Figure 4). • Wetlands: There is a mapped wetland in the downstream flow path within one-mile of the Site. Soos Creek Basin #2 is located approximately 0.2 miles downstream from the Site. (See Figure 5). • Erosion Hazard: There is mapped erosion hazard areas in the downstream flow path within one-mile of the Site. They begin on the Site near the easterly property line and continue downstream along the predominant flow path. (See Figure 6). • Landslide Hazard: There is no mapped landslide hazard areas in the downstream flow path within one- - mile of the Site. (See Figure 7). • Seismic Hazard: There are mapped seismic hazard areas in the downstream flow path within one-mile of the Site. They occur approximately 0.2 miles downstream of the Site, and continuing to follow along the flow path of Soos Creek (See Figure 8). m2001 D.R.STRONG Consulting Engineas Inc. 8 Auria,Inc. � • 01-147 Level One Drainage Analysis King County(Renton),WA I �� . • VI. CONCLUSION , There were no significant problems of the downstream drainage path within the study area. Project runof�will be collected on-site, treated for water quality, detained, and released as per the Level 1 Flow Control requirements to the downstream properties. During construction, standard sediment and erosion control methods will be utilized. This will include the use of a stabilized construction entrance, a perimeter silt fence, straw bales, catch basin inserts, sed'unent traps, and other necessary measures to minimize soil erosion during construction of the Maple Ridge Subdivision. m2001 D.R.STRONG Consulting Engineers Inc. 9 Auria,Inc. • 01-147 Level One Drainage Analysis King County(RenWn),WA N�7 FIGURE 4 � STREAMS & 100-YEAR FLOODPLAINS �; � ! ;� , - �� , � "f ',�:' ; �; 4J', _�4 ,.... ... - "'^ �� •• -- �1.`! - -��Y• ;,�-� _ 'I ' I � ,. /'� ,��A y ', i . � \ _� . . � . � . .': � Mny' ..,.� ; .r . .� :.s : : � - Y�. .. �.;;� . .... . „ • � __ _ , � `� , . >. � -� • . � :• ' � �7 :r•' � � ;; :. _ �V . . . ....... . . ' .�� r- �, .. � t ; -�.� . . . . _.. , . . ., . -� � '36 °Mi��,_, • 1'1 ��. �� . ..,� �� 3 � -. � 1 � � / 'L,' r ''� .:y . G' ,�: ' , „ . ;_.: ,I } :(�.i I ,� - ..- �. 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' ;�-- •\� � L - - _'� F} ;-, � �^ ;, �\ �. 11 � r ..,� �� ' � , ,i; .�.. - '�• �i \ "�� aZ.' �, '� : � `, �. . i �; ,��" , � ;� - 7� ,� � '� � ;� ,� _ `� _ _�'- i3 - I.-.� 1.• �; .�}:' , io� � }� _ I � �� L' . `. _ _ L . iz , .�'zS,1 r� \ � 1: - t� . i,. � j ,.:.ti _ \ _ .� - r�� -: J i;:�_ 1� _ ' ^ .I �`1� -� \ • � • I t � �_. ,< F'� - ::;t:T-�l � -rF'- �li� $� ' � ; � , i . , , 'i�. `_ ( ' 1 1 ; =..: .,�,; :_ �t_.:�`...� ._ - ' 1�' F'� r�--�.:. � �, �' _�i y� i� ' . - L�� .. '-� � y+, � _ � , _ � :� �` � , � / - r _ ,; , �:� "% ; ; : zo ' ;. ` �. � r; ;' � 2 ; . ; ...` .. : . F 1 7= �,i _� ; :.. � . 1I .�` f �d1r � 4! �� -- i-.�� ' f. l� ` (. � / � � . � '!� _ . . 'Yr y : - � f . . . ,\�' . .� . , • m2001 D.R STRONG Consulting Engineen Inc. 10 Auria,Inc. 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",'`1 . � �� ', i � J� �'� ;��i • i�/ 1 i 1'. - � � � � \ I ' '�i��' �' ' ��, � j ; I +; i:< <, �,i;,';f' `�i:�....- � 1 ' '- /.' , � j � i� ;,;,;,; ' _ � � � ; ' ,,, /;/; // ,," •.\ ` ,•� �; � 4 { i � � � � 1 j i J i , .1 � `�i ,�, ' � ' � A 1 ,... � �' `� ' � / ( � � , � ," , , . .�- ` / � ` � r�'"U► � �./ i ��.: � '...,M-� L � �„ ' ptN p�` 4�� ; � �� / � ` � �' ,�'�'"p`""�' -� • / I� �"'� � � Y / / / / COPYRIGFIT cQ 2001, D.R. STRONG CONSULTING ENO., INC. MAPLE RIDGE SU6DIVISION D. R. S TR� NG WASHINGTON � � RENTON, Consulttng Englneers lnc. DRAWN MAE DATE 07-18—01 JOB N0. O1-147 10604 NE 38tA PLACE, SUI1E 101 KIRKLAND, WA 98033 (425) 827-3063 1-800-962-1402 CHECKED LRJ SCA�E 1" — 100' SHEET 1 OF 2 �GINEERS • PLANNERS • SURVEYORS FAX N0: (425) 827-2423 APPENDIX "A" DOWNSTREAM TABLE & MAP 2001 D.R.STRONG Consulting Enginecrs,[nc. 16 Auria,Inc. Level One Dninage Analysis �� King County(Renton),WA � � , . DOWNSTREAM MAP • • 2001 D.R STRONG Consulting Engineers,Inc. l7 Auria,Inc. Level One Drainage Analysis �4 King County(Renton),WA . I � ' Surface Water Design Manual, Core Requirement #2 DOWNSTREAM PATH • BASIN— SOOS CREEK BASIN Symbol Drainage Drainage Component Slop Distance Existing Potential Observations of field inspector Component Type, Description e from site Problems Problems resource reviewer,or resident Name and Size dischar e Type:sheet(low,swate constrictions, under capacity, ponding, tributary area, likelihood of problem, see map stream,channel,pipe, drainage basin,vegetation,cover, % 1/4 mi=1,320 ft overtopping, tlooding, habitat or organism overflow pathways,potential impacts. pond;Size:diameter depth,type of sensitive aroa,volumc destruction, scouring, bank sloughing, surface area sedimenta6on,incision,other erosion A—B EASTERLY SHEET FLOW PASTURE. AREA WAS DRY S 0'—127' NONE OBSERVED NONE ANTICIPATED B—C SOUTHEASTERLY CHANNEL PROPERTIES ARE 2 I 27�—243' PONDING DURING NONE ANTICIPATED SHALLOW CHANNEL APPROXIMATELY 6' WIDE, O.5' TO I.5' SPRING RAINS FLOW DEEP, AND GRASSY LINED BOTTOM. AREA WAS DRY. C—D SOUTHERN SHALLOW CF�ANNEL PROPERTIES ARE 6 243'-538' CHANNEL AREA ENDS, NONE ANTICIPATED CHANNEL FLOW APPROXIMATELY 6' TO H� WIDE, O.S' TO AND PONDING OCCURS 2.5' DEEP, AND ROCKY GRASSY LINED WITH SHEET FLOW BOTTOM.AREA WAS DRY CONTMU[NG TO��E�� D-E SOUTHEASTERLY SHEET PASTURE, TILLED AND RATHER ROUGH. 2 538'-578' NONE OBSERVED NONE ANTICIPATED FLOW AREA WAS DRY ' E—F EASTGRLY SHEET FLOW. LIGHTLV WOODED AREA WITH MEDIUM 2 578'-618' NONE OBSERVED NONE ANTICIPATED "F"IS LOCATED IN A DESIGNATED � UNDERBRUSH.AREA WAS AT"F"WAS WET. WETLANDS:SOOS CREEK #2 F—Fl EASTERLY PIPE FLOW CULVERT SYSTEM IS TO PASS UNnER TNE 2 618'—G43' NONE OBSERVED NONE ANTICIPATED THE CULVERT WAS NOT VISIABLE,BUT TRAIL. THE CULVERT IS COVERED WITH WAS STATED BY A NEIGHDOR THAT THE FOI.IAGE. UNKNOWN SIZE OR MATERIAL Of CITY Of RENTON INSTALLED IT. CULVERT. AREA WAS WET. Fl—FS PONDING 1N A NORTH- APPARENT WETLAND WITH APPROXIMATE UNK G43�-1 186� VERY LITTLE TO NO NONE ANTICIPATED SOUTH DfRECTtON DIMENSION OF 600' LONG AND VARYING IN FLOW EXPERIENCED WIDTH FROM 15'TO 50' FS—G PONDING IN AN EAST- REMAINING IN THE WETLANDS UNK I 186'—1321' NONC OBSERVED NONE ANTICIPATED WEST DIRECTION G—H PONDING INTO SOOS WETLANDS DRAIN TO SOOS CREEK,WHERE UNK 1321'—1373� NONE OBSERVED NONE ANTICIPATED SOOS CREEK HAS A ROUGHLY 1�TO 2� CREEK LITTLE TO NO FLOW WAS EVIDENT. OF STANDING WATER WITH A 2'TO 3' MUCKY BOTTOM(SEDIMENT DEPOSITES . �2001 D.R.STRONG Consulting Engincers Inc. 1 Of 1 Aurin,Inc. , Level One Drainage Analysis King County(Bellevue),Washington I _ _ ._ ( : _ = L � � = C 7 = : : l � _ _ . 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M I B. 210 — —�— ------`?�` ----- 76— - --- --- -- � Z _ I �� `\ • • � ~� I AgC � • l. �.� � N � � . .. � � • _ ` � ASC I AgD 1, � BMp �� J i • .� • a2e i � � AmC I 0 __�• �en, 29 ' • ' � 169 �203 AgC AgB Ur � --_- i • •,. � ° 451. ' •�. 1 � . I o IAgC 1 . • o ee '� ' No �: � �1 T AmC � ` '• , ! ', . I 1 e n . � ` J"' G � � .. � Na _ �o �*�, '9A � I -e _• InC � A88 � N° '•, �'C � Sk � A D � '�"1• I B , � AmB . AE��RAVlT6KAc'� E� • ti M� 17j � ' '�• _ . y � Q� ; .�`:•' -- �.� r �e—_ __ —�'- _----- 93-- Wn'l:' -' � � •1' � j' , ��° � —__+ ,,,,r,_ � �M 194 ' , N .� • n '• � `'•. �0 ' � � �p � rAgB.. � u ' ',,>� Sk �� I� � u ,1 3 �?__= • x '�% LAmB• �• • .n _ I • AgC •• \' • u : `u ` �' I ' a a Am .. 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APPENDIX "B" SCS SOILS MAP & DESCRIPTION » � ��,� �� :n �.0 � �J u ��o Ev �r .�:,r � �AgD �✓� n I ' n . '• � 'u��_ �. T � --- M I 8 ` ` 210 8 —�— ------'?a ----- --- --- � 2 .,. 76 -- — � �4� �� • � � AgC � {� � � . .J ... ' I . _ Ag� ' AgO ' i BMo I � • �.� • • 428 I c i '•` AmC I �' _:�' QieM 29 '. ' • i 169 1203 A C Age .', .� Ur � `sz� � g � 1. ' � 451 � I • I o IAgC �' �� 1 � �� r AmC u ,e��" 1� � No � •_ InC � ' Ag8 Y -'n :o ;�,' '9�C' �G j Sk P '(��J� I '48� � ATB A��,�ilplryrlT6K.Y.' ED1 � ' ,� M� 17 • �•� . � q � Q i - �• -- — `�-�-- -- _:��- 93 °°n.e: -= f sMQ p � •�+' :, . 4�e ------ -- `j ---+ �— � -� 194 � , � .' ,A . ' , `�' " �P ,, � ge.: `„ � •,: sk` T� '' � . :, 3 � ,_-- _� ' � � '� . Am6• i', • .n i _ I � Ag�� ' � N ' �a � �i . ' I adAm�' „ .. , . .�', •n, � �. " 1 ' `�`_ __ ' . a� AgC 'x,) y '. � . � � , .:.:: • tu ` d� Ev6 x' «. � i :� �� Am8• � ,� � _ � AgD � . � 40 •Agg. uABD�. l Sk F . I . � - � N 3Z �• " � Q'� , � AB8 Ag� � I a �n M� . 8��L�.476 . � :'u. a �: Ag6 � �94. -• I�; w � � � n •.s• ... ....... . ' AgC ,` �" I � o ��__ •' ' �v � • .. � ��i. �t u vo � � ';. Wa�r, � �S u , � =_� n Tank. , . . ... ... � •u AgC =� D I �'� n � e� �„ � -- ' I � � `ii �.' • ' m • • • . � � •3 ii j •i Sk -- � AgC �i • : �' '�l n � . I� • ,� •8G1 � � • Ag6 � , O'� •n � •n• .�AYES '� �, b . •a • - '• a5�' ;. . .. . . . • . . :3 2 , sk • '; nga • '�'"• ' ' h, '� Ev6 No�� . •� �7 qgC ��,lj • � � '� A • �St x I • P4i � Tu •� (/ • � � ' ' � � ��___- � AmC i • No � � � I . ;. AkF AgC AgB � � ,� • • I F ... Sk � AgC �,:y �• AgC P -- -� ` . Am8 _ . . •.• , Sk , • •�" 2�41 D.R_STRONG Consulting Engineers,lnc. 18 Auria,Inc. �_.._�n.,o n.-�:,,�o, a.,ah��;� � King County(Renton),WA v � DESCRIPTIONS OF 'niE SOILS his section describes the soil series and ma Alden+ood soils are used for timber, pasture, pin units in the King County Area. Each soil berries, row crops, and urban development. They seri is described and then each mapping unit n are the most extensive soils in the survey area. that ries. Unless it is specifically ment' ed othenai e, it is to be assumed that what is tated Aldenrood gravelly sandy loam, 6 to 15 percent about th soil series holds true for the m ping slopes (AgC) .--This soil is rolling. Areas are units in at series. Thus, to get full ' formation irregular in shape and range from 10 to about 600 about any e mapping unit, it is necess y to read acres in size. both the de ription of the mapping un' and the Representative profile of Alder��ood gravelly description the soil series to 1J�11 it belongs. sandy loam, 6 to 15 percent slopes, in woodland, An import part of the descript' n of each 450 feet east and 1,300 feet south of the north s0i1 series is e soil profile, th is, the quarter corner of sec. 15, T. 24 N., R. 6 E. : sequence of laye from the surfa downward to rock or other und lying materia Each series A1--0 to 2 inches, very dark bro�.��n (lOYR 2/2) contains t��o descr tions of th' profile. The gravelly sand,v loam, dark grayish brown first is brief and terms fa liar to the layman. (lOYR 4/2) dry; weak, fine, granular struc- The second, detailed nd in t hnical terms, is for ture; slightly hard, friable, nonsticky, scientists, engineers, and ers who need to make nonplastic; many roots; strongly acid; thorough and precise st di of soils. Unless it abrupt, wavy boundary. 1 to 3 inches thick. is otherwise stated, the lors given in the 62--2 to 12 inches, dark-bro�.m (lOYR 4/3) gravelly descriptions are those o moist soil. sandy loam, brown (lOYR S/3) dry; moderate, As mentioned in the ec 'on "How This Survey lVas mediwn, subangular blocky structure; slightly Made," not all mappin unit are members of a soil hard, friable, nonsticky, nonplastic; many series. Urban land, or ex le, does not belong roots; strongly acid; clear, wavy boundary. - to a soil series, b neverth ess, is listed in 9 to 14 inches thick. alphabetic order a ng with th soil series. B3--12 to 27 inches, grayish-broivn (2.SY 5/2) Follo�oing the ame of each m ing unit is a gravelly sandy loam, light gray (2.SY 7/2) symbol in paren eses. This symb 1 identifies the dry; many, medium, distinct mottles of light mapping unit o the detailed soil p. Listed at olive brown (2.SY 5/6) ; hard, friable, non- the end of ea description of a ma ing unit is the sticky, nonplastic; many roots; medium acid; capability t and woodland group i �ohich the abrupt, wavy boundary. 12 to 23 inches thic� mapping un' has been placed. The �ao land desig- IIC--27 to 60 inches, grayish-brown (2.SY 5/2) , nation an the page for the descriptio of each weakly to strongly consolidated till, light capabili unit can be found by referri to the gray (2.5Y 7/2) dry; common, medium, distinct "Guide Mapping Units" at the back of is survey. mottles of light olive brown and yellowish Th acreage and proportionate extent o each brown (2.5Y 5/6 and lOYR 5/6); massive; no mapp' g unit are sho�an in table 1. Many o the roots; medium acid. Many feet thick. te used in describing soils can be found tlie G1 sary at the end of this survey, and more - The A horizon ranges from very dark brown to t led information about the terminology and m hods dark bro�an. The B horizon is dark brown, grayish soil mapping can be obtained from the Soil S vey brown, and dark yello�aish brown. The consolidated anual (19) . C horizon, at a depth of 24 to 40 inches, is mostl;� grayish brown mottled with yellowish brown. Some Alderwood Series layers in the C horizon slake in water. In a few areas, there is a thin, gray or grayish-brown A2 The Alderwood series is made up of moderately horizon. In most areas, this horizon has been ��ell drained soils that have a wea}:ly consolidated destroyed through logging operations. to strongly consolidated substratum at a depth of Soils included with this soil in mapping make up 24 to 40 inches. These soils are on uplands. They no more than 30 percent of the total acreage. Some formed under conifers, in glacial deposits. Slopes areas are up to 3 percent the poorly drained Norma, are 0 to 70 percent. The annual precipitation is Bellingham, Seattle, Tuk�aila, and 5halcar soils; 35 to 60 inches, most of �ahich is rainfall, between some are up to S percent the very gravelly Everett - October and May. The mean annual air temperature is and Neilton soils; and some are up to 15 percent about SO° F. The frost-free season is 150 to 200 Alderwood soils that have slopes more gentle or days. Elevation ranges from 100 to 800 feet. steeper than 6 to 15 percent. Some areas in New- In a representative profile, the surface layer castle Hills are 25 percent Beausite soils, some and subsoil are very dark broi+m, dark-bro�an, and northeast of Duvall are as much as 25 percent Ovall grayish-brown gravelly sandy loam about 27 inches soils, and some in the vicinity of Dash Point are thick. The substratum is grayish-brown, weakly 10 percent Indianola and Kitsap soils. Also consolidated to strongly consolidated glacial till included are small areas of Alderwood soils that that extends to a deptl� of 60 inches and more. have a gravelly loam surface layer and subsoil. 8 � ` � DESCRIPTIONS OF THE SOI1S his section describes the soil series and ma Alden+ood soils are used for timber, pasture, pin units in the King County Area. Each soil berries, row crops, and urban development. They seri is described and then each mapping unit n are the most extensive soils in the survey area. that ries. Unless it is specifically ment' ed othen�i e, it is to be assumed that iahat is tated Alden+ood gravelly sandy loam, 6 to 15 percent about th soil series holds tnae for the m ping slopes (AgC) .--This soil is rolling. Areas are units in at series. Thus, to get full ' formation irregular in shape and range from 10 to ab�ut 600 about any e mapping unit, it is necess y to read acres in size. both the de ription of the mapping un' and the Representative profile of Alderl�ood gravelly description the soil series to WI11 it belongs. sandy loam, 6 to 15 percent slopes, in woodland, An import part of the descript' n of each 450 feet east and 1,300 feet south of tha north soil series is e soil profile, th is, the quarter corner of sec. 15, T. 24 N. , R. 6 E. : sequence of laye from the surfa downward to rock or other und lying materia Each series A1--0 to 2 inches, very dark bro��n (lOYR 2/2) contains t�ao descr tions of th' profile. The gravelly sandy loam, dark grayish brown first is brief and terms fa �liar to the layman. (lOYR 4/2) dry; �oeak, fine, granular struc- The second, detailed nd in t hnical terms, is for ture; slightly hard, friable, nonsticky, scientists, engineers, and ers who need to make nonplastic; many roots; strongly acid; thorough and precise st di of soils. Unless it abrupt, wavy boundary. 1 to 3 inches thick. is otherwise stated, the lors given in the 82--2 to 12 inches, dark-broi.m (lOYR 4/3) gravelly descriptions are those o moist soil. sandy loam, brown (lOYR 5/3) dry; moderate, As mentioned in the ec 'on "How This Survey IVas mediwn, subangular blocky structure; slightly Made," not all mappin unit are members of a soil hard, friable, nonsticky, nonplastic; many series. Urban land, or ex le, does not belong roots; strongly acid; clear, wavy boundary. to a soil series, b neverth ess, is listed in 9 to 14 inches thick. , alphabetic order a ng with th soil series. B3--12 to 27 inches, grayish-brown (2.5Y S/2) Follo�aing the ame of each m ing unit is a gravelly sandy loam, light gray (2.5Y 7/2) symbol in paren eses. This symb 1 identifies the dry; many, medium, distinct mottles of light mapping unit o the detailed soil p. Listed at olive brown (2.SY 5/6) ; hard, friable, non- the end of ea description of a ma ing unit is the sticky, nonplastic; many roots; medium acid; capability t and woodland group i which the abrupt, wavy boundary. 12 to 23 inches thick. mapping un' has been placed. The wo land desig- IIC--27 to 60 inches, grayish-brown (2.SY 5/2) , nation an the page for the descriptio of each �+eakly to strongly consolidated till, light capabili unit can be found by referri to the gray (2.5Y 7/2) dry; common, medium, distinct "Guide Mapping Units" at the back of is survey. mottles of light olive brown and yello�aish Th acreage and proportionate extent o each brown (2.5Y 5/6 and l0Y'R 5/6) ; massive; no I mapp' g unit are shown in table 1. Many o the roots; medium acid. htany feet thick. te used in describing soils can be found tJle G1 sary at the end of this survey, and more - The A horizon ranges from very dark bro�+n to led information about the terminology and m 'hods dark broian. The B horizon is dark brown, grayish soil mapping can be obtained from the Soil S vey brown, and dark yellowish brown. The consolidated anual (19) . C horizon, at a depth of 24 to 40 inches, is mostly — grayish brown mottled with yellowish brown. Some Alderwood Series layers in the C horizon slake in water. In a few areas , there is a thin, gray or grayish-brown A2 The Alderwood series is made up of moderately horizon. In most areas, this horizon has been well drained soils that have a weakly consolidated destroyed through logging operations. to strongly consolidated substratum at a depth of Soils included with this soil in mapping make up 24 to 40 inches. These soils are on uplands. They no more than 30 percent of the total acreage. Some formed under conifers, in glacial deposits. Slopes areas are up to 3 percent the poorly drained Norma, are 0 to 70 percent. The annual precipitation is Bellingham, Seattle, Tuk�aila, and Shalcar soils; 35 to 60 inches, most of �ahich is rainfall, between some are up to S percent the very gravelly Everett -- October and May. The mean annual air temperature is and Neilton soils; and some are up to 15 percent about SO° F. The frost-free season is 150 to 200 Alderwood soils that have slopes more gentle or days. Elevation ranges from 100 to 800 feet. steeper than 6 to 15 percent. Some areas in New- In a representative profile, the surface layer castle Hills are 25 percent Beausite soils, some and subsoil are very dark brown, dark-brown, and northeast of Duvall are as much as 25 percent Ovall grayish-brown gravelly sandy loam about 27 inches soils, and some in the vicinity of Dash Point are thick. The substratum is grayish-brown, weakly 10 percent Indianola and Kitsap soils. Also consolidated to strongly consolidated glacial till included are small areas of Alde naood soils that that extends to a depth of 60 inches and more. have a gravelly loam surface layer and subsoil. -- g � � •� Permeability is moderately rapid in the surface A `s, Aldenrood Material layer and subsoil and very slow in the substratum. Roots penetrate easily to the consolid�ted substra- tum where they tend to mat on the surface. Some Arents, Alderwood material consists of Aldenro roots enter the substratum through cracks. Water so s that have been so disturbed through urban- moves on top of the substratum in winter. Available iz ion that they no longer can be classified wi water capacity is low. Runoff is slow to mediiun, the lderwood series. These soils, however, ha ' and the hazard of erosion is moderate. many imilar features. The upper part of the il, This soil is used for timber, pasture, berries, to a pth of 20 to 40 inches, is brown to da - and rotia crops, and for urban development. Capability brown avelly sandy loam. Beloio this is a ayish- unit IVe-2; woodland group 3d1. brown, onsolidated and impervious substrat derwood ravelly sandy loam, 0 to 6 er t Slopes nerally range from 0 to 15 percent slope (AgB) .--This soil is nearly level These oils are used for urban developm t. undulati It is similar to Aldenaoo avelly sandy loam, to 15 percent slopes, in places prents, lden�ood material, 0 to 6 e ent slo es its surface 1 r is 2 to 3 inche icker. Areas are irregular in ape and ran rom 10 acres to ��B� �--In ny areas this soil is leve as a slightly more than 0 acres ' size. result of sh ing during construction f r urban Some areas are as h 15 percent included facilities. reas are rectangular in ape and Norma, Bellingham, Tukw' and Shalcar soils, all range from 5 res to about 400 acres n size. of which are poorly d ne , d some areas in the Representat �e profile of Arents, lderwood vicinity of Enumcl are as mu as 10 percent material, 0 to percent slopes, in urban area, Buckley soils. 1,300 feet �aest nd 350 feet south the northeast Runoff is w, and the erosion ard is corner of sec. 2 T. ZS N. , R. 5 . slight. 0 to 26 inches, da -brown (lOYR /3) gravelly _. This erwood soil is used for timber, asture, sandy loam, le brown (10 6/3) dry; berri , and row crops, and for urban develo ent. massive; slig ly hard, v y friable, non- Ca lity unit IVe-2; woodland group 3d2. sticky, nonpla ic; many oots; medium acid; Aldeiwood gravelly sandy loam, 15 to 30 percent abrupt, smooth undary. 23 io 29 inches slopes (AgD) .--Depth to the substratum in Lhis soil thick. varies within short distances, but is commonly 26 to 60 inches, grayi -broti (2.5Y 5/2) weakly about 40 inches. Areas are elongated and range consolidated to s on y consolidated glacial from 7 to about 250 acres in size. till, light bro�ani ay (2.5Y 6/2) dry; Soils included with this soil in mapping make common, medium, pro ' ent mottles of yellowish I up no more than 30 percent of the total acreage. brown (lOYR S/6) mo t; massive; no roots; Some areas are up to 25 percent Everett soils that medium acid. Many t thick. have slopes of 15 to 30 percent, and some areas are � up to 2 percent Bellingham, Norma, and Seattle soils, Tlie upper, very fria e p rt of the soil extends which are in depressions. Some areas, especially to a depth of 20 to 40 nche and ranges from dark on Squak Mountain, in Newcastle Hills, and north of grayish brown to dark ellowi brown. Tiger Mountain, are 25 percent Beausite and Qvall Some areas are up 30 per nt included soils soils. IIeausite soils are underlain by sandstone, that are similar to is soil m terial, but either and Ovall soils by andesite. shalloiaer or deeper ver the co act substratum; R�off is medium, and the erosion hazard is and some areas are to 10 perce very gravelly severe. The slippage potential is moderate. Everett soils and ndy Indianola oils. This Alderwood soil is used mostly for timber. This Arents, A enaood soil is derately well Some areas on the lower parts of slopes are used drained. Permea lity in the uppe disturbed soil for pasture. Capability unit VIe-2; woodland group material is mode tely rapid to mod ately slow, 3d1. depending on it compaction during c struction. The substratum s very sloialy pernieab e. Roots derwood and Kitsa soils, very stee (AkF -- penetrate to a d tend to mat on the s face of the This ing unit is about SO percent Alde d consolidated bstratum. Some roots e er the gravell ndy loam and 25 percent Kitsa ilt substratum t ough cracks. IVater moves n to of _ loam. Slo are 25 to 70 percent. D' ribution the substra in ��inter. Available wat r capacity of the soils ies greatly within rt distances. is low. R off is slow, and the erosion azard is About 15 perc of some mapp areas is an slight. included, unnamed, deep, erately coarse This s 1 is used for urban development Ca- textured soil; and abo 10 rcent of some areas pability nit IVe-2; woodland group 3d2. is a very deep, coarse-te red Indianola soil. . Drainage and perniea ' it �ary. Runoff is rapid to very rapid, and erosion zard is severe to Are s, Alde naood material, 6 to 15 erce very severe. The ippage potent is severe. slo es (AmC) .--This soil has convex slopes. eas . Tnese soils e used for timber, ability are r tangular in sllape and range from 10 acr to unit VIIe-1• oodland group 2d1. abou 450 acres in size. 10 .n _ / � . 1 Permeability is moderately rapid in the surface A `s, Aldexwood Material layer and subsoil and very slow in the substratwa. Roots penetrate easily to the consolid�ted substra- tum where they tend to mat on the surface. Some Arents, Alden�ood material consists of Aldenao roots enter the substratum through cracks. Water so s that have been so disturbed through urban- moves on top of the substratum in winter. Available iz ion that they no longer can be classified wi water capacity is low. Runoff is slow to medium, the lderwood series. These soils, however, ha and the hazard of erosion is moderate. many imilar features. The upper part of the il, This soil is used for timber, pasture, berries, to a pth of 20 to 40 inches, is brown to da - and roia crops, and for urban development. Capability broi+m avelly sandy loam. Belo�a this is a ayish- unit IVe-2; woodland group 3d1. brown, onsolidated and impervious substrat derwood ravelly sandy loam, 0 to 6 er t Slopes nerally range from 0 to 15 percent slope (Ag6) .--This soil is nearly level These oils are used for urban developm t. undulati It is similar to Aldenaoo avelly sandy loam, to 15 percent slopes, in places qrents, lden�ood material, 0 to 6 e ent slo es its surface 1 r is 2 to 3 inche icker. Areas are irregular in ape and ran rom 10 acres to ��"B) .--In ny areas this soil is leve as a slightly more than 0 acres ' size. result of sh ing during construction f r urban Some areas are as h 15 percent included facilities. reas are rectangular in ape and Norma Bellin ham Tukw' and Shalcar soils, all range from 5 res to about 400 acres n size. of which are poorly d ne , d some areas in the Representat �e profile of Arents, lderwood _ vicinity of Enumcl are as mu as 10 percent material, 0 to percent slopes, in urban area, Buckle soils. 1,300 feet west nd 350 feet south the northeast y corner of sec. 2 T. 25 N. , R. 5 . Runoff is w, and the erosion ard is slight. 0 to 26 inches, da -brown (lOYR /3) gravelly This erwood soil is used for timber, asture, sandy loam, le brown (10 6/3) dry; berri , and row crops, and for urban develo ent. Ca lity unit IVe-2; woodland group 3d2. massive; slig ly hard, v y friable, non- sticky, nonpla ic; many oots; medium acid; Alderwood gravelly sandy loam, 15 to 30 percent abzupt, smooth undary. 23 to 29 inches slopes (AgD) .--Depth to the substratum in this soil thick. varies within short distances, but is commonly 26 to 60 inches, grayi -broi (2.SY S/2) weakly about 40 inches. Areas are elongated and range consolidated to s on y consolidated glacial from 7 to about 250 acres in size. till, light browni ay (2.5Y 6/2) dry; Soils included with this soil in mapping make common, medium, pro ' ent mottles of yellowish up no more than 3o percent of the total acreage. brown (lOYR S/6) mo t; massive; no roots; Some areas are up to 25 percent Everett soils that medium acid. A1any t thick. have slopes of 15 to 30 percent, and some areas are - up to 2 percent Bellingham, Norma, and Seattle soils, Tlie upper, very fria e rt of the soil extends ' which are in depressions. Some areas, especially to a depth of 20 to 40 nche and ranges from dark I on Squak Mountain, in Newcastle Hills, and north of grayisli brown to dark ellowi brown. , Tiger Mountain, are 25 percent Beausite and Qvall Some areas are up 30 per nt included soils soils. Deausite soils are underlain by sandstone, that are similar to is soil m terial, but either I and Ovall soils by andesite. shallower or deeper ver the co act substratum; � R�off is medium, and the erosion hazard is and some areas are to 10 perce very gravelly severe. The slippage potential is moderate. Everett soils and ndy Indianola oils. : This Alderwood soil is used mostly for timber. This Arents, A enaood soil is oderately well Some areas on the lower parts of slopes are used drained. Permeab lity in the uppe disturbed soil for pasture. Capability unit VIe-2; woodland group material is mode tely rapid to mod ately slow, 3d1. depending on it compaction during c struction. - The substratum s very slo�oly permeab e, Roots derwood and Kitsa soils, very stee (AkF -- penetrate to a d tend to mat on the s face of the This ing unit is about SO percent Alde d consolidated bstzatum. Some roots e er the gravell ndy loam and 25 percent Kitsa ilt substratum t ough cracks . IYater moves n top of loam. Slo are 25 to 7� percent. ' ribution the substra in irinter. Available wat r capacity 'i of the soils ies greatly within rt distances. is lo�o. R off is slow, and the erosion azard is About 15 perc of some mapp areas is an slight. included, unnamed, deep, erately coarse This s 1 is used for urban development Ca- textured soil; and abo 10 rcent of some areas pability nit IVe-2; woodland group 3d2. is a very deep, coarse-te red Indianola soil. Drainage and permea ' it ary. Runoff is rapid to very rapid, and erosion zard is severe to Are s, Alderwood material, 6 to 15 erce very severe. The ippage potent is severe. slo es (AmC) .--This soil has convex slopes. eas These soils e used for timber. ability are r tangular in sliape and range from 10 acr to ', unit VIIe-1• oodland group 2d1. abou 450 acres in size. , 1� I .� _ / .' . - APPENDIX "C" DRAINAGE COMPLAINTS 2001 D.R.STRONG Consulting Engineers,[nc. 19 Auria,Inc. Level One Drainage Malysis King Counry(Renton),WA .' � � .-. APPENDIX "C" DRAINAGE COMPLAINTS � 2001 D.R.STRONG Consulting Enginecrs,lnc. 19 Auria,Inc. I L.evel One Drainage Analysis King County(Renton),WA i R. , . -1 i , Klnp Caunty Wa�er and tand flesnurces D�iglon-Dralnape Seruices 3ectlan Compiai�t Search Printed; 7n0/01 1:10:42 PM Compleint l�pe �pe oi Pra6(em Address of Prro6lem Camments Thr�ne Pa�e Number Cnde : , ` 1977-0003 C DRNG 12207 SE 192ND ST @ GOLDEN HILLS 686F3 9977-0072 C FLDG 12202 SE 192ND ST H86�2 1978-0080 C PONDING 19248 121ST PL SE EAST OF BENSON H1M' 686F2 ' 1978-OQ81 C DRNG 19248 121ST PL SE 686F2 1981-0061 C DRNG 19917 122ND PL SE BLOCKED/EAST WILL AREA 68BF3 1961-0215 C DRNG 18918 122ND PL SE C/8 CAVING IN 686F3 1982-0539 C FLDG 12600 SE 192ND ST FAST KENT AREA 686F2 1983-0424 X DRNG 12528 SE 202ND PL SYSTEM MAINTENANCE 686F3 1984-0313 R FLDG 13250 SE 192ND ST 70 ROADS nIV.4 686F2 19640314 C FLOG 13250 SE 192ND ST SE 192ND ST/134TH AVE SE 6B6Fz 19840324 C DRNG SE 204TH STI124TH AVE 686F3 _ 19e6-0702 C DRNG 12240 SE 20�TH ST MAINTENANCE OF LOT 686F9 1987-0246 C FLDG 20236 � 127TH PL SE WA7ER FROM NEIGHBORS 87-0918 666F3 1967-0675 C OITCH 19407 124TH AVE SE DRAINAGE DfTCH ON PROPERTY 688F3 1987-1049 C TO RD COORD 04127/87, 666F2 i98B-0238 C FLDG 18431 120TH AVE SE NEW DRIVEWAY WILL IT�LOOD 686F2 1988-0238 ER PIPE 18431 120TH AVE SE NEED EXTENSION OF 42"CULVERT 686F2 ' 1988-0551 C ORNG 20002 124TH AVE SE FILL IN WETLANDS 686F3 1989-0003 C DRNG 18612 120TH AVE SE fNCREASED RUNOFF/CHANNEL 6B6F2 1989-0019 C DRNG 19400 124TH AVE SE DITCH MAINTENANGE 6B6F3 �989.0192 C DRNG 18612 120TH AVE gE X PIPE NOT WORKING 686F2 1989-04'10 C �RNG 12213 SE 199TH ST PONDING IN DRAINAGE EASEMENT 688F3 1990-0884 ER MANHOLE 12400 SE 201ST PL Fq1LURE-LINDA CREST PLAT DIV 1 8 2 686F3 1990-1063 C DRNG 12025 SE 196TH ST SPRING HILL ONE/DITCH NOT DRAINING 686F3 991-0299 C FLDG 19835 121ST AVE SE OVERFLOW OFF PIPES 686F3 991-0299 SR FLDG 19835 121ST AVE SE REFER TO BALD 886F3 991-0426 C FLDG. 12100 SE 197TH ST WASHOUT OF ROAD/DEVELOPEMENT 686F3 �991-1005 C DRAINAGE 12213 SE 189TH ST PONpING IN YARD/F�NCING 686F� � �996-0245 C RUN OFF 19526 122ND PL gE SPRING HILL ELEMENTARY INFO RDS Df 688F� � 996-0788 C FLDG 12232 SE 20QTH ST FLOODING DUE 70 ST�ORM AND SUBSTN 886F3 � 996-0788 NDA FLDG 12232 SE 200TH ST FLOODING DUE TO STORM AND SUBSTN 686F3 996-0788 R FLDG 12232 SE 200TH ST FLOODING DUE TO STORM AND SUBSTN 886F3 "396-1550 C DRNG 19121 124TH AVE SE PLUGGED p/W CULVERT IMPACT TO PVf 686F2 '996-1635 C DRNG 20024 124TH AVE SE RQAD IMPROVEMENT PROJECT IMPACT 686F3 ��96-1906 E R/D POND 12813 SE 232ND pL FENCE ENCROACHMENP INTO TRACT 686F3 .J97-1179 C DRAINAGE 19113 121ST PL SE INSTALlATION OF DRNG IN R1W OLD/OFF 686F2 �97-1179 NDA ORAINAGE 19113 121ST PL SE IN5TALLATION OF ORNG IN R/W OLDIOFF 666F2 Page 1 of 2 � �• . ^. � . -• I It!!n Caunt Water and � np y land Resnurces�fu�sion-Dralnape Serulces sectton Complaint Search Printed: 7n0/01 1:10:42 PM Campleint l�pe �pe oi Pr�biem Address of Problem Comments T�ras pa98 Number Co�e - `...�_ 1977-Oa03 C DRNG 12207 SE 192ND ST @ GOLDEN NILLS 666F3 1977-0072 C FLDG 12202 SE 192ND ST 886�2 r" 1978-0080 C PONDING 19248 121 ST PL SE EAST OF BENSON HWY 686F2 1978-008'1 C ORNG 19248 121 S7 PL SE 666F2 1961-OQ61 C DRNG 19917 122ND PL SE BLOCKED/EAST hiILL AREA 688F3 1981-0215 C DRNG 18918 122ND PL SE C/B CAVING IN 686F3 1982-0539 C FLOG 12600 SE 192ND ST FAST KENT AREA 686F2 1983-0424 X DRNG 12528 SE 202ND PL SYSTEM MAINTENANCE 6B6F3 198G-0313 R FLDG 13250 SE 192ND ST TO ROADS DIV.4 686F2 19640314 C FLDG 13250 SE 192ND ST SE 192ND ST/134TH AVE SE 686F2 19H40324 C DRNG SE 204TH ST/124TH AVE 696F3 , 1986-0702 C DRNG 1224a SE 20DTH ST MAINTENANCE OF LOT 686F3 - 1987-0248 C FLDG 20236 � 127TH PL SE WA7ER FROM NEIGHBORS 87-0918 686F3 1987-0675 C DITCH 19407 124TH AVE SE DRAINAGE DITCH ON PROPERTY 68BF3 1987-1049 C TO RD COORD 04127/87. 686F2 � 1988-0238 C FLDG 18431 120TH AVE SE NEW DRIVEWAY WILL IT FLOOD 686f-Z 1988-0238 ER PIPE 18431 12aTH AVE SE NEED EXTENSION OF 42"CULVERT 686F2 1988-0551 C DRNG 20002 124TH AVE SE FII.L IN WErLANDS 686F3 . 1989-0003 C DRNG 186'12 120TH AVE SE INCREASED RUNOFF/CHANNEL 686F2 1969-0019 C DRNG 19a0o 12a1'H AVE SE DITCH MAINTENANCE 666F3 1989-0192 C DRNG 18612 120TH AVE SE X PIPE NO7 WORKING 686F2 1969-04'10 C DRNG 12213 SE 199TH ST PONDING IN DRAINAGE EASEMENT 68BF3 1990-088d ER MANHOLE 12400 SE 201ST PL FAILURE-LINDA CREST PIAT DIV 1 8 2 686F3 1990-1063 C DRNG 12025 SE 196TH ST SPRING HILL ONE/DITCH NOT DRAINING 686F3 1991-0299 C FLDG 19835 121STAVE SE Ol/ERFLOW OFF PIPES 686F3 1991-0299 SR FLDG 19835 121 ST AVE SE REFER TO BALD 886F3 1991-0426 C FLDG_ 12100 SE 19TTH ST WASHOUT OF ROAD/DEVELOPEMENT 686F3 �991-1005 C DRAINAGE 12213 SE 199TH ST PONpING IN YARD/FENCING 686F� � •• �996-0245 C RUN OFF 19526 122ND PL SE SPRING HILL�ELEMENTARY INFO RDS DI 686F� �, .996•0796 C FLDG 12232 SE 200TH ST FLOODING DUE 70 ST�RM AND SU6STN 686F3 � 996-a788 NDA FLDG 12232 SE 200TH ST FLOODING DUE TO STORM AND SUBSTN 686F3 996-0788 R FLDG 12232 SE ZOOTH ST FLOODING pUE TO STORM AND SUBSTN 886F3 996-1550 C DRNG 19121 124TH AVE SE PLUGGED p/UV CULVERT IMPACT TO PVl' 686F2 '996-1635 C DRNG 20024 124TH AVE SE RQAD IMPROVEMENT PROJECT IMPACT 686F3 �996-1906 E R/D POND 12813 SE 232ND pL FENCE ENCROACHMENP INTO TRACT 686F3 ,397-1179 C DRAINAGE 19113 121ST PL SE INS7ALLATION OF DRNG IN R/W OLD/OFF 686F2 , d97-1179 NDA �RAINAGE 19113 121ST PL SE INSTALLATION OF DRNG IN R/W OLD/OFF 686F2 il - Page 1 of 2 � i' I � � Site Development Associates, LLC SECTION 4 — Flow Control and Water Quality Facility Analysis and Design 3 � ,� �jY. " . . ' � ' . . '�t' �T.,'_ . . -' . r�: �'_ W ��' . ' . - . . � '...4"i� . . . . ' # �. . . . - . . . . � I � I r I Technical Information Report Section 4 SANDHU SUBDIVISION June 11, 2007 _: �`. - ` � Site Development Associates, LLC Existing Site Hydrology Field surveys and topographic mapping verify that there are two natural discharge locations on the site; Culvert `A' and Culvert `B'. The major natural point of discharge of surface water from the subject site is by surface or sub-surface flow near the south central property line via an existing 12-inch diameter culvert; Culvert 'A'. The remainder of the site drains to the east along SE 184'h Street, approximately 200 feet east Culvert `A', to the east property line to a 12-inch diameter culvert; Culvert `B'. These two systems combine approximately 250 feet downstream. The elevation difference across the site varies between 438 feet along the westerly � property line to 416 feet along the southeasterly property line. The average slope is 2°/a. The maximum slope is approximately 5°/a. The southwest corner of the property drains southerly towards SE 184"' Street, then easterly along a roadside ditch to Culvert 'A'. The remaining portion of the developable area on the western portion of the site drains to the north into the wetland onsite. This wetland drains to the same 12-inch culvert crossing. A small portion of the site located on the southeast property corner drains to Culvert 'B', at the sag in SE 184`h Street. See the attached Existing Site Hydrology Figure. Offsite flows from the west are conveyed through a series of roadside ditches and culverts to Culvert 'A'. Offsite flows east of this culvert are conveyed along SE 184tn Street in a ditch before crossing SE 184`h Street at the sag in the road approximately 200 feet east of Culvert `A'. Offsite flows east of this culvert travel in ditches to an existing culvert under the access road for the power easement on site and then cross SE 184�n Street Developed Site Hydrology The developed site will drain into the onsite detention/water quality vault (see the attached Developed Site Hydrology Figure). The detention vault will collect runoff from the majority of the developed site. This would include runoff from the new roads, sidewalks and driveways. Roof downspouts from Lots 1-4 and Lots 12 through 16 would be directed to the onsite storm drainage system. The remaining Lots 5 through 11 would have roof drains connected to a separate onsite collection and dispersal system to the wetland buffers. A proposed sidewalk constructed from the southwestern property boundary to the intersection with 120'h Avenue SE will bypass detention. A portion of the SE184th Street improvements will also bypass detention. The vault was sized to account for these areas and a downstream point of compliance calculation was performed. This area will also bypass water quality treatment. King County has granted us permission to discharge this small area without water quality treatment. See the attached email from King County allowing this discharge. No improvements are proposed on the piece east of the site that drains to Culvert `B'. Offsite flows will bypass the proposed detention facilities. Technical Information Report Section 4-1 SANDHU SUBDIVISION June 11, 2007 � - - .� r Site Development Associates, LLC Core Requirement No. 3 - Flow Control The project is subject to Modified Level 1 Flow Control. Modified Level 1 Flow Control requires the developed flow rate from the 10-year peak flow to match the predeveloped 2-year peak flow. See this section for detention calculations. Core Requirement No. 8 — Water Quality _ The project will provide basic water quality prior to discharge. For Basin `A' water quality will be provided in a combined water quality and detention vault. A portion of the SE184th Street improvements will bypass the water quality treatment due to grades. ,_� , '��_.�' � I � � �� r � �� I .r�, ' � r `� i � � �� Technical Information Report Section 4-2 SANDHU SUBDIVISION June 11, 2007 � � -=_- Site Development Associates, LLC Site Hydrology �:. � �"�; � � .>� �� . , �� . . ,�--.;:. � . _ �`' . �� ;, , �,' �� . �.,--�, �.,� . :�'1 . ':,� � ":� , _f r%� ' �� i k� , ' , � .>-� Technical Information Report Section 4-3 SANDHU SUBDIVISION June 11, 2007 _"_,� �,7r��.� - ,.�_� - - - - ti �:-'s�_ SRWIAlmKIM1YA � � / � - �IIMO 12M � i � i\ �� IqH � � �/ 1`� � I1L31.1�IW 4 , , , - :_ , ,,$_ , _ � � , � � _ _ _ ��.,..F.�u,.� _� � �� i � � / ^�^�D wt�"� + 1 OPEN SPACE � _ - . seesi7`-�a�.ea' .. . � y . � � � ., . �e .�� . � .�� . . . ` .�,V � . � a+ g � �� } � � i 1 n � Predevei ped � y�'" I SBB31'07'E 0.19' �� 4{B� �'-•Mp 1 (^ � rp' � 1 a�� '��'T mm��am�i Pfit.tY �\1 OYE 261..76' A PEN SPAC �C� ,� „ � r--- ;w• \ � � C ` ` .,�+ 5 `� � 6 J� , _ _ _ �� o�u�c �PEN SPACE i < i� 1 � � / � ❑ '� lO ,--_ ' / � �0 L i00m �� "a „ � �}�' / �� 7'OYEAHM' \ ___ � i 1 I � 1 � ` l as.c � T�A — t 1 _ -- --- ---- �air _ ;�-: -- -------- a...� . - - - -- - . - -- ------- ��. -- • �- -- �` --- — ----- __ .,. - ------ -------- —'� __ _ _ S. ' ' • . - SBBS2 E 6 1. � — - —_' _ _ _ — ..._'_'____ _______ — _ _ _ _ _ — _ _ _ � _ _ '— "_ __'_ ' " 1 1 � PfEdCMf� BQSIl1 � 1 U 1 � Pervious Areo 1 1 1 �- � � 1.92 Acre 1 � ; Impe rvious Area 1 o � 0.28 Acre t 1 U � � � WethnA Area 1 A' �. 0.00 Acre 1 r m � Total Area 2.20 Acre � 0.28 Acres Impavious a 1.92 Acres Pervious � 0.00 Acres WeGand .� N O J � N 100 0 100 200 � 1 "= 100' , scale feet o SAM Sandhu � NKJ9� ` � � Subdivision 1'�100' � Drawn Site Development Associates, LLC Sc41s � �ats ��Bo1fie1Nfa�'"�°°"'°"�w°'''",�'°"9e°" _ PRE-DEVELOPED ON-SITE -- ----- ---__ _ _ � 1 7-014-06 on�:+as.+e�.ssss �+as.+es.esva �.�.�+ D R A I N A Ca E B A S 1 N S 3a � roJect No. Figure No. �__ -- -- -- t '�`, � � ,,� i , x� �R,.� �� .. , . 4 � .. .. . J r , 1 +�i , �,}. 1 � _� -- -��1 .. 1 ` � � � � ( �� ` �� , � �3=' y.1 'ft F � � � 1�1 f Fj�j�� Ff1�" ,y .;� � I --,-�rTt�; „r, -r�,. r fr � � � � r � � � r� r� ��.�f.�� _";: � OnjSite Basin � �'�-� � , j r 1 � -� , �� i;"�'j t{�. .. \k f j:_' �.e �. i:- 1} ff ,, , .. �- �� f.: f U j�r., #� � I m m � 'b � i\;��,(` O �- r „� , t �� ;.:� 0 o x � '. � o ° _ / x ,�� r � � � X � _ � a J ;��, @ 1 J�; rr;;" , e x �`��' t�` ^` b _ i li O � � �, � 'Y . j rtF r � � e �r� � ,, T �''`` t ; ,._ '� c:- o � --- ,� F � .�-.. �` l�, � �,F . , �__ � i i �. ` o � � � 1 'i o . � � �� 1 � � ��' , O e i j�,/ , � , I`, 1 i J/: / __ __ -- -- Bypass - Upstream � ' . - - - - , _ i = By�iass - Downstream � On-Site Basin Bypass - Downstream Bypass - Upstr�trm U 1 a�'i Pervious Areo Pervious Areo Pervious Areo � � 0.16 Acre � 0.00 Acre � 0.00 Acre Impervious Area Impervious Mea Impervious Mea 1 0 0.58 Acre 0.07 Acro 0.03 Acre � U � � Wetland Area � Wetland Areo � Wetland Area ` A' 0.00 Acre 0.00 Acre 0.00 Acre �v >. . m Totol Lot Mea 1.36 Acre Totof Lot Area 0.00 Acre Total Lot Mea 0.�0 Acre � � 0.96 Acres Impervious � 0.00 Acres Impervious � 0.00 Acres Impervious � 0.40 Acres Perviaus 0.00 Acres Pervious 0.00 Acres Pervious > 0 cn Totol Area 2.10 Acre iotaf Areo 0.07 Acre Totol Area 0.03 Acre 1.54 Acres Impervious 0.07Acres Imperv�ous 0.03 Acres lmpervious � 0.56 Acres Pervious 0.00 Acres Pervrous 0.00 Acres Pervious � 0.00 Acres Wetland 0.00 Acres Wefland 0.00 Acres WetJand � � 100 0 100 200 � 1 „= 100' � scale feet c SAM Sandhu c NKJ9� � � � Subdivision 1'■100' � Drawn Site Development associates,LLC Scaie � Date �°�B°"�0w°�'"E:e°°'e".w�""'9'°"9e°ii DEVELOPED ON-SITE � 107-014-06 o�n�:.zs.,e6.esa, F�:425.�86.d593 �..,��.�� DRAINAGE BASINS 3b � ProJect No. Figure No. A•\P.,.;o,.+o\ 1f171nFf�.1\ n'I n nc /c....,�r..,, �.__, a.,._, i _r,�_ _.. _ - - - BASIN `A' Pond Design �� PREDEVELOPED il . ,.�. _ _ _._ . _... _ _ � , - � �,'I - Area_ _ � i Till Forest' 1.92 acres: Till Pasture! O.OQ acres' Till Grass:' 0.00 acres Outwash Foresti �.00 actes;' ' Ouiwash Pasture 0.00 acres`;: ' Outwash Grass O.�D acres; Wetland 0.�0 acres` Imperv�ous: 0.28 acres� ' -Total— --- 2.20 acresi --- --� � � 5cale Factor: 1.00 Hourly Reduced Time Series: predeu� » Compute Time Series � Modiiy User Input � �---- --_ __ ------- -------- -- ----- ------- File for compute�d Time Sefies [.TSF] ,� BASIN `A' Pond Design DEVELOPED ' � i� �-Area-__ _- -, 7 � ; Till Forest. 0.�0 acres� � Till Pasture' 0.00 acres; Till Grass: 0.56 acres� i Outwash Forest' 0.00 acres; Outwash Pasturei U.00 acres; Ouiwash Grass 0.00 acresi '�letland 0.00 acres; I Impervious' 1.5-0 acresi -Tota 1-----i � 2.10 acres; �---- � Scale Factor : 1.00 Hourly Reduced Time Series: De� » Compute Time Series , Modify User Input � -------- ------------____ -------------------------- — File far computed Time Series [.TSF] ; BASIN `A' Pond Design BYPASS __ __._ . __ _ ___ __ ? . � - _ , Are a- ---—, ? Till Foresfi' 0.00 acres` Till Pasture �.00 acres; Till Grass", O.OD acres� ' Ou#wash Forest'; 0.00 acres; , Outwash Pasturel�� .OU acres� ' Ou#wash Grassll 0.00 acres; We#land' 0.00 acres� Impervious' �.10 acres: ___------- ------� -Total----_._, � 0.10 acres! -- --� Scale Factar : 1.00 Hourly Reduced Time Series: bypass� » Compute Time Series � Modify User Input � �____--------—--- ----� - -___------------� � - File for camputed Time Series [.T�F] � � � Site Development Associates, LLC Flow Control System �� 4_ . � ' .. � . . rJ'. ' t.-. . . �� . . . ...x: . . . . ..�, . . .. � � � � . . .. � ., � . . .. ,1 � Technical Information Report Section 4-6 SANDHU SUBDIVISION June 11, 2007 r:� � Retention/Detention Facility Type of Facility: Detention Vault Facility Length: 96.00 ft Facility Width: 56.25 ft Facility Area: 5400. sq. ft Effective Storage Depth: 4.00 ft Stage 0 Elevation: 419.50 ft Storage Volume: 21600. cu. ft Riser Head: 4.00 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 1.13 0.069 2 3. 00 0.50 0.007 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfsJ (cfs) 0 .00 419.50 0. 0.000 0.000 0.00 0 .01 419.51 54. 0.001 0.004 0.00 0.02 419.52 108. 0.002 0.005 0.00 0 .04 419.54 216. 0.005 0.006 0.00 0.05 419.55 270. 0.006 0.007 0.00 0 .06 419.56 324. 0 .007 0.008 0.00 0.07 419.57 378. 0 .009 0 .009 0.00 0.08 419_58 432. 0 .010 0.010 0 .00 0.09 419.59 486. 0 .011 0 .011 0 .00 � 0. 19 419.69 1026. 0_024 0.015 0_00 0.29 419.79 1566. 0_036 0.019 0.00 0 .39 419.89 2106. 0.048 0.022 0.00 0 .49 419.99 2646. 0.061 0.024 0.00 0 .59 420 .09 3186. 0.073 0.026 0.00 0 .69 420.19 3726. 0.086 0.029 0.00 0 .79 420.29 4266. 0.098 0.031 0.00 0 .89 420.39 4806. 0.110 0. 032 0.00 0.99 420.49 5346. 0.123 0.034 0. 0'J 1.09 420.59 5886. 0 . 135 0.036 0.0:�� 1.19 420.69 6426. 0. 148 0.038 0. 0�� 1.29 420.79 6966. 0. 160 0.039 � 0. 00 1.39 420. 89 7506. 0 .172 0.041 0.00 I 1.49 420.99 8046. 0 .185 0 .042 0.00 I 1.59 421.09 8586. 0 .197 0.043 0.00 I 1.69 421.19 9126. 0 .210 0.045 0 .00 1.79 421.29 9666. 0 .222 0.046 0_00 1. 89 421.39 10206. 0 .234 0.047 0 .00 1 . 99 421.49 10746. 0.247 0.048 0.00 � 2 . 09 421.59 11286. 0.259 0.050 0.00 2 . 19 421 .69 11826. 0.271 0. 051 0.00 2 .29 421.79 12366. 0.284 0. 052 0.00 2 .39 421.89 12906. 0 .296 0. 053 0.00 2 .49 421.99 13446. 0.309 0 . 054 0 .00 2 .59 422 .09 13986. 0.321 0 .055 0.00 2 .69 422 .19 14526. 0.333 0.056 0 .00 ` 2 .79 422.29 15066. 0.346 0.057 0 .00 2.89 422.39 15606. 0.358 0.058 0 .00 2 .99 422 .49 16146. 0.371 0.059 0.00 3.00 422_50 16200. 0.372 0.059 0.00 3 .01 422.51 16254. 0.373 0.060 0.0� 3.02 422 .52 16308. 0.374 0.060 0.0� 3.03 422 .53 16362. 0.376 0.061 0.0'J 3.04 422.54 16416. 0.377 0.061 O.OG 3 .05 422 .55 16470. 0.378 0.061 0. 00 3.15 422.65 17010. 0.390 0.063 0. 00 3.25 422.75 17550. 0.403 0.065 0. 0�� 3.35 422.85 18090. 0.415 0.067 O. C�_ 3.45 422 .95 18630. 0.428 0.068 O. C�=: 3 .55 423.05 19170. 0 .440 0.070 O. 0 3 .65 423 .15 19710. 0.452 0.071 O. 0 3 .75 423 .25 20250. 0.465 0.072 O. 0 3 .85 423 .35 20790. 0.477 0.074 O. 0 3.95 423 .45 21330. 0.490 0.075 0. ��. 4.00 423 .50 21600. 0.496 0.075 0. � 4.10 423 .60 22140. 0.508 0.539 0. �` 4.20 423 .70 22680. 0.521 1.380 0. �" 4.30 423 .80 23220. 0.533 2 .480 0. (: 4 .40 423.90 23760. 0.545 3 .780 0. 4 .50 424.00 24300. 0.558 5.250 0. " 4 .60 424.10 24840. 0.570 6.670 0 . 4.70 424 .20 25380. 0.583 7.200 0 . _ 4.80 424 .30 25920. 0.595 7.700 0 .00 4.90 424 .40 26460. 0.607 8. 160 0.00 5.00 424 .50 27000. 0.620 8.600 0.00 5. 10 424 .60 27540. 0.632 9.010 0.00 5.20 424.70 28080. 0.645 9.410 0.00 5.30 424_80 28620. 0.657 9.790 0.00 5.40 424.90 2916�. 0.669 10.160 0.00 5.50 425.00 29700. 0.682 10. 510 0.00 5.60 425.10 30240. 0 .694 10.860 0.00 5.70 425.20 30780. 0 .707 11.190 0.00 5.80 425.30 31320. 0 .719 11.510 0.00 5. 90 425.40 31860. 0.731 11.820 0_00 6.00 425.50 32400. 0.744 12 .130 0.00 Ayd Inflow Outflow Peak Storage Stage Elev (Cu-Ft) (Ac-Ft) 1 0.85 0.53 4 .10 423 .60 22134. 0.508 2 0.42 � 0.26 4.04 423.54 21811_ 0.501 3 0.43 0.07 3.71 423.21 20056. 0.460 4 0.51 0.06 3. 19 422 .69 17249. 0. 396 5 0 .45 0.07 3.26 422 .76 17592. 0.404 6 0.27 0.05 2 .36 421.86 12749. 0.293 7 0.39 0.04 1.52 421.02 8214. 0. 189 8 0.35 0.05 1.75 421.25 9432. 0.217 Hyd R/D Facility Tributary Reservoir POC Outflow Outflow Inflow Inflow Target Calc 1 0 . 53 0. 05 ******** ******* 0 .�5 2 U . 2b ��. 02 *++��*** x+��*** � �� 3 0.07 0.03 ******** 0.10 0.09 � 4 0.06 0.03 ******** ******* 0.0� 5 0.07 0.03 ******** ******* O.Ofi 6 0.05 0.02 ******** ******* 0.05 7 0.04 0.02 ******** ******* 0.06 8 0.05 0.02 ******** ******* 0.05 ---------------------------------- Route Time Series through Faciliti� Inflow Time Series File:dev.tsf Outflow Time Series File:rdoutl POC Time Series File:dsoutl Inflow/Outflow Analysis Peak Inflow Discharge: 0.646 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.534 CFS at 10 :00 on Jan 9 in Year 8 Peak Reservoir Stage: 4.10 Ft Peak Reservoir Elev: 423.60 Ft Peak Reservoir Storage: 22134. Cu-Ft . 0.508 Ac-Ft Add Time Series :bypass.tsf Peak Summed Discharge: 0.552 CFS at 10 :00 on Jan 9 in Year 8 � Point of Compliance File:dsoutl.tsf Flow Frequency Analysis Time Series File:rdoutl.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------ Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob �. (CFS) (CFS) (ft) Period 0 .256 2 2/09/Ol 19:00 0.534 4 .10 1 100.00 0_990 0.046 7 12/28/O1 18 :00 0.256 4 .04 2 25.00 0_960 0.064 5 2/28/03 19:00 0.072 3 .71 3 10.00 0.900 0.042 8 8/26/04 6:00 0.065 3 .26 4 5.00 0.800 0 .053 6 1/OS/05 16:00 0.064 3 .19 5 3 .00 0.667 0 .065 4 1/19/06 0:00 0.053 2 .36 6 2 .00 0.500 0.072 3 11/24/06 9:00 0.046 1.75 7 1.30 0.231 0.534 1 1/09/08 10:00 0.042 1_52 S 1.10 0.091 Computed Peaks 0.442 4 .08 50 . 00 0 . 98G -- Flow Frequency Anal:�s;s Time Series File:dsoutl.ts: Project Location:Sea-Tac Annual Peak Flow Rates--- ----Flow Frequency �alysi� Flow Rate Rank Time of Peak - - Peaks - - Rank Return (CFS) (CFS) Period 0 .266 2 2/09/O1 19:00 0.552 1 100. 00 0 .052 8 12/28/Ol 15 :00 0.266 2 25. 00 0 . 5EG 0 .078 4 2/28/03 3 :00 0.088 3 10. 00 0 .900 ' 0 .062 7 8/26/04 2 :00 0.078 4 5 . 00 0 . 800 � 0 .064 6 1/05/05 8 :00 0.077 5 3 . 00 0 .667 0 _077 5 1/18/06 16:00 0.064 6 2 . 00 0 .500 ' 0 .088 3 11/24/06 4 :00 0.062 7 1.30 0 .231 �� 0 .552 1 1/09/08 10:00 0.052 8 1. 10 0 .091 ! Computed Peaks 0.457 50 . 00 0 . 980 � ; . predev.pks Flow Frequency Analysis Time Series File:predev.tsf ', Project Location:5ea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - rtank Return Prob (CFS) (CFS) Period 0.168 2 2/09/O1 15:00 0.270 1 100.00 0.990 0.091 7 1/05/02 16:00 0.168 2 25.00 0.960 0.160 3 2/28/03 3:00 0.160 3 10.00 0.900 0.070 8 8/26/04 2:00 0.157 4 5.00 0.800 0.097 6 1/05/05 8:00 0.144 5 3.00 0.667 0.157 4 1/18/06 16:00 0.097 6 2.00 0.500 0.144 5 11/24/06 4:00 0.091 7 1.30 0.231 0.270 1 1/09/08 6:00 0.070 8 1.10 0.091 computed Peaks 0.236 50.00 0.980 �, ,, ,_� � �� Page 1 dev.pks Flow Frequency Analysis Time series File:dev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.424 6 2/09/O1 2:00 0.846 1 100.00 0.990 0.355 8 1/05/02 16:00 0. 573 2 25.00 0.960 0. 507 3 2/27/03 7:00 0. 507 3 10.00 0.900 0.394 7 8/26/04 2:00 0.472 4 5.00 0.800 � 0.472 4 10/28/04 16:00 0.451 5 3.00 0.667 0.451 5 1/18/06 16:00 0.424 6 2.00 0.500 0. 573 2 10/26/06 0:00 0. 394 7 1.30 0.231 0.846 1 1/09/08 6:00 0.355 8 1.10 0.091 Computed Peaks 0. 755 50.00 0.980 Page 1 � bypass.pks Flow Frequency Analysis Time series File:bypass.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate rtank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period ' 0.024 7 2/09/O1 2:00 0.047 1 100.00 0.990 0.021 8 1/05/02 16:00 0.036 2 25.00 0.960 0.029 3 12/08/02 18:00 0.029 3 10.00 0.900 O.OZS 6 8/26/04 2:00 0.029 4 5.00 0.800 0.029 4 10/28/04 16:00 0.026 5 3.00 0.667 0.026 5 1/18/06 16:00 0.025 6 Z.00 0.500 0.036 2 10/26/06 0:00 0.024 7 1.30 0.231 0.047 1 1/09/08 6:00 0.021 8 1.10 0.091 Computed Peaks 0.044 50.00 0.980 _,.,' '�� . Page 1 dsoutl.pks Flow Frequency Analysis Time series File:dsoutl.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 0.266 2 2/09/O1 19:00 0.552 1 100.00 0.990 0.052 8 12/�8/O1 15:00 0.266 2 25.00 0.960 0.078 4 2/28/03 3:00 0.088 3 10.00 0.900 0.062 7 8/26/04 2:00 0.078 4 5.00 0.800 0.064 6 1/05/05 8:00 0.077 5 3.00 0.667 0.077 5 1/18/06 16:00 0.064 6 2.00 0. 500 0.088 3 11/24/06 4:00 0.062 7 1.30 0.231 0. 552 1 1/09/08 10:00 0.052 8 1.10 0.091 computed Peaks 0.457 50.00 0.980 Page 1 rdoutl.pks Flow Frequency Analysis Time Series File:rdoutl.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.256 2 2/09/O1 19:00 0.534 4.10 1 100.00 0.990 0.046 7 12/28/Ol 18:00 0.256 4.04 2 25.00 0.960 0.064 S 2/28/03 19:00 0.072 3.71 3 1a.00 0.900 0.042 8 8/26/04 6:00 0.065 3.26 4 5.00 0.800 0.053 6 1/05/05 16:00 0.064 3.19 5 3.00 0.667 0.065 4 1/19/06 0:00 0.053 2.36 6 . 2.00 0. 500 0.072 3 11/24/06 9:00 0.046 1.75 7 1.30 0.231 0.534 1 1/09/08 10:00 0.042 1.52 8 1.10 0.091 Computed Peaks 0.442 4.08 50.00 0.980 Page 1 �__ BASIN `A' Pond Design �� Return Period 2 5 10 20 50 100 10° , ��ut, - . — i�'•��- _=_-��'_ • v�outl p'�.,- -. . _ � �, s N li .. U a� �' 10�� m '� • � R • • U � N .ti � ♦ � 00 � , � 10-z 1 2 5 10 20 30 40 50 60 70 80 90 95 98 99 Cumulative Probability I _�' � ,� %-. 1 '.,_� �� —� � �-_';� °;' F-�� Site Development Associates, LLC Water Quality System i ; Technical Information Report Section 4-7 � SANDHU SUBDIVISION June 11, 2007 WETPOND DESIGN - Basin 'A' Project Name: Sandhu Subdivision By: SAM Project Number: 107-014-05 Date: 1117/2007 E DRAINAGE CRITERIA: 1998 King County Surface Water Design Manual RAINFALL METHOD: King Caunty Runoff Time Series(KCRTS) METHOD OF ANALYSIS: (Section 6.4.1.1 KCSWDM) Step 1) Determine volume factor f. f= 3 Basic:f=3, Large:f=4.5 ' $tep 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 64904 sf Atg= Area of 611 grass 24394 sf 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 2516 cf Step 4)Calculate wetpool volume Vb= f Vr f= Volume factor 3 From Step 1 Vr= Vol. runoff from mean annual storm 2516 cf From Step 3 Vb= Volume of wetpool 7548 cf Step 51 Determine wetpool dimensions a) Determine geometry of Wetvault Volume of Wetpool 7548 cf Depth h 4.0 ft 3 to 6 feet Provided dimensions: width 56.25 ft length 96 ft Provided Volume 2160a cf vprov'd>vreq'd Scott Mesic From: Cooper, Ted [Ted.Cooper@METROKC.GOV] Sent: Thursday, June 14, 2007 3:05 PM To: smesic@sdaengineers.com Subject: RE: Sandhu Water Quality Alternative scott, E Per our phone discussion, don't add any more asphalt width. Just add CB's at the following locations: 1) STA 25+30 (LT gutter) and pipe it northeasterly into the corner of the vault_ 2) STA 26+70 (LT gutter) and pipe it into CB 9. Drainage caught by this CB will just have to bypass the water guality treatment because there doesn't seem to be a reasonably ;: feasible water quality design to treat it. Sincerely, Ted Cooper, P.E. Engineer II Phone: (206) 296-7163 � FAX: (206) 296-6613 E-Mail: ted.cooperc�metrokc.gov M.S. OAK-DE-0100 -----Original Message----- From: smesicQsdaengineers.com [mailto:smesic@sdaengineers.com) Sent: Wednesday, June 13, 2007 2:10 PM To: Cooper, Ted Cc: johnathank@davis-kurth.com; bhelsley@sdaengineers.com; kristendc�davis-kurth.com Subject: Sandhu Water Quality Alternative Ted: Per our discussion yesterday, here is the 'treatment trade' alternative for the water quality treatment on the Sandhu site. You had agreed to this concept yesterday, but I would like you to take a look at it on paper and let me know if this meets the intent of our conversation yesterday. Here is a brief description: We are proposing to bypass 1, 855 square feet of new PGIS with the current alternative. To mitigate for this area we will bring into the vault and treat 1, 880 square feet of existing untreated PGIS. Since we will be treating an equal area of PGIS the downstream point of compliance for water quality should be the same - no net increase in pollutants. . TII CY�.�.� t0 .�"iT1i.y �i'iE aC�C�1�ivIIai PGIS iii�v �liE Jaui� w2 wGiiiu iiccu �v 1ii5i.dli approximately 50 feet of thickened edge west of the site along SE 184th Street. Please review the attached figure and let me know as soon as you can if you agree with this concept. Give me a call to discuss any questions. We would like to re-submit these plans by the end of the week. , Thanks, II Scott 1 • � � ,, Site Development Associates, LLC '` SECTION 5 — Conveyance System Design and Analysis Technical Information Report Section 5 � SANDHU SUBDIVISION June 11, 2007 i � � � Site Development Associates, LLC Core Requirement No. 4 - Conveyance System The onsite design of the new storm drainage system is sized to accommodate the 25- year storm event. The system was also checked to verify that the 100-year storm event could be routed through the system without exceeding the grate elevations of the drainage structures. 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T � : f, I� + r�'-f�t�;�': tF �: . . 1 J� __ S x � � �- x--� . - � � : f q� ��; ! - ' r : l �. t r , .� j J � � ��,-�=s.:,:' _�y_ , '^ e.�-... �� j'� �� ;� �r t f � ; ( } 1 .''�; _ r t� 1�, r� � r t f� . � ' . �� " . � �1 1"' ��F � � � .. � . . � : f T ' � t � ff , . f . / j �- . _ . . , x/x " �� J 1 � � J't f f pt�C t f�, ;�I f (y�1 (�.; �,x �t � � � �� 4f�r �� .� �4 �/�}�� + `;r r� ,�:t� f r � t� e `"�r l t� !;' i.�� x % ,�tJ ;1 J r �t t�"!, �- x ;1� � f: ,�.� ` .�7-'rt� `�r `��1 ��, � ' '�� ' ' � � - Rainfall Table II Retum Periods Durations 25 year 100 year 5 min 2.90 3.65 10 min 2.00 2.50 20 min 1.35 1 JO 30 min 1.10 1.35 50 min 0.85 1.05 90 min 0.60 0.75 Rainfall Intensities are in(inRir) I I I Title:Sandhu Subdivision Project Engineer.Site Development Associater r:1...\107(offe)\014-05(sandhu)lcalcslsandhu3.stm StormCAD v5.6[05.06.012.Oi 06/08/07 12:51:13 f�8entley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +�-203-755-1666 Page 1 of � _ __ _ _ I i Scenario: 100-YR _ f - _ t r " _� ' + � �� f Fk p.�5 �f V � �h ¢ CFM R R12 T�f _�_� Q _ i L' � ' 1 � � I CBn rfr I Title:Sandhu Subdivision Project Engineer:Site Development Associates - r.\...\107(offe)101405(sandhu)lcalcs�sandhul.stm StortnCAD v5.6[05.06.012.00] � 06/08/07 12:54:37(�uSentley Systems,Inc. Haeshad Methods Solution Center Watertown,CT 06795 USA +1-203-75�1666 Page 1 of 1 Calculation Results Summary Scenario: 100-YR »» Info: Subsurface Network Rooted by: VAULT INLET »» Info: Subsurface Analysis iterations: 2 »» Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS � Label � Inlet � Inlet � Total � Total � Capture � Gutter � Gutter � " � � Type � � Intercepted � Bypassed � Efficiency � Spread � Depth � � � � � � Flow � Flow � (�) � (ft) � (ft) � � � � � (cfs) � (cfs) � � � � �-------�---------------�----------------------�------------- �----------�------------�--------�-------- � � CB #2 � Generic Inlet � Generic Default 100$ � 0.26 � 0.00 � 100.0 � 0.00 � 0.00 � � CB #6 � Generic Inlet � Generic Default 100$ � 0.48 � 0.00 � 100.0 � 0.00 � 0.00 I � CB #4 � Generic Inlet � Generic Default 100$ � 0.69 � 0.00 � 100.0 � 0.00 � 0.00 I � CB #5 � Generic Inlet � Generic Default 100$ � 0.80 � 0.00 � 100.0 � 0.00 � 0.00 � � I-1 � Generic Inlet � Generic Default 100$ � 0.00 � 0.00 � 100.0 � 0.00 � 0.00 � I CB #3 � Generic Inlet � Generic Default 100$ � 0.52 � 0.00 � 100.0 � 0.00 � 0.00 � � CB #7 � Generic Inlet � Generic Default 100$ ( 0.68 � 0.00 � 100.0 � 0.00 � 0.00 I � CB #$ � Generic Inlet � Generic Default 100� I 0.54 � 0.00 I 100.0 : 0.00 � 0.00 ', ---------------------------------------------------------------------------------------- CALC;Ji�t::ICi1 S:T:�4T+'1:F,i FO� SU3StiRFy�E id�T,^�OF.k: lti=T�I FOOT: :_AliLT IidLET Label � Ivumber Section � Sectio: Le^.gth ; Total j Average Hyaraulic � Hydraulic � � � of � Size � Shape � (ft) � System � Velocity � Grade � Grade I � � Sections � ( � � Flow � (ft/s) ( Upstream � Downstream I � � � � � � (cfs) � � (ft) � (ft) j �-------�---------�---------�---------- �--------� --------�----------�-----------�------------ '', � P-12 � 1 � 12 inch � Circular � 89.00 � 3.74 � 12.47 � 425.14 I 423.60 ', � P-19 � 1 � 12 inch � Circular � 49.00 � 0.51 � 3.82 � 425.31 I 425.33 � P-29 � 1 � 12 inch � Circular � 26.00 � 1.49 � 12.01 � 428.01 � 425.33 ' � P-13 � 1 � 12 inch � Circular � 90.00 � 1.63 � 4.15 � 425.40 � 425.33 � P-18 ( 1 � 12 inch � Circular � 47.00 � 0.52 � 3.02 � 425.47 � 425.34 ' � P-28 � 1 � 12 inch � Circular � 64.00 � 0.80 I 7.48 � 431.26 � 428.12 � P-16 � 1 � 12 inch � Circular � 32.00 � 1.19 � 3.80 � 425.51 � 425.53 � P-15 � 1 � 12 inch � Circular � 77.00 � 0.54 � 3.07 � 425.81 � 425.59 --------------------------------------------------------------------------------------------- � Label � Total � Ground � Hydraulic � Hydraulic � � � System � Elevation � Grade � Grade � � � Flow � (ft) � Line In � Line Out � � � (cfs) � � (ft) � (ft) � �-------------�--------�-----------�-----------� -----------� � VAULT INLET � 3.71 � 425.87 � 423.60 I 423.60 � � CB #z ( 3.74 � 431.69 � 425.33 I 425_14 � � I-1 � 0.51 � 429.86 � 425.34 I 425.31 � ( CB #4 I 1.49 � 431.90 � 428.12 � 428.01 � � CB #6 I 1.63 � 434.00 � 425.53 � 425.40 � � CB #3 � 0.52 � 428.54 � 425.50 � 425.47 � � CB #5 I 0.80 � 434_40 � 431.31 � 431.26 � � CB #7 � 1.19 � 434.15 � 425.59 I 425.51 � � CB #8 � 0.54 � 428_82 � 425.85 � 425.81 � ------------------------------------------------------------ Completed: 06/OS/2007 12:53:47 PM Title:Sandhu Subdivision Project Engineer.Site Development Associates r:\...\107(offe)1014-05(sandhu)\calcs�sandhul.stm StortnCAD v5.6[05.06.012.00] 06l08/07 12:53:51 f�uBentley Systems,Inc. Haestad Methods Solution Center Wate�town,CT 06795 USA +1-203-755-1666 Page 1 of 2 Calculation Results Summary � , =; � ,_, >=, � ��; � � � � Title:Sandhu Subdivision Project Engineer:Site Development Associates r:\...1107(offe)\01405(sandhu)lcalcslsandhul.stm StormCAD v5.6[05.06.012.00] 06/08/07 12:53:51 f�uBentley Systems,Inc. Haestad Methods Solutio�Center WateRown,CT 06795 USA +1-203-755-1666 Page 2 of 2 '� Scenario: 100-YR I SDA INLET � Label Rim Area Inlet Inlet Time dditiona Rim Hydraulic Elevation (ft=) C CA of Flow Elevatio Grade 'I (ft) (ftZj oncentratio (cfs) (ft) Line Out (min) (ft) CB# 431.69 3,393 0.90 3,054 5.00 0.00 431.69 425.14 CB 434.00 7,814 0.72 5,628 5.00 0.00 434.00 425.40 CB#4 431.90 11,501 0.72 8,225 5.00 0.00 431.90 428.01 _ CB# 434.40 12,932 0.74 9,519 5.00 0.00 434.40 431.26 I-1 429.86 0 0.00 0 0.00 0.00 429.86 425.31 - CB# 428.54 7,188 0.85 6,110 5.00 0.00 428.54 425.47 `._ CB# 434.15 11,245 0.72 8,070 5.00 0.00 434.15 425.51 CB 428.82 8,706 0.73 6,356 5.00 0.00 428.82 425.81 I _ � _ �'�_J i��, � I��- � I,' \ >.,J i� - i; �� j��,,_� ��`�_� ��'� � ,� _.`} �::_; i�� r� - I i �� '_ ��,t I�.....__,: ,i _ 'I- I �-� E��.:=:... I�, i>:,._..� . €��,i-.... �� :;;.�;..,.. r� f y` Title:Sandhu Subdivision Project Engineer:Site Development Associates • r:\...1107(offe)\014-05(sandhu)Icalcslsandhul.stm StormCAD v5.6[05.06.012.00] O6/08/07 12:53:58 f�uBentley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Scenario: 100-YR SDA PIPE UpsVea Downstream pstrea ownstrea Length onstructe Section Manning Total Full - Node Node Invert Invert (ft) Slope Size n System Capacity ', Elevation Elevation (fUft) Flow (cfs) ' (ft) (ft) (cfs) CB#6 CB#2 424.86 424.32 90.00 0.005971 12 inch 0.011 1.63 3.25 I CB#4 CB#2 427.49 424.32 26.00 0.121979 12 inch 0.011 1.49 14.70 CB#5 CB#4 430.89 427.49 64.00 0.053102 12 inch 0.011 0.80 9.70 I-1 CB#2 424.89 424.32 49.00 0.011656 12 inch 0.011 0.51 4.55 CB#2 VAULT INL 424.32 418.50 89.00 0.065393 12 inc 0.011 3.74 10.77 � CB#3 I-1 425.17 424.89 47.00 0.005941 12 inc 0.011 0.52 3.25 CB#8 CB#7 425.51 425.05 77.00 0.005991 12 inc 0.011 0.54 3.26 CB#7 CB#6 425.05 424.86 32.00 0.005909 12 inc 0.011 1.19 3.24 i � � � Title:Sandhu Subdivision Project Engineer.Site Development Associates r:\...\107(offe)\01405(sandhu)lcalcslsandhul.stm StormCAD v5.6[05.�6.012.00] Ofi/08/07 12:54:03 l�uBentley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-20&755-1666 Page 1 of 1 Profile I Scenario: 100-YR , �; Profile: CB#8 to Vault - Scenario: 100-YR __—------- ---- _- , 440.00 Labei:CB#7 Rim:434.15 ft � �� ipvert Out Elevation:425.05 ft ; =---- ---___ — � -- ----- _—_ __ _ _ - ---- ----- ---- 435.00 Label:CB#6 - - Rim:434.00 ft Invert Out Elevation:424.8�ft Label:CB#2 I Rim:431.69 fl j I Invert Out Elevation:424.32 ft ' ! ' i �' '' _ -__ ____ ____ ---_ __ __-- � 430 00 _ - __- - -- --- . ; 'Label:CB#8 Rim:428.82 ft ' ' � ' Inveri Out Elevation:425.51 ft ' ' i Elevation(ft) Label:VAULT INLET Rim:425.87 ft _—��7.6p ft ------- ------ - 425.00 S¢e:12 inch S:0.005991 fUft L:90.00 ft ' , Size:12 inch ' � L:32.00 ft S:0.005971 fUft ' Size:12 inch j S:0.005909(Uft !� i S.sle 89 '4 '�?��r ; ; -�— -- -- ; °6's�,��-_ a2o.00 ; , i ' ; � I ' , �- ' -� 415.00 _----- -- -- -__ _-- -----_ _-- --- - ----._. � 0+00 1+00 2+00 3+00 Siation(ft) Title:Sandhu Subdivision Project Engineer:Site Development Associates . r.1...\107(offe)\01405(sandhu)lcalcslsandhul.stm StormCAD v5.6[05.06.012.00) O6/08/07 12:54:16 i�vBentley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +�-203-755-1666 Page 1 of 1 Profile Scenario: 100-YR Profile: CB#5 to CB#1 Scenario: 100-YR ��u.u� ' Label: CB#5 ' Rim: 434.40 ft Invert Out Elevation:430.89 ft i ___ . _ ___ _ 435.00 r LabeL• CB#4' �� Rim: 431.90 ft � Invert Out Elevation: 427.49 ft -- _ Label: CB#2 ' Rim:431.69 ft Invert Out Elevation: 424.32 ft --- - - ---- - 430.00 Elevation (ft) <.. � `�,��S 64,p�t� � 3��2�� ; � I _--_ _ _----- �'-�%'--� _ 425.00 l o �`�.�-- j�j��O �9,��j�� —------- ----- —– --------- 420.00 0+00 1+00 Station (ft) Title:Sandhu Subdivision Project Engineer.Site Development Associates • r:1...\107(offe)\014-05(sandhu)lcalcslsandhul.stm StormCAD v5.6[05.06.012.00] 06I08/07 12:54:22 f�8entley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Profile Scenario: 100-YR Profile : CB#3 to CB#1 Scenario: 1 �0-YR Label: CB #3 Rim: 428.54 ft Invert Out Elevation: 425.17 ft ____ _ __ _ _ _ ____ __ 435.00 �- Label: I-1 ' � Rim: 429.86 ft ' f Invert Out Elevation: 424.89�abel: CB#2 Rim: 431.69 ft Invert Out Elevation: 424.32 ft 430.00 � ; Elevation (ft) � � 425.00 L: 47.00 ft Size: 12 inch �� 49.pp {� S: 0.005941 ft/ft Size: 12 inch S: 0.011656 ft/ft - — ' 420.00 0+00 �+�4 � Station (ft) Title:Sandhu Subdivision Project Engineer:Site Development Associates . r:1...\107(offe)\014-05(sandhu)lcalcs�.sandhul.stm StormCAD v5.6[05.06.012.00) 06/08/07 12:54:29 f�v8entley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 i Scenario: 100-YR __t_:. _t— " �� f �� -�_ :y � � = ..--� ;I 4l1 LZI P-R L17 Fi2 �111 0.N �l10 v-75 CB6 9 OUREi I ' � Title:Sandhu Subdivision Project Engineer.Site Development Associates r:1...1107(offe)1014-05(sandhu)\calcs�sandhu3.strn StortnCAD v5.6[05.06.012.00j -. O6/OS/07 12:51:03 t�Bentley Systems,Inc. Haestad Methods Solution Center Watertow�,CT 06795 USA +1-203-755-1666 Page 1 of 1 � Calculation Results Summary Scenario: 100-YR »» Info: Subsurface Network Rooted by: OUTLET »» Info: Subsurface Analysis iterations: 2 »» Info: Convergence was achieved. - CALCULATION SUMMARY FOR SURFACE NETWORKS � Label � Inlet � Inlet � Total � Total � Capture � Gutter � Gutter � � � Type � � Intercepted � Bypassed � Efficiency � Spread � Depth � � � � � Flow � Flow � (�} � (ft) � (ft) � � � � � (cfs) � (cfs) � � � � �--------�---------------�----------------------�------------- �---------- �------------�--------�--------� � I-23 � Generic Inlet � Generic Default 100� � 0.00 � 0.00 � 100.0 � 0.00 � 0.00 � � CB #9 � Generic Inlet � Generic Default 100� � 0.40 � 0.00 � 100.0 � 0.00 � 0.00 � � CB #10 � Generic Inlet � Generic Default 100� � 0.00 � 0.00 � 100.0 � 0.00 � 0.00 � � CB #11 � Generic Inlet � Generic Default 100� � 0.00 � 0.00 � 100.0 � 0.00 � 0.00 � � I-12 � Generic Inlet � Gerieric Default 100$ � 0.00 � 0.00 � 100.0 � 0.00 � 0.00 � � I-21 � Generic Inlet � Generic Default 100$ � 0.00 � 0.00 � 100.0 � 0.00 � 0.00 � � I-22 � Generic Inlet � Generic Default 100$ � 0.00 � 0.00 � 100.0 � 0.00 � 0.00 � --------------------------------------------------------------------------------------------------------- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: OUTLET � 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-94 � 1 � 12 inch � Circular � 9.00 � 4.96 � 9.99 � 419.19 � 418.74 � � P-95 � 1 � 12 inch � Circular � 45.00 � 2.03 � 5.84 � 419.36 � 419.19 � I P-93 � 1 � 12 inCh � Circular I 39.00 I 2.94 � 6.28 I 419.49 � 419.19 � i � P-75 � 1 � 12 inch � Circular � 79.00 � 2.54 � 5.13 � 420.06 � 419.78 � � P-74 � 1 � 12 inch � Circular � 104.00 � 2.00 � 9.33 � 424.89 � 420.22 � � P-92 � 1 � 12 inch � Circular � 92.00 � 2.00 � 7.99 � 427.23 � 425.02 � � P-72 � 1 � 12 inch � Circular ( 74.00 � 2.00 � 9.92 � 432.17 � 426.93 � i � Label � Total � Ground � Aydraulic � Hydraulic � � � System � Elevation � Grade � Grade � � � Flow � (ft) � Line In � Line Out � � � (cfs) � � (ft) � (ft) � � --------�--------� -----------�-----------�-----------� � OUTLET I 4.96 � 418.00 I 418.00 � 418.00 � � I-23 � 4.96 � 421.00 � 419.19 � 419.19 � � I-22 � 2•03 I 420.42 � 419.44 � 419.36 � � CB #9 � 2.94 I 421.10 � 419.78 � 419.49 � I CB #10 � 2.54 � 423.80 � 420.22 � 420.06 � � CB #11 I 2.00 � 427.49 � 425.02 � 424.89 I � I-12 I 2.00 � 430.73 � 427.23 � 427.23 � I I-21 � 2.00 � 431.57 � 431.65 I 431.57 � � _________________________________________________________________ �. Completed: 06/08/2007 12:40:58 PM � Title:Sandhu Subdivision Project Engineer:Site Development Associates • r:1...\107(offe)\014-05(sandhu)\calcslsandhu3.stm StormCAD v5.6[05.06.012.00] O6/OS/07 12:41:09 t�uBe�tley Systems,Inc. Haestad Methods Solution Center Watertown.CT 06795 USA +1-20&755-1666 Page 1 of 1 Scenario: 100-YR SDA INLET Label Rim Area Inlet Inlet Time dditiona Rim Hydraulic Elevatio (ft') C CA of Flow Elevatio Grade (ft) (ft=) oncentratio (cfs) (ft) Line Out (min) (ft) I-23 421.00 0 0.00 0 0.00 0.00 421.00 419.19 CB#9 421.10 5,227 0.90 4,704 5.00 0.00 421.10 419.49 CB#1 423.80 0 0.00 0 0.00 0.54 423.80 420.06 CB#1 427.49 0 0.00 0 0.00 0.00 427.49 424.89 I-12 430.73 0 0.00 0 0.00 0.00 430.73 427.23 I-21 431.57 0 0.00 0 0.00 2.00 431.57 431.57 I-22 420.42 0 0.00 0 0.00 2.03 420.42 419.36 , � � � � � Title: Sandhu Subdivision Project Engineer: Site Development Associates . r:\...1107(offe)\01405(sandhu)lcalcslsandhu3.stm StormCAD v5.6[05.06.012.00J 06/08/07 12:41:17 f�Bendey Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Scenario: 100-YR SDA PIPE Upstrea ownstrea psVea ownstrea Length onstructe Section Manning Total Full Node Node Invert Invert (ft) Slope Size n System Capacity Elevation Elevation (ft/ft) Flow (cfs) (ft) (ft) (cfs) CB#10 CB#9 419.38 418J5 79.00 0.007920 12 in 0.011 2.54 3.75 CB#11 CB#10 424.29 419.38 104.00 0.047212 12 inc 0.011 2.00 9.15 I-21 I-12 431.57 426.63 74.00 0.066757 12 inc 0.012 2.00 9.97 I-12 CB#11 426.63 424.29 92.00 0.025435 12 inc 0.010 2.00 7.39 CB#9 I-23 418.75 418.27 39.00 0.012308 12 in 0.011 2.94 4.67 I-23 OUTLET 418.27 418.00 9.00 0.030000 12 inc 0.011 4.96 7.29 I-22 I-23 418.75 418.27 45.00 0.010667 12 inch 0.010 2.03 4.78 r� '�` �: 4"� - � , . . . ... .. ., . - .. ) l I � �. � � Title:Sandhu Subdivision Project Engineer:Site Development Associates r:\...\107(offe)\014-05(sandhu)lcalcs�sandhu3.stm StormCAD v5.6[05.06.012.00] ``" 06/08/07 12:41:22 t�uBentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Profile Scenario: 100-YR +, Profile: Iniet to Outlet Scenario: 100-YR --- — __ __ � — -- -a�s.oa Label:F21 .. Rim:431.57 ft � �� Ynert Out Elevauarr 431.57 R �ypq.��y �. Pom:430.73 h � I Im�e�f 0ut Elerauore 426.63 ft . I ��.. _ : __— _ . _ � -- — _ i -- - _ ':130.00 S� - labrl:CB I11 � . S'O�``O'�4Q7 . fPom:l27.�91t � tmrt QA ElevaDon:1212911 Label:CB f9 ' �'�j�� Rim:421J0E � y9 , ImRrt Oul Elevaum L'I8.J5 fl � rlabel:CB d70 � / Rim t23.B011 �---- (:9z f twert Ou Elerauon:419.38 fl ;425 00 Elevaum , _ S�e �q�h --�- - - --- _ ______ (R) �l j ,0.O25a�� - label:I-2;i j � . Rim:421.00 rt � �, � - Mmert Oul Elerduoa 418.27 fl i - ' ��. '�� . . ') ( S.��ze��2�y .._. : �— - ----_—�_��?71�_ __ ---- — '420.00 . Labd:OIJTLET � ! L:'9.00 h Rim:418.00 ft ! S¢e.12 ir� �'39.Op R �'., � s:a.00�s2o rtm S¢e �z � s:o.oiz�""�' i ; rt�rt s oe 1�� --- _ ---- .__ . --____ . ___ . ..__—_. .__ . _ . --__. ------. . . _. _.___.._ .._ ' a1s.W�r 0�00 1�00 2+00 3W0 1+00 Sla6on(fl) � � � � Title: Sandhu Subdivision Project Engineer:Site Development Associates . r:\...\107(offe)\014-OS(sandhu)\calcslsandhu3.stm StormCAD v5.6[05.06.012.00] O6/OSl07 12:42:39 f�uBentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Profile Scenario: 100-YR Pr fil : Culvert o e Scenario: 100-YR - -- - __ 425.00 Label: I-22 Rim: 420.42 ft Invert Out Elevation: 418.7 Label: I-23 Rim: 421.00 ft i ' Invert Out Elevation: 418.27 ft %� �� _ _ _ _- _ - ___ __ -- -- — 420.00 Elevation (ft) L: 45.00 ft Size: 12 inch S: 0.010667 ft/ft � ' �__ __ 415.00 0+00 1+00 `r� Station (ft) Title:Sandhu Subdivision Project Engineer:Site Development Associates r:1...\107(offe)\01405(sandhu)lcalcs�sandhu3.stm StormCAD v5.6[05.06.012.00] 06/08/07 12:42:59 fF�Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 . � � � Site Development Associates, LLC SECTION 6 — Special Reports and Studies . � � . �.: ;x: : ��:: . . �, ; ti �:, i y, Technical Information Report Section 6 SANDHU SUBDIVISION June 11, 2007 � � Site Development Associates, LLC ASSOC/ATED REPORTS Other reports and studies conducted and prepared in conjunction with this project includes: Report Author Wetland Analysis Report and B-Twelve Associates Restoration Plan (August 5, 2003 and June 26, 2003) Geotechnical Report � �" Technical Information Report Section 6-1 � SANDHU SUBDIVISION June 11, 2007 , _ � � � Site Development Associates, LLC SECTION 7 — Other Permits �� Technical Information Report Section 7 � SANDHU SUBDIVISION June 11, 2007 � � � Site Development Associates, LLC PERMITS Permits and issuing agencies required for this project are: Permit Aqency Clearing, Grading, Drainage, and Site Utilities King County Road Improvements within Right-of-Way King County Single Family Building Permit King County Developer Extension Agreements for water and Soos Creek Water& Sewer District Sewer Service � Sewer extension Soos Creek Water& Sewer District :r �. � � Technical Information Report Section 7-1 � SANDHU SUBDIVISION June 11, 2007 � � � Site Development Associates, LLC SECTION 8 — Erosion/Sedimentation Control Design , r Technical Information Report Section 8 • SANDHU SUBDIVISION June 11, 2007 � � � � � --, � ---- ---------- Site Development Associates, LLC Core Requirement No. 5 - Erosion and Sediment Control In order to protect the downstream conditions from sediments, several erosion control Best Management Practices (BMP's)from the King County Surface Water Design Manual will be utilized. During and after grading, and during house construction, the site will be stabilized with appropriate BMP's consisting of silt fencing, mulching and hydroseeding. A temporary construction entrance will be installed for construction related traffic. Filter fabric will be placed over catch basin grates. All yard areas will be landscaped. Additionally, limiting earthwork and utility construction activities to dry weather conditions, minimizing area and duration of soil exposure, construction of temporary storage basins and protective dikes to control storm runoff, and stockpiling and sheathing of strippings, will further reduce the potential for silt-laden runoff. Interim measures to be employed during construction will include the construction of sediment basins, the installation of silt fences along the low side of the areas to be cleared and graded, and mulching and hydroseeding of exposed soils after attainment of final grade. - Stockpiles will be covered with polyethylene sheathing. Additional erosion control measures by individual builders are recommended during construction of houses. These should include installation of a silt fence at the roadside, placing a bed of builder's - sand between the house and the street, and covering stockpiles. PURPOSE OF PLAN The Temporary Erosion and Sediment Control (TESC) Plan describes the temporary BMPs selected for stormwater detention and water quality treatment during construction of this project. A BMP is a physical, structural, and/or managerial practice that prevents or reduces the pollution of water. The goal of the TESC Plan is to prevent turbid discharges and sediments from leaving the site and to meet Water Quality Standards as defined in WAC 173-201A. Should field conditions during construction require additional temporary BMPs or if a change in placement of temporary BMPs is needed, this plan shall be modified by the developer. The objectives of this TESC Plan are to: • Implement BMPs to minimize erosion and sedimentation from �ainfall at construction sites, and to identify, reduce, eliminate, or prevent the pollution of stormwater. • Prevent violations of surface water quality, ground water quality, or sediment management standards. • Prevent, during the construction phase, adverse water quality impacts including impacts on beneficial uses of the receiving water by controlling peak rates and volumes of stormwater runoff at outfalls and downstream of the outfalls. ; ' EROSION AND SEDIMENT CONTROL MINIMUM REQUIREMENTS Minimum requirements of the 1998 King County Surface Water Design Manual for erosion and sediment control will be implemented during the design and construction of this project. These requirements include the following: � Technical Information Report Section 8-1 SANDHU SUBDIVISION June 11, 2007 � � _- Site Development Associates, LLC STABLIZATlON AND SFD/MENT TRAPPING All exposed and unworked soils shall be stabilized according to the following criteria: From October 1 to April 30, no exposed and unworked soils shall remain unstabilized (exposed)for more than two days. Non-erodible, clean, granular base materials shall be applied to stabilize all trafficked areas. From Mav 1 to September 30, no exposed and unworked soils on slopes shall remain unstabilized (exposed) for more than seven days. DELINEATE CLEARING AND EASEMENT LIMITS All existing vegetation (trees, bushes, shrubs, grasses) shall be preserved when not required for the construction of the project. The Contractor is required to survey, stake, and flag the clearing limits shown in the Plans and/or areas not to be disturbed including easements, setbacks, sensitive and critical areas and associated buffers, and buffers for drainage courses before any clearing or grubbing can begin. PROTECTION OFADJACENT PROPFRTIES Properties adjacent to the project site shall be fully protected from sediment deposition. Suitable sediment traps shall be installed on the project site to prevent sediment runoff. TIMING OF SEDIMENT TRAPPING MEASURES Sediment ponds and traps, perimeter dikes, sediment barriers, and other BMPs intended to trap sediment on site shall be constructed as a first step prior to any land disturbing activities. These BMPs shall be functional before land disturbing activities take place. Earthen structures such as dams, dikes, and diversions shall be seeded and mulched, or otherwise stabili2ed, according to the timing and dates indicated a bove. CUT AND FILL SLOPES Cut and fill slopes shall be constructed in a manner that will minimize erosion. Cut and fill slopes shall have erosion control BMPs installed for slope protection as needed. During construction, exposed slopes shall have seed, fertilizer, and mulch applied. When seeding and mulching are not possible, plastic covering or other suitable cover shall be applied. Finished slopes shall have permanent seeding applied between March 1 and May 15 or August 15 and October 1. Outside these specified application periods, temporary cover shall be applied. STORM DRAIN/NLET PROTECTION All storm drain inlets used to discharge runoff from the construction site shall be protected so that stormwater runoff shall not enter the conveyance system without first being filtered or otherwise treated to remove sediment. Technical Information Report Section 8-2 SANDHU SUBDIVISION June 11, 2007 � � � �, Site Development Associates, LLC UNDERGROUND UTILITY CONS7RUCT/ON � No more than 500 feet of storm drain or utility trench shall be opened at one time. Where consistent with safety and space considerations, excavated material shall be ' placed on the uphill side of the trench. All de-watering devices shall discharge into a sediment trap or sediment pond. CONSTRUCTION ACCESS ROUTES Wherever construction vehicle access routes intersect paved roads, provisions mus` be made to minimize the transport of sediment and mud onto the paved roads. If ' sediment is transported onto a road surface, the road shall be cleaned thoroughly at the end of each day. Sediment shall be removed from roads by shoveling or sweeping and be transported to a controlled sediment disposal area. REMOVAL OF TEMPORARY BMPS All temporary erosion and sediment control BMPs shall be removed within 30 days after final site stabilization is achieved. The Contractor shall remove the item, then clean, restore and permanently stabilize all disturbed areas. Trapped sediment shall - be removed or stabilized on site. DEWATER/NG CONSTRUCTION SITES Dewatering devices shall discharge into a sediment trap or sediment pond. The rate of dewatering discharge shall not exceed the design capacity of the sediment trap or pond. If required in the project's special provisions a dewatering plan shall be submitted for approval before implementation. In the event that the contractor shall encounter areas that require dewatering no work, except the erosion control measures as needed to remedy unforeseen water quality problems, shall commence or continue until a dewatering plan approved by King County DDES, is obtained. The Developer shall be responsible for preparing, submitting, and obtaining approval for dewatering plans in such situations. MA/NTENANCE �- All temporary and permanent erosion control BMPs shall be maintained and repaired �. as needed to assure continued perFormance of their intended function. � �( TEMPORARY EROSION AND SEDIMENT CONTROL BMPS , �`i This section presents the temporary BMPs that were selected to control erosion and � sediment during construction of this project. The BMPs selected include Source Control M( BMPs, Sediment Control BMPs, and Structural Erosion Control BMPs. � The type and location of TESC BMPs used during construction may vary from those presented below. This plan may be modified by the Developer in the field as necessary to control erosion and the migration of sediments at the project site. � Technical Information Report Section 8-3 � SANDHU SUBDIVISION June 11, 2007 � __— _ _---- -__------- _ Site Development Associates, LLC The proposed locations of the selected TESC BMPs are presented on the TESC Plan Sheets. SOURCE CONTROL BMPS Source control BMPs selected for this project include seeding and mulching. f SEDIMENT CONTROL BMPS � The BMPs selected for the control of sediment include filter fence, check dams, storm drain inlet protection, and sediment traps. STRUCTURAL EROSION CONTROL BMPS Structural Erosion Control BMPs selected include stabilized construction entrance and interceptor swale. WATER QUALITY MONITORING = King County may determine that water quality monitoring is warranted. If needed, the Developer shall measure turbidity, pH and temperature at all of the identified site discharge points after each 24-hour rainfall events of 0.5 inches or greater. If turbidity at , any of the site discharge points exceeds the water quality standards (WAC 173-201A), then the Developer shall make appropriate adjustments to the TESC plan. Turbidity will " be measured with a HACH 2100P portable turbidiry meter or equivalent and reported in � Nephelometric Turbidity Units (NTUs). �`�_ I II , Technical Information Report Section 8-4 SANDHU SUBDIVISION June 11, 2007 SEDIMENT TRAP DESIGN - BASIN 'A' Project Name: Sandhu Subdivision By: SAM Project Number: 107-014-05 Date: 11/15/2006 DRAINAGE CRITERIA: 1998 King County Surface Water Design Manual RAINFALL METHOD: King County Runoff Time Series(KCRTS} METHOD OF ANALYSIS: (Section 5.4.5.1 KCSWDM) Step 1) Required Sediment Trap Surface Area Q2= 0.417 cfs H=Storage depth= 3.5 ft Z=Sideslope= 3 ft/ft T= Dewatering time= 24 hr FS= Factor of Safety ��3��r 2 G= Gravity= 32.2 ft/s^2 As = Req'd surface area=Q2' FS*2080 sf/cfs= 1735 sf Step 2)Provided Sediment Trap Surface Area Provided trap dimensions: width ft len th ft bottom= 38 10 water surFace= 59 31 AREA= 1829 sf, OK! top= 65 37 I� � 1 � � � devl Flow Frequency Analysis Time Series File:devl.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 0.417 6 2/09/O1 2:00 0.833 1 100.00 0.990 0.351 8 1/05/02 16:00 0. 569 2 25.00 0.960 0. 500 3 2/27/03 7:00 0. 500 3 10.00 0.900 0.391 7 8/26/04 2:00 0.468 4 5.00 0.800 0.468 4 10/28/04 16:00 0.444 5 3.00 0.667 0.444 5 1/18/06 16:00 0.417 6 2.00 0. 500 - 0. 569 2 10/26/06 0:00 0.391 7 1. 30 0.231 0.833 1 1/09/08 6:00 0.351 8 1.10 0.091 Computed Peaks 0.745 50.00 0.980 �� , x- � Page 1 � � � � Site Development Associates, LLC SECTION 9 — Bond Quantities Worksheet and R/D Facility Summary ��_� , ; , . ., , Technical Information Report Section 9 SANDHU SUBDIVISION June 11, 2007 � � � Site Development Associates, LLC Bond Quantities Worksheet Technical Information Report Section 9-1 � SANDHU SUBDIVISION June 11, 2007 � Site Improvement Bond Quantity Worksh��et . King County Department of Development&Environmental Services 900 Oakesdale Avenue Southwest Renton,Washington 98055-1219 FOr aIt@rtic']te fOC'C118tS, call 206-296-6600. 206-296-6600 TTY 206-296-7217 Project Name: Sandhu SubdiviSion �ate: 11-Jun-07 �ocat�or,: Renton, Washington Project No.: L03P0027 Activity No.: L06SR045 Note: All prices include labor, equipment, materials, overhead and Clearing greater than or equal to 5,000 board feet of timber? profit. Prices are from RS Means d�ita adjusted for the Seattle area j or from local sources if not included in the RS Means database. I yes X no If yes, � Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 ', Unit prices updated: 02/12/02 Version: 04/22/02 KC bond quantities worksheet.xls Check out the DDES Web site at www.metrokc._qov/ddes Report Date: 6/19/2007 Site Improvement Bond Quantity WorkshE�et : ,�,, , ,r rv..�, Unit � � � #of � � ! '' '' Reference# Price Unit Quantit Applications Cost EROSION/SEDIMENT CONTROL Number , Backfill F� compaction-embankment ESC-1 $ 5.62 CY � Check dams,4"minus rock ESC-2 SWDM 5.4.6.3 $ 67.51 Each 8 1 540 Crushed surfacing 1 1/4" minus ESC-3 WSDOT 9-03.9(3) $ 85.45 CY Ditching ESC-4 $ 8.08 CY 100 1 808 Excavation-bulk ESC-5 $ 1.50 CY Fence, silt ESC-6 SWDM 5.4.3.1 $ 1.38 LF 1215 1 1677 Fence, Temporary(NGPE) ESC-7 $ 1.38 LF 585 1 807 Hydroseeding ESC-8 SWDM 5.4.2.4 $ 0.59 SY Jute Mesh ESC-9 SWDM 5.4.2.2 $ 1.45 SY Mulch, by hand, straw, 3"deep ESC-10 SWDM 5.4.2.1 $ 2.01 SY Mulch, by machine, straw, 2"deep ESC-11 SWDM 5.4.2.1 $ 0.53 SY Piping,temporary, CPP, 6" ESC-12 $ 10.70 LF Pipin , temporary, CPP, 8" ESC-13 $ 16.10 LF Piping, tempora , CPP, 12" ESC-14 $ 20.70 LF 116 1 2401 Plastic covering, 6mm thick, sandbagged ESC-15 SWOM 5.4.2.3 $ 2.30 SY Rip Rap, machine placed; slopes ESC-16 WSDOT 9-13.1 2) $ 39.08 CY Rock Construction Entrance, 50'x15'x1' ESC-17 SWDM 5.4.4.1 $ 1,464.34 Each Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 $ 2,928.68 Each 1 1 2929 Sediment pond riser assembly ESC-19 SWDM 5.4.5.2 $ 1,949.38 Each Sediment trap, 5' high berm ESC-20 SWDM 5.4.5.1 $ 17.91 LF 200 1 3582 Sed.trap,5'high,riprapped spillway berm section ESC-21 SWDM 5.4.5.1 $ 68.54 LF 6 1 411 Seeding, by hand ESC-22 SWDM 5.4.2.4 $ 0.51 SY Sodding, 1"deep, level ground ESC-23 SWDM 5.4.2.5 $ 6.03 SY Sodding, 1"deep, sloped ground ESC-24 SWDM 5.4.2.5 $ 7.45 SY TESC Supervisor ESC-25 $ 74.75 HR 20 1 1495 Water truck, dust control ESC-26 SWDM 5.4.7 $ 97.75 HR 20 1 1955 WRITE-IN'=1TEMS **** (see paqe 9) � ' '� � ` '� - � �� q, � � ,. � ,F ,�Ni i,, i� �,, Each ESC SUBTOTAL: $ 16,605.20 30%CONTINGENCY 8�MOBILIZATION: $ 4,981.56 ESC TOTAL: $ 21,586.76 COLUMN: A Page 2 of 9 Unit prices updated: 02/12/02 Version: 04/22/02 KC bond quantities worksheet.xls Check out the DDES Web site at www.metrokc._qov/ddes Report Date: 6/19/2007 � Site Improvement Bond Quantity Worksheet Existing Future Public Prlvate'" Quantity Completed Right-of-Way Road Improvements Imprc�vements (Bond Reduction)" &Draina e Facilitles Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost _,�,. . �. � �� illi l�l'"'illiliii�f�� 11�1i h�'iiHl�,��l�iitlui�irriy m i i�+ ��u,�.�� ,^.:.. ��a.;., �� GENERAL ITEMS Na �I } f�� , � Vi��,�,�ti �� u ?r Backfill&Compaction-embankment GI- 1 $ 5.62 CY Backfill&Compaction-trench GI-2 $ 8.53 CY Clear/Remove Brush,b hand GI-3 $ 0.36 SY Clearing/GrubbinglTree Removal GI-4 $ 8,876.16 Acre 0.25 2,219.04 0.23 2,041.52 1.72 15,267.00 Excavation-bulk GI-5 $ 1.50 CY 136 204.00 3512 5,268.00 989 1,483.50 Excavation-Trench GI-6 $ 4.06 CY Fencin ,cedar,6'hi h GI-7 $ 18.55 LF Fencin ,chain link,vin I coated, 6'high GI-8 $ 13.44 LF 54 725.76 765 10,281.60 Fencin ,chain link, ate,vin I coated, 2 GI-9 $ 1,271.81 Each Fencin ,s lit rail,3'high GI-10 $ 12.12 LF 660 7,999.20 Fill&compact-common barrow GI-11 $ 22.57 CY 426 9,614.82 238 5,371.66 222 5,010.54 Fill&compact-gravel base GI-12 $ 25.48 CY Fill&com act-screened topsoil GI-13 $ 37.85 CY 450 17,032.50 Gabion, 12"deep,stone filled mesh GI-14 $ 54.31 SY Gabion, 1 S"deep,stone filled mesh GI-15 $ 74.85 SY Gabion,36"deep,stone filled mesh GI-16 $ 132.48 SY Gradin ,fine,b hand GI-17 $ 2.02 SY Grading,fine,with grader GI-18 $ 0.95 SY 1233 1,171.35 1111 1,055.45 10042 9,539.90 Monuments,3'long GI-19 $ 135.13 Each 2 270.26 Sensitive Areas Sign GI-20 $ 2.88 Each 6 17.28 Soddin , 1"deep,sloped ground GI-21 $ 7.46 SY Surve ing,line 8�grade GI-22 $ 788.26 Da 2 1,576.52 4 3,153.04 Surve in ,lot location/tines GI-23 $ 1,556.64 Acre 1.72 2,677.42 Traffic control crew(2 flaggers) GI-24 $ 85.18 HR 40 3,407.20 40 3,407.20 Trail,4"chi ed wood GI-25 $ 7.59 SY Trail,4"crushed cinder GI-26 $ 8.33 SY Trail,4"top course GI-27 $ 8.19 SY Wall,retaining,concrete GI-28 $ 44.16 SF Wall,rockery GI-29 $ 9.49 SF Page 3 of 9 SUBTOTAL 18,918.69 30,848.73 _ 59,027.34 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 4/22/02 KC bond quantities worksheet.xls Check out the DDES Web site at www.metrokc.gov/ddes Report Date: 6/19/2007 � Site Improvement Bond Quantity Worksheet: �" Existing Future Public P�rlvate Bond Reduction" Right-of-way Road Improvements Impravements &Draina e Facilitfes Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost RbAbyMPROVEMENT''� No." ",;�� ,�ri � i �� , �„� ..�. , �„� �� x ;��,,.,, ;,�;��,�� ,��,, .�� i�l�i'uii � , � . ,�..., ,,., , ,,, AC Grinding,4'wide machine< 1000s RI-1 $ 23.00 SY 310 7,130.00 AC Grindin ,4'wide machine 1000-200 RI-2 $ 5.75 SY AC Grinding,4'wide machine>2000s RI-3 $ 1.38 SY AC RemovaUDis osal/Repair RI-4 $ 41.14 SY Barricade,t e I RI-5 $ 30.03 LF Barricade,t e III(Permanent) RI-6 $ 45.05 LF Curb&Gutter,rotted RI-7 $ 13.27 LF 411 5,453.97 Curb&Gutter,vertical RI-8 $ 9.69 LF 350 3,391.50 Curb and Gutter,demolition and disposa RI-9 $ 13.58 LF Curb,extruded asphalt RI-10 $ 2.44 LF Curb,extruded concrete RI-11 $ 2.56 LF Sawcut,asphalt,3"de th RI-12 $ 1.85 LF 350 647.50 Sawcut,concrete,per 1"de th RI-13 $ 1.69 LF Sealant,as halt RI-14 $ 0.99 LF 350 346.50 Shoulder,AC, see AC road unit price) RI-15 $ - SY Shoulder,gravel,4"thick RI-16 $ 7.53 SY Sidewalk,4"thick RI-17 $ 30.52 SY Sidewalk,4"thick,demolition and dispos RI-18 $ 27.73 SY Sidewalk,5"thick RI-19 $ 34.94 SY 200 6,988.00 365 12,753.10 Sidewalk,5"thick,demolition and dis os RI-20 $ 34.65 SY Si n,handica RI-21 $ 85.28 Each Stri in , er stall RI-22 $ 5.82 Each Striping,thermo lastic, for crosswalk) RI-23 $ 2.38 SF Striping,4"reflectorized line RI-24 $ 0.25 LF Page 4 of 9 SUBI�OTAL 18,503.50 18,207.07 _ Unit prices updated: 02/12/02 "KCC 27A authorizes only one bond reduction. Version: 4/22/02 KC bond quantities worksheet.xls Check out the DDES Web site at www.mefrokc.pov/ddes Report Date: 6/19/2007 � Site Improvement Bond Quantity Worksheet Existing Future Public' ' Pi�ivate Bond Reduction" Right-of-way Road Improvements Impravements &Draina e Facflities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost ROAD SURFACING (4"Rock=2.5 base&1.5"tap cnurse) For'93 KCRS(6.5"Rock=5"base&1.5"top course) "„��°'1��11�@�u°' For KCRS'93, (additional 2.5"base)add RS- 1 $ 3.60 SY AC Overla , 1.5"AC RS-2 $ 7.39 SY AC Overla ,2"AC RS-3 $ 8.75 SY 310 2,712.50 AC Road,2",4"rock,First 2500 SY RS-4 $ 17.24 SY 780 13,447.20 837 14,429.88 345 5,947.80 AC Road,2",4"rock,Qt .over 2500SY RS-5 $ 13.36 SY AC Road,3",4"rock,First 2500 SY RS-6 $ 19.69 SY AC Road,3",4"rock,Qt .over 2500 SY RS-7 $ 15.81 SY AC Road,5",First 2500 SY RS-8 $ 14.57 SY AC Road,5",Qt .Over 2500 SY RS-9 $ 13.94 SY AC Road,6",First 2500 SY RS-1 $ 16.76 SY AC Road,6",Qt .Over 2500 SY RS-11 $ 16.12 SY Asphalt Treated Base,4"thick RS-1 $ 9.21 SY Gravel Road,4"rock,First 2500 SY RS-1 $ 11.41 SY Gravel Road,4"rock,Qt .over 2500 SY RS-1 $ 7.53 SY PCC Road,5",no base,over 2500 SY RS-1 $ 21.51 SY PCC Road, 6",no base,over 2500 SY RS-1 $ 21.87 SY Thickened Edge RS-1 $ 6.89 LF Page 5 of 9 SUBTOTAL 16,159.70 14,429.88 _ 5,947.80 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 4/22/02 KC bond quantities worksheet.xls Check out the DDES Web site at www.metrokc._vov/ddes Report Date: 6/19/2007 � Site Improvement Bond Quantity Worksheet: ' ;�;� ��..�, ,...,, Existing Future Publlc`'" Pirivate BondReduction" Rfght-of-way Road Improvements Impruvements 8 Draina e Facilities Quant. Unit F'rice Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost .�..� i ..ti �9�:1II. { J,n�i�..N I��ih.. Ji: i�ii � ii,iii�tlp•7t-is p,l',,,I� i f ., In li,,,.l;,�i Ir;1,�,'�.r.�� y�,�jll Iln fil ,PR �'.; � n, ,7i� � ,.,� . . DRAINAGE (CPP—Corru'ga��dPla`sti��Pipe;Nl2�o��,,�,qurv2il�; u,,�+��r ��, ��EorGuivett ric�S;'cAvera e6p"�'�coverw�s:assu�ned?�As`swin'�� erforat�PVC�is�same�� ric'eassblitl�� iae:' '�� Access Road,R/D D-1 $ 16.74 SY 55 920.70 Bollards-fixed D-2 $ 240.74 Each Bollards-removable D-3 $ 452.34 Each 6 2,714.04 '(CBs include frame and lid) CB Type I D-4 $ 1,257.64 Each 5 6,288.20 7 8,803.48 2 2,515.28 I CB Type IL D-5 $ 1,433.59 Each CB Type II,48"diameter D-6 $ 2,033.57 Each 4 8,134.28 1 2,033.57 1 2,033.57 for additional depth over 4' D-7 $ 436.52 FT 6 2,619.12 5 2,182.60 5 2,182.60 CB Type II,54"diameter D-8 $ 2,192.54 Each 1 2,192.54 , for additional depth over 4' D-9 $ 486.53 FT 3 1,459.59 I� CB T pe 11,60"diameter D-10 $ 2,351.52 Each for additional depth over 4' D-11 $ 536.54 FT CB T pe II,72"diameter D-12 $ 3,212.64 Each 1 3,212.64 for additional depth over 4' D-13 $ 692.21 FT 2 1,384.42 Throu h-curb Inlet Framework(Add) D-14 $ 366.09 Each Cleanout,PVC,4" D-15 $ 130.55 Each Cleanout,PVC,6" D-16 $ 174.90 Each 9 1,574.10 Cleanout,PVC,8" D-17 $ 224.19 Each Culvert,PVC,4" D-18 $ 8.64 LF I Culvert,PVC,6" D-19 $ 12.60 LF 90 1,134.00 � Culvert,PVC, 8" D-20 $ 13.33 LF �i Culvert,PVC, 12" D-21 $ 21.77 LF 461 10,035.97 440 9,578.80 I Culvert,CMP,8" D-22 $ 17.25 LF Culvert,CMP, 12" D-23 $ 26.45 LF 178 4,708.10 Culvert,CMP, 15" D-24 $ 32.73 LF Culvert,CMP,18" D-25 $ 37.74 LF Culvert,CMP,24" D-26 $ 53.33 LF Culvert,CMP,30" D-27 $ 71.45 LF Culvert,CMP,36" D-28 $ 112.11 LF Culvert,CMP,48" D-29 $ 140.83 LF Culvert,CMP,60" D-30 $ 235.45 LF Culvert,CMP,72" D-31 $ 302.58 LF Page 6 of 9 SUBTOTAL 31,785.67 34,482.38 9,439.55 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. V2�SiOn: 4/22/02 KC bond quantities worksheet.xls Check out the DDES Web site at www.metrokc.srov/ddes Report Date: 6/19/2007 Site Improvement Bond Quantity Worksheet. ' ' ExisUng Future Public Private Bond Reduction• Right-of-way Road Improvements Imprc�vements DRAINAGE CONTINUED &Drainage Facilities Quant. No. Unit F�rice Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost Culvert,Concrete,8" D-32 $ 21.02 LF Culvert,Concrete,12" D-33 $ 30.05 LF Culvert,Concrete,15" D-34 $ 37.34 LF Culvert,Concrete,18" D-35 $ 44.51 LF Culvert,Concrete,24" D-36 $ 61.07 LF Culvert,Concrete,30" D-37 $ 104.18 LF ' Culvert,Concrete,36" D-38 $ 137.63 LF Culvert,Concrete,42" D-39 $ 158.42 LF ! Culvert,Concrete,48" D-40 $ 175.94 LF I Culvert,CRP,6" D-41 $ 10.70 LF I Culvert,CPP,8" D-42 $ 16.10 LF I Culvert,CPP, 12" D-43 $ 20.70 LF Culvert,CPP, 15" D-44 $ 23.00 LF Culvert,CPP,18" D-45 $ 27.60 LF Culvert,CPP,24" D-46 $ 36.80 LF � Culvert,CPP,30" D-47 $ 48.30 LF Culvert,CPP,36" D-48 $ 55.20 LF j Ditching D-49 $ 8.08 CY i Flow Dis ersal Trench (1,436 base+) D-50 $ 25.99 LF 161 5620.39 French Drain (3'depth) D-51 $ 22.60 LF Geotextile,laid in trench, ol rop lene D-52 $ 2.40 SY Infiltration ond testing D-53 $ 74.75 HR Mid-tank Access Riser,48"dia, 6'deep D-54 $ 1,605.40 Each Pond Overflow S illwa D-55 $ 14.01 SY Restrictor/Oil Separator, 12" D-56 $ 1,045.19 Each Restrictor/Oil Separator, 15" D-57 $ 1,095.56 Each Restrictor/Oil Separator, 18" D-58 $ 1,146.16 Each 2 2292.32 ' Ri rap,placed D-59 $ 39.08 CY 1 39.08 1 39.08 Tank End Reducer(36"diameter) D-60 $ 1,000.50 Each Trash Rack, 12" D-61 $ 211.97 Each Trash Rack, 15" D-62 $ 237.27 Each Trash Rack, 18" D-63 $ 268.89 Each Trash Rack,21" D-64 $ 306.84 Each Page 7 of 9 SUBT"OTAL 39.08 2331.4 _ 5620.39 Unit prices updated: 02/12/02 "KCC 27A authorizes only one bond reduction. VersiOn: 4/22/02 KC bond quantities worksheet.xls Check out the DDES Web site at www.metrokc._4ov/ddes Report Date: 6/19/2007 � � Site Improvement Bond Quantity Worksheet �� "'`` ExisUng Future Public Private Bond Reduction' Right-of-way Road Improvements Impruvements &Draina e Facilities Quant. Unit Frice Unit Quant. Price Quant Cost Quant. Cost Complete Cost PARKING LOT SURFACING No. 2"AC,2"top course rock&4"borrow PL-1 $ 15.84 SY 2"AC, 1.5" to course&2.5"base cour PL-2 $ 17.24 SY 4"select borrow PL-3 $ 4.55 SY 1.5"top course rock&2.5"base course PL-4 $ 11.41 SY WRITE=1N'=1TEIW�5� ,., �� ,�� .��`t!.;�ti ��,I ;, sG� �-� �.�.., .. , �� ,�; ��„ � No. Bird Ca e WI-2 $ 1,000.00 EA 1 1,000.00 Detention Vault WI-3 $235,000 LS 1 235,000.00 WI-4 WI-5 WI-6 WI-7 WI-8 WI-9 wi-io SUBT OTAL 1,000.00 235,000.00 SUBTOTAL(SUM ALL PAGES): 85,406.64 101,299.46 315,035.08 30%CONTINGENCY�MOBILIZATION: 25,621.99 30,389.84 94,510.52 G f2AN DTOTAL: 111,028.63 131,689.29 409,545.60 COLUMN: B C D E Page 8 of 9 Unit prices updated: 02/12/02 "KCC 27A authorizes only one bond reduction. Version: 4/22/02 KC bond quantities worksheet.xls Check out the DDES Web site at www.metrokc.aov/ddes Report Date:6/19/2007 � Site Improvement Bond Quantity Worksh�eet Original bond computations prepared by: Name: Scott Mesic Date: 11-Jun-07 � PE Registration Number: 39377 Tel.#: 425-486-6533 Firm Name: Site Development Associates, LLC Address: 10117 Main Street, Bothell, WA 98011 I�roject No: L03P0027 ROAD IMPROVEMENTS&DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS PERFORMANCE BOND` PUBLIC ROAD 8 DRAINAGE AMOUNT BOND'AMOUNT MAINTENANCE/DEFECT BOND` REQUIRED AT RECORDING OR Stabilization/Erosion Sediment Control (ESC) (A) $ 21,586.8 TEMPORARY OCCUPANCY"' Existing Right-of-Way Improvements (B) $ 111,028.6 Future Public Road Improvements& Drainage Facilities (C) $ 131,689.3 Private Improvements (D) $ 409,545.6 Calculated Quantity Completed (E) $ - Total Right-of Way and/or Site Restoration Bond'/" (A+B) $ 132,615.4 (First$7,500 of bond"shall be cash.) Performance Bond'Amount (A+B+C+D) = TOTAL (T) $ 673,850.3 T x 0.30 $ 202,1'i5.1 OR Minimum bond amount is 1 . Reduced Performance Bond'Total "' (T-E) $ 673,8:i0.3 Use larger o x o or - (g+C)x Maintenance/Defect Bond'Total 0.25= $ 60,679.5 NAME OF PERSON PREPARING BOND'REDUCTION: Date: 'NOTE: The word"bond"as used in this document means any financial guarantee acceptable to King County. **NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required. The restoration requirement shall include the total cost for all TESC as a minimum,not a maximum. In addition,corrective work,both on-and off-site needs to be included Quantities shall reflect worse case sc<�narios not just minimum requirements. For example,if a salmonid stream may be damaged,some estimated costs for restoration needs to be reflected in this amount. The 30%contingency and mobilization costs are computed in this quantity. ***NOTE: Per KCC 27A,total bond amounts remaining after reduction shall not be less than 30%of the original amount(T)or as revised by rnajor design changes. SURETY BOND RIDER NOTE: If a bond rider is used,minimum additional performance bond shall be �-541,234.9 (C+D)-E REQUIRED BOND"AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES Page 9 of 9 Unit prices updated: 02/12/02 Check out the DDES Web site at www.metrokc.gov/ddes Version: 4/22/02 KC bond quantities worksheet.xls Report Date: 6/19/2007 � � � Site Development Associates, LLC R1D Facility Summary I Technical Information Report Section 9-2 � SANDHU SUBDIVISION June 11, 2007 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL STORMWATER FACILITY SUMMARY SHEET Development Sandhu Subdivision Date 1/18/07 Location 12044 SE 184th Street; Renton, WA ENGINEER DEVELOPER Name Scott Mesic Name Davis Real Estate Grou Firm Site Develo ment Associates, LLC Firm Address 10117 Main Street Address 1201 Monster Road SW Bothell, WA 98011 Renton, WA 98055 Phone 425-486-6533 Phone 425-228-5959 Developed Site: Acres 2.5 Number of lots 16 Number of detention facilities on site: 2 Number of infiltration facilities on site: X ponds ponds X vaults vaults tanks tanks Flow control provided in regional facility(give location) NA No flow control required NA Exemption number Downstream Draina e Basins Immediate Ma'or Basin Basin A Soos Creek Soos Creek Basin B Basin C Basin D Number&type of water quality facilities on site: biofiltration swale (regulaz/wet/or sand filter(basic or large?) continuous inflow?) sand filter, linear(basic or large?) ' X combined detention/WQ pond sand filter vault(basic or large?) (WQ portion basic or large?) X combined detention/wetvault stormwater wetland compost filter wetpond(basic or large?) , filter strip wetvault flow dispersion farm management plan landscape management plan oiUwater separator(baffle or coalescing plate?) catch basin inserts: Manufacturer pre-settling pond • 199fi Surface Water Design Manual 9i1i98 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL pre-settling structure: , Manufacturer flow-splitter catchbasin DESIGN INFORMATION INDIVIDUAL BASIN A B C D Water Quali desi flow 0.412 cfs Water Quality treated volume or 16,200 cf wet ond Vr • 9/1/98 1998 Surface V�'ater Design Manual 2 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL DESIGN TOTAL INDNIDUAL BASIN INFORMATION, cont'd Drainage basin(s) A B C D Onsite area 2.08 ac Offsite area NA Type of Storage Vault Facili Live Stora e Volume 21,600 cf ' Predeveloped Runoff 2-year 0.097 cfs � Rate 10- ear 0.160 cfs 100- ear 0.269 cfs Develo ed runoff rate 2- ear 0.072 cfs 10- ear 0.093 cfs 100- ear 0.109 cfs � T e of restrictor Riser Size of No. 1 1.375" � orifice/restriction No. 2 0.5" No. 3 No. 4 FLOW CONTROL&WATER QUALITY FACILITY SUMMARY SHEET SKETCH All detention, infiltration and water quality facilities must include a sketch per the following criteria: 1. Heading for the drawings should be located at the top of the sketch (top right-hand corner). The heading should contain: • North arrow (point up or to left) • D9# • Plat name or short plat number • Address (nearest) • Date drawn (or updated) • Thomas Brothers page, grid number 2. Label CBs and MHs with the plan and profile designation. Label the control structure in writing or abbreviate with C.S. Indicate which structures provide spill control. 3. Pipes-- indicate: Pipe size Pipe length Flow direction Use s single heavyweight line 4. Tanks-- use a double,heavyweight line and indicate size (diameter) 5. Access roads • Outline the limits of the road • Fill the outline with dots if the road is gravel. Label in«�riting if another surface. 6. Other Standard Symbols: . 1998 Surface Water Design Manual 9/1�`98 Z KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL • B011ards: � • • • ■ ■ ■ ■ • Rip rap o00000 000000 Fences --x---x---x---x---x---x--- • Ditches �n�---�n�--�-C m��D 7. Label trash racks in writing. 8. Label all streets with the actual street sign designation. If you don't know the actual street name, consult the plat map. 9. Include easements and lot lines or tract limits when possible. 10. Arrange all the labeling or writing to read from left to right or from bottom to top with reference to a properly oriented heading. 11. Indicate driveways or features that may impact access, maintenance or replacement. • 9!1/98 1998 Surface Water Design Manual d � � � Site Development Associates, LLC SECTION 10 — Maintenance and Operations Manual I ' Technical Information Report Section 10 � SANDHU SUBDIVISION June 11, 2007 I � � � Site Development Associates, LLC OPERATION & MAINTENANCE MANUAL NO. 1 -WATER QUALITY FACILITIES Wetvaults Maintenance Defect or Problem Condition When Maintenance is Needed Recommended Maintenance to Component Correct Problem Wetvault Trash/Debris Trash and debris accumulated in vault,pipe Remove Vash and debris from vault. Accumulation or inleU ouUet,(includes floatables and non- floatables). Sediment Sediment accumulation in vault bottom Remove sediment from vault. Accumulation in Vault exceeds the depth of the sediment zone plus 6-inches. Damaged Pipes InIeU outlet piping damaged or broken and Pipe repaired and!or replaced. in need of repair. Access Cover Cover cannot be opened or removed, Pipe repaired or replaced to proper Damaged/Not especially by one person. working specifications. Working Ventilation Ventilation area blodced or plugged Remove or clear blocking material from ventilation area. A specified°/a of the vault surface area must provide ventilaGon to the vault interior(see p.6- 82 for required%). Vault Structure Vault:Cracks wider than 1/2-inch and any Repair cradcs wider than 1/4-inch at the Damaged evidence of soil particles entering the joint of the inleU outiet pipe.Make repairs structure through the cradcs,or so that vault is structurally sound. maintenance/inspection personnel determines that the vault is not structurally sound. Baffles Baffles corroding,cracking,warping and/or Repair or replace baffles to showing signs of failure as detertnined by specifications. maintenance/inspection staff. Access Ladder Ladder is corroded or deteriorated,not Ladder replaced or repaired to Damage functloning properly,missing rungs,has specifications,and is safe to use as cradcs and/or misaligned. Confined space determined by inspection personnel. waming sign missing. Replace sign waming of confined space entry requirements. Technical Information Report Section 10.1 SANDHU SUBDIVISION June 11, 2007 � � Site Development Associates, LLC NO. 2 -CLOSED DETENTION SYSTEMS (VAUL� Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Storage Area Plugged Air Vents One-half of the cross section of a vent is blodced at Vents free of debris and any point with debris and sediment sediment Debris and Accumulated sediment depth exceeds 10%of the All sediment and debris Sediment diameter of the storage area for YZ length of storage removed from storage area. vault or any point depth exceeds 15%of diameter. Example:72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than Y�length of tank. Joints Between Any crack allowing material to be transported into All joint between tank/pipe TanklPipe Section faality sections are sealed Tank Pipe Bent Out Any part of tank/pipe is bent out of shape more than Tank/pipe repaired or replaced of Shape 10%of it's design shape to design. Manhole Cover Not in Place Cover is missing or only partially in place.Any open Manhole is closed. manhole requires maintenance. Locking Mechanism cannot be opened by one maintenance Mechanism opens with proper Mechanism Not person with proper tools.Bolts into frame have less tools. Working than Y=inch of thread(may not apply to self-lodcing lids.) Cover Difficult to One maintenance person cannot remove lid after Cover can be removed and Remove applying 801bs of lift. Intent is to keep cover from reinstalled by one maintenance sealing off access to maintenance. person. Ladder Rungs King County Safety O�ce and/or maintenance person Ladder meets design standards Unsafe judges that ladder is unsafe due to missing rungs, allows maintenance person safe misalignment,rust,or cracks. access. Catch Basins See"Catch Basins"Standards No.4 See`Catch Basins"Standards No.4 Technical Information Report Section 10.2 I SANDHU SUBDIVISION June 11 , 2007 � � � ,_ Site Development Associates, LLC , NO. 3-CONTROL STRUCTUREIFLOW RESTRICTOR Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Perfonned General Trash and Debris Distance between debris build-up and bottom of All trash and debris removed. (Includes Sediment) orifice plate is less than 1-1/2 feet. Structural Damage Structure is not securely attached to manhole wall Structure securely attached to and ouUet pipe structure should support at least wall and outlet pipe. 1,000 Ibs of up or down pressure. i Structure is not in upright position(allow up to Structure in correct position. 10%from plumb). Connections to ouUet pipe are not watertight and Connections to outlet pipe are show signs of rust. water tight;structure repaired or replaced and works as designed. Any holes--other than designed holes--in the Structure has no holes other structure. than designed holes. Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is watertight and wo�ks as designed. Gate cannot be moved up and down by one Gate moves up and down easily maintenance person. and is watertight. Chain leading to gate is missing or damaged. Chain is in place and works as designed. Gate is rusted over 50%of its surface area. Gate is repaired or replaced to meet design standards. Orifice Plate Damaged or Missing Control device is not worlcing properly due to Plate is in place and works as missing,out of place,or bent orifice p�ate. designed. Obstructions Any trash,debris,sediment,or vegeta6on Plate is free of all obstruc6ons blocking the plate. and works as designed. Overflow Pipe Obstructions Any Vash or debris blocking(or having the Pipe is free of all obstructions potenGal of blocking)the overftow pipe. and works as designed. Manhole See"Closed Deten6on Systems"Standards No. 1 See"Closed Detention Systems' Standards No. 1 Catch Basin See"Catch Basins"Standards No.4 See'Catch Basins"Standards No.4 Technical Information Report Section 10.3 � SANDHU SUBDIVISION June 11, 2007 � � � Site Development Associates, LLC NO.4-CATCH BASINS Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed General Trash&Debris Trash or debris of more than 1/2 cubic foot which is No Trash or debris located (Includes Sediment) located immediately in front of the catch basin immediately in front of qtch �� opening or is blodcing capacity of the basin by basin opening. more than 10% Trash or debris(in the basin)that exceeds 1/3 the No trash or debris in tfie catch depth from the bottom of basin to invert the lowest basin. pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blodcing Inlet and outlet pipes free of more than 1/3 of its height, trash or debris. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause c:omplaints or dangerous present within the catch basin. ' gases(e.g.,methane). i Deposits of garbage exceeding 1 cubic foot in No condition present which volume would attract or support the breeding of insects or rodents. Structure Damage to Comer of frame extends more than 3/4 inch past Frame is even with curb. Frame and/or Top Slab curb face into the street(If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks wider than 1/4 inch(intent is to make sure cracks. all material is running into basin). Frame not sitting flush on top slab,i.e.,separation Frame is sitting flush on top of more than 3/4 inch of the frame from the top slab. sfab. Cracks in Basin Walls/ Cracks wider than 1/2 inch and longer than 3 feet, Basin replaced or repaired to Bottom any evidence of soil particles entering catch basin design standards. through cradcs,or maintenance person judges that structure is unsound. Cracks wider than 1/2 inch and longer than 1 foot No cracks more than 1/4 inch at the joint of any inleU ouUet pipe or any evidence wide at the joint of inleUoutlet of soil particles entering catch basin through pipe. cracks. SedimenU Basin has settled more than 1 inch or has rotated Basin replaced or repaired to Misalignment more than 2 inches out of alignment. design standards. Technical Information Report Section 10.4 � SANDHU SUBDIVISION June 11, 2007 I � � � Site Development Associates, LLC � NO. 4-CATCH BASINS (CONTINUED) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is perfortned Fire Hazard Presence of chemicals such as natural gas,oil and No flammable chemicals gasoline. present. Vegetation Vegetation growing across and blocking more than No vegetation blocking opening 10%of the basin opening. to basin. Vegetation growing in inleUouUet pipe joints that is No vegetation or root growth more than six inches tall and less than six inches present. apart. Pollution Nonflammable chemicals of more than 1/2 cubic foot No pollution present other than per three feet of basin length. surface film. Catch Basin Cover Cover Not in Place Cover is missing or only partially in place.Any open Catch basin cover is closed catch basin requires maintenance. Locking Mechanism Mechanism cannot be opened by on maintenance Mechanism opens with proper Not Working person with proper tools.Bolts into frame have less tools. than 1/2 inch of thread. Cover Difficult to One maintenance person cannot remove lid after Cover can be removed by one Remove applying 80 Ibs.of lift;intent is keep cover from maintenance person. sealing off access to maintenance. Ladder Ladder Rungs Ladder is unsafe due to missing rungs,misalignment, Ladder meets design standards Unsafe rust,cracks,or sharp edges. and allows maintenance person safe access. Metal Grates Grate with opening wider than 7/8 inch. Grate opening meets design (If Applicable) standards. Trash and Debris Trash and debris that is blodcing more than 20%of Grate free of trash and debris. grate surface. Damaged or Grate missing or broken member(s)of the grate. Grate is in place and meets � Missing. design standards. NO. 5 DEBRIS BARRIERS (E.G., TRASH RACKS) Maintenance Defect Condition When Maintenance is Needed Results Expected When Components Maintenance is PerFortned. General Trash and Debris Trash or debris that is plugging more than 20%a of Barrier clear to receive capacity ' the openings in the barrier. flow. Metal Damaged/Missing Bars are bent out of shape more than 3 inches. Bars in place with no bends more II Bars. than 3/4 inch. � Bars are missing or entire barrier missing. Bars in place according to , design. Bars are loose and rust is causing 50%deterioration Repair or replace barrier to to any part of barrier. design standards. � Technical Information Report Section 10.5 ' � SANDHU SUBDIVISION June 11, 2007 ; � � � � � Site Development Associates, LLC �( NO. 6-ENERGY DISSIPATERS � Maintenance Defect Conditions When Maintenance is Needed Results Expected When Components Maintenance is Perfortned. �� External: Rock Pad Missing or Moved Only one layer of rock exists above native soil in Replace rocks to design Rock area five square feet or larger,or any exposure of standards. native soil. Dispersion Trench Pipe Plugged with Accumulated sediment that exceeds 20%of the Pipe cleaned/flushed so that it Sediment design depth. matches design. Not Discharging Visual evidence of water discharging at Trench must be redesigned or Water Properly concentrated points along trench(normal condition rebuilt to standards. is a`sheet floW'of water along Vench).Intent is to prevent erosion damage. Perforations Over 1/2 of perforations in pipe are plugged with Clean or replace perforated pipe. Plugged. debris and sediment. Water Flows Out Maintenance person observes water flowing out Facility must be rebuilt or Top of"Distributo�' during any storm less than the design storm or its redesigned to standards. Catch Basin. causing or appears likely to cause damage. Receiving Area Water in receiving area is causing or has potential No danger of landslides. Over-Saturated of causing landslide problems. Intemal: Manhole/Chamber Worn or Damaged Structure dissipating flow deteriorates to 1/2 or Replace structure to design Post.Baffles,Side of original size or any concentrated worn spot standards. Chamber exceeding one square foot which would make structure unsound. Other Defects See"Catch Basins"Standard No.4 See"Catch Basins"Standard No. 4 �� .. k�� ;i3� D+ ' . • � . ' . y,��y. i � � J� � � ■'. Technical Information Report Section 10.6 i • SANDHU SUBDIVISION June 11, 2007 � � � � � Site Development Associates, LLC NO. 7-FENCING � Maintenance Defect Conditions When Maintenance is Needed Results Expected When � Components Maintenance is Perfortned General Missing or Broken Any defect in the fence that permits easy en6y to Parts in place to provide adequate �, Parts a faality. security. � Erosion Erosion more than 4 inches high and 12-18 No opening under the fence that inches wide permitting an opening under a exceeds 4 inches in height. � fence. �I Wire Fences Damaged Parts Post out of plumb more than 6 inches. Post plumb to within 1-1/2 inches. Top rails bent more than 6 inches. Top rail free of bends greater than 1 inch. Any part of fence(including post,top rails,and Fence is aligned and meets design fabric)more than 1 foot out of design alignment. standards. Missing or loose tension wire. Tension wire in place and holding fabric. Missing or loose barbed wire that is sagging Barbed wire in place with less than more than 2-1/2 inches between posts. 3/4 inch sag between post. Extension artn missing,broken,or bent out of Extension arm in place with no shape more than 1 1/2 inches. bends larger than 3/4 inch. Deteriorated Paint or Part or parts that have a rusting or scaling Structurally adequate posis or Protective Coating condition that has affected sUuctural adequacy. parts with a uniform protective coating. , Openings in Fabric Openings in fabric are such that an 8-inch- No openings in fabric. diameter ball could fit through. NO. 8 -GATES Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed General Damaged or Missing Missing gate or locking devices. Gates and Lodcing devices in + Members place. Broken or missing hinges such that gate cannot Hinges intad and lubed.Gate is be easily opened and closed by a maintenance working freely. person. ` Gate is out of plumb more than 6 i�ches and Gate is aligned and vertipl. more than 1 foot out of design alignment. Missing stretcher bar,stretcher bands,and ties. Stretcher bar,bands and tles in place. Openings in Fabric See"Fendng"Standard No.7 See"Fenang'Standard No.7 I � _ , � I l Technical Information Report Section 10.7 I SANDHU SUBDIVISION June 11, 2007 � � � � Site Development Associates, LLC NO. 9-CONVEYANCE SYSTEMS (PIPES 8� DITCHES) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Perfortned Pipes Sediment&Debris Accumulated sediment that exceeds 20°/a of the Pipe deaned of all sediment and diameter of the pipe. debris. Vegetation Vegetation that reduces free movement of water All vegetation removed so water through pipes. flows freely through pipes. Damaged Protective coating is damaged;rust is causing Pipe repaired or replaoed. more than 50%deterioration to any part of pipe. Any dent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 20°/a. Open Ditches Trash&Debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris Geared from square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20%of the Ditch cleaned/flushed of all design depth. sediment and debris so that it matches design. Vegetation Vegetation that reduces free movement of water Water flows freely through through ditches. ditches. Rock Lining Out of Place Maintenance person can see native soil beneath Replace rocks to design or Missing(If the rodc lining. standards. Applicable). Catch Basins See"Catch Basins:Standard No.4 See"Catch Basins"Standard No.4 Debris Barriers See"Debris Barriers"Standard No.S See`Debris Barriers"Standard (e.g.,Trash Radc) No.5 N0. 10 -GROUNDS (LANDSCAPING) �� Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Perfortned General Weeds Weeds growing in more than 20%of the landscaped Weeds present in less than 5% (Nonpoisonous) area(trees and shrubs only). of the landscaped area. Safety Hazard Any presence of poison ivy or other poisonous No poisonous vegetation vegetaGon. present in landscaped area. Trash or Litter Paper,cans,botUes,totaling more than 1 cubic foot Area clear of litter. within a landscaped area(trees and shrubs only)of � 1,000 square feet. Trees and Shrubs Damaged Limbs or parts of trees or shrubs that are split or Trees and shn�bs with less than . broken which affect more than 25%of the total 5%of total foliage with split or � foliage of the tree or shrub. broken limbs. Trees or shrubs that have been blown down or Tree or shrub in place free of knocked over. injury. Trees or shrubs which are not adequately supported Tree or shrub in place and or are leaning over,causing exposure of the roots. adequately supported;remove any dead or diseased trees. i Technical Information Report Section 10.8 • SANDHU SUBDIVISION June 11, 2007 � � � Site Development Associates, LLC N0. 11 -ACCESS ROADS/EASEMENTS Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed General Trash and Debris Trash and debris exceeds 1 cubic foot per 1,000 Roadway free of debris which square feet i.e.,trash and debns would fill up could damage tires. i� one standards size garbage can. Blodced Roadway Debris which could damage vehiGe tires(glass Roadway free of debris which i w metal). could damage tires. IAny obstruction which reduces Gearance above Roadway overhead clear to 14 feet road surface to less than 14 feet. high. Any obstruction restricting the access to a 10 to Obstruction removed to allow at 12 foot width for a distance of more than 12 feet least a 12 foot access. or any point restricting access to less than a 10 foot width. Road Surface Settlement,Potholes, When any surface defect exceeds 6 inches in Road surface uniformly smooth Mush Spots,Ruts depth and 6 square feet in area.In general,any with no evidence of settlement, surFace defect which hinders or prevents potholes,mush spots,or ruts. maintenance access. Vegetation in Road Weeds growing in the road surface that are more Road surface free of weeds taller Su�face than 6 inches tall and less than 6 inches tall and than 2 inches. less than 6 inches apart within a 400-square foot area. Modular Grid 8uild-up of sediment mildly contaminated with Removal of sediment and disposal Pavement petroleum hydrocarbons. in keeping with Health Department recommendations for mildly oontaminated soils or catch basin — sediments. Shoulders and Erosion Damage Erosion within 1 foot of the roadway more than 8 Shoulder free of erosion and Ditches inches wide and 6 inches deep. matching the surrounding road. Weeds and Brush Weeds and brush exceed 18 inches in height or Weeds and brush cut to 2 inches in hinder maintenance access. height or cleared in such a way as to allow maintenance access. Technical Information Report Section 10.9 SANDHU SUBDIVISION June 11, 2007