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Home My WebLink About03665 - Technical Information Report l� �, � , � D.R. STRONG . � CONSULTING ENGI ��1 � � � 5 � rn . ._ ..�.. _ . _.. ._.., _� _...�.._ _... � _ _ � , . ._ . �.. � ...■ � •��• ��■• � 1 1 a, . . ,:.. . . . ,.., , r� �, � r � Y �� . .._ . . . ,... . ._......�. .... .. ._,... . �Z -l3 " �� . . . � - � ._. ,, .m, __.. : .., ,: ,.,�_: _. _. _. . _ , -.- _ � -- - - �_ . � � t� , � ' Technical Information Report (TIR) for Saddlebrook 13426 156`h Avenue SE, Renton,Washington ��R �� J�Cr �� F �a�K�N �j c�, cZ ' t x ,� 1 ' ' � 5 2 2 � �S� ISTER� 105 .� .I� sl ;VAL (J�1 ��1� DRS Project No. 12040 City of Renton File No. LUA 12-077 OwnedApplicant PNW Holdings LLC 9675 SE 36th Street, Suite 105 Mercer Island, Washington 98040 Report Prepared by I �� D. R. STRONG Consulting Engineers, Inc. 10604 N.E. 38th Place, Suite 232 Kirkland WA 98033 (425) 827-3063 Report Issue Date November 14, 2012 Revised Date January 28, 2013 OO 2012 D.R. STRONG Consulting Engineers Inc. 1 TECHNICAL INFORMATION REPORT Saddlebrook TABLE OF CONTENTS SECTION1.....................................................................................................................................................1 ' PROJECT OVERVIEW:............................................................................................................................1 PREDEVELOPED SITE CONDITIONS:....................................................................................................1 DEVELOPED SITE CONDITIONS:...........................................................................................................1 NATURAL DRAINAGE SYSTEM FUNCTIONS: .......................................................................................2 FlGURE9. TIR WORKSHEET............................................................................................................3 FlGURE 2. VICINITY MAP...............................:..................................................................................6 I FlGURE 3. DRAINAGE BASINS, SUBBASINS, AND SlTE CHARACTERISTICS.............................7 FIGURE4. SOlLS................................................................................................................................8 SECTION11..................................................................................................................................................10 CONDITIONS AND REQUIREMENTS SUMMARY................................................................................10 SECTION111.................................................................................................................................................12 OFF-SITE ANALYSIS..............................................................................................................................12 SECTIONIV................................................................................................................................................13 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN ..................................13 EXISTING SITE HYDROLOGY(PARTA)...............................:................................................................13 FIGURE 5. PREDEVELOPMENT AREA MAP..................................................................................14 DEVELOPED SITE HYDROLOGY(PART B)..........................................................................................15 BYPASS AREA HYDROLOGY................................................................................................................17 FIGURE 6. POST DEVELOPMENT AREA MAP...............................................................................19 PERFORMANCE STANDARDS(PART C).............................................................................................20 FLOW CONTROL SYSTEM(PART D)...................................................................................................20 FLOW CONTROL BMP SELECTION .....................................................................................................20 FLOW CONTROL SYSTEM....................................................................................................................21 WATER QUALITY TREATMENT(PART E)............................................................................................29 FlGURE 7. DETENTION FAClUTY DETAILS AND BAYFlLTER SIZING........................................30 SECTIONV.................................................................................................................................................31 CONVEYANCE SYSTEM ANALYSIS AND DESIGN..............................................................................31 DEVELOPED 15-MINUTE TIME SERIES...............................................................................................31 BACKWATERANALYSIS.......................................................................................................................33 BACKWATERANALYSIS MAP..............................................................................................................35 BACKWATER ANALYSIS RESULTS......................................................................................................36 SECTIONVI................................................................................................................................................39 SPECIAL REPORTS AND STUDIES......................................................................................................39 SECTIONVII...............................................................................................................................................40 OTHER PERMITS,VARIANCES AND ADJUSTMENTS........................................................................40 SECTIONVIII ..............................................................................................................................................41 ESC PLAN ANALYSIS AND DESIGN(PART A) .....................................................................................41 SWPPS PLAN DESIGN (PART B)..........................................................................................................41 SECTIONIX................................................................................................................................................43 BOND QUANTITIES, FACILITY SUMMARIES,AND DECLARATION OF COVENANT........................43 STORMWATER FACILITY SUMMARY SHEET.....................................................................................44 SECTIONX.................................................................................................................................................46 O 2012 D. R.STRONG Consulting Engineers Inc. Saddlebrook ' Technical Information Report Renton,Washington OPERATIONS AND MAINTENANCE MANUAL .....................................................................................46 APPENDICES..............................................................................................................................................47 APPENDIX«A„ LEGALDESCRIPTION..................................................................................................48 APPENDIX"B� BOND QUANTITY WORKSHEET.................................................................................49 APPENDIX"C" OPERATIONSAND MAINTENACE MANUAL..............................................................50 APPENDIX"D" CSWPPP.......................................................................................................................51 O 2012 D. R.STRONG Consulting Engineers Inc. Saddiebrook ' Technical Information Report Renton,Washington SECTION I PROJECT OVERVIEW: The Site is located at 13426 156th Avenue SE in Renton, Washington, also known as King County Tax Parcel Numbers 366450-0260 and 366450-0261. The Project is the subdivision of these two existing parcels zoned R4 (4.36 ac. total) into 14 single-familty residential lots, per the City of Renton's (City) subdivision process. Although the Site drains in two directions, an adjustment has been granted to combine the drainage into one detention pond designed to Level Three Flow Control Standards (Adjustment 2012- 03). The Project will meet the drainage requirements of the 2009 King County SurFace Water Design Manual (Manual), as adopted by the City. PREDEVELOPED SITE CONDITIONS: Total existing Site area is approximately 189,797 s.f. (4.36 ac). Total proposed Project area is 200,420 s.f. (4.60 ac) which includes 10,623 s.f. (0.24 ac) for the right-of-way frontage improvements on 156�h and 158th. The Parcels are currently developed with two single-family residences, out buildings and a gravel driveway. The remainder of the Site is lawn, landscaping, scattered trees and horse pasture. The 4.36 acre parcel is situated atop a ridge and discharges runoff into two subbasins. TDA West is approximately 1.78 acres and discharges to 156th Avenue SE while TDA East is comprised of the remaining 2.58 acres and discharges to 158th Avenue SE. The discharge elevation of TDA West is approximately six feet lower than that of TDA East. The two flowpaths converge at a point approximately 3,000 feet downstream of TDA West and 4,900 feet downstream of TDA East at the corner of 156th Avenue SE and SE 144th Street. For the purpose of hydrologic calculations, the entire Site is modeled as till forest. DEVELOPED SITE CONDITIONS: The applicant has gained approval to subdivide 4.36 acres into 14 single-family residential lots (Project), with lot sizes ranging from approximately 9,400 to 11,734 s.f. All existing improvements will be demolished or removed during plat construction. The proposed impervious surface area will include a new subdivision road right-of-way with 26 feet of pavement, vertical curb, gutter, 8-foot planter and a 5-foot sidewalk (53-foot right of way) as well as offsite half-street improvements along 156th Avenue SE and 158th Aveneu SE. The proposed right-of-way improvements total approximately 39,130 s.f. The 14 single-family residences and their driveways combined will create approximately 61,230 s.f. of impervious area (reduced from maximum allowable, see next paragraph for details). Post-de�eloped impervious areas including rights-of-way, sidewalks, roofs, driveways and site frontage improvements total approximately 110,642 s.f. (includes Bypass area). The remainder of the Project will be modeled as till grass with the total being approximately 89,733 s.f. (See Section IV) Per the 2009 King County Surface Water Design Manual (Manual), Appendix C, each lot within a new subdivision is required to mitigate for impervious surface area equal to 10% of the lot area. Per Figure C.1.3.A, Flow Control BMP Flowchart, the Project will O 2012 D.R.STRONG Consulting Engineers Inc. 1 Saddlebrook ' Technical Information Report Renton,Washington utilize Basic Dispersion with the use of splash blocks. Two splash blocks mitigating a � total of 1,400 s.f. of impervious area, will be installed with each residence. This shall mitigate for 11.93% to 14.89% of impervious area for each lot, thus accommodating flow control BMP requirements. Additionally, use of Basic Dispersion allows for a 50% flow control BMP sizing credit which was used in detention facility calculations. See ; table below for lot area, percent impervious mitigated per lot, impervious area used for !, detention calculations, and actual allowable impervious area per lot. I ROOF AREA ROUTEDTO PERCENT IMPERVIOUS 45%Of LOT AREA(S.F.) ACTUALALLOWABLE � LOT N0. LOTAREA(S.F.) SPLASH BLOCK�S.F.) MITIGATED AREA FOR DEf.CALCS (LIMITED IMPERVIOUS AREA(S.F.) 1 10690 1400 13.10 4811 5511 2 9400 1400 14.89 4230 4930 3 9400 1400 14.89 4230 4930 4 9400 1400 14.89 4230 4930 5 9400 1400 14.89 4230 4930 6 9400 1400 14.89 4230 4930 7 9400 1400 14.89 4230 4930 8 11734 1400 11.93 5280 5980 9 9445 1400 14.82 4250 4950 10 9437 1400 14.84 4247 4947 11 9429 1400 14.85 4243 4943 12 9421 1400 14.86 4239 4939 13 9413 1400 14.87 4236 4936 14 10704 1400 13.08 4817 5517 Two drainage adjustments have been granted to this subdivision (Saddlebrook Plat Adjustment 2012-03 and Saddlebrook Plat — ADS BayFilter Adjustment 2012-04). Saddlebrook Plat Adjustment 2012-03 allows the two existing TDAs onsite to combine runoff into one single drainage facilty. As a condition of this adjustment, the Project drainage facility is required to adhere to Level 3 Flow Control Criteria. The Project is required to provide Basic Water Quality treatment and Level 3 Flow Control, per the 2009 KCSWDM (Manual). All surFace water runoff from impervious surFaces will be ' collected and conveyed to a storm detention pond located in Tract "A. From there, the water runoff will be conveyed through a BayFilter vault before entering the existing conveyance system within 156th Avenue SE. The BayFilter adjustment allows the use of a BayFilter for this project to meet water quality treatment standards. NATURAL DRAINAGE SYSTEM FUNCTIONS: A review of the SCS soils map for the area (see Figure 4, Soils) indicates Alderwood gravelly sandy loam with 6 to 15 percent slopes (AgC). Per the Manual, this soil type is classified as "Till" material. The SCS Soil series descriptions follow Figure 4. In evaluating the upstream area, we reviewed the existing offsite analysis and King � County IMAP aerial topography and imagery and conducted field reconnaissance and have concluded that upstream tributary area for the Site is negligible. � 2 12 D.R. TR N n I i En in r I� � 0 S O G Co su t ng g ee s Inc. 2 Saddlebrook ' Technical Information Report Renton,Washington FIGURE 1. TIR WORKSHEET King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET �, Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND I PROJECT ENGINEER DESCRIPTION Project Owner: Project Name: I PNW Holdings LLC Saddlebrook �', AddressJPhone: Location: ' 9675 SE 36t" Street, Suite 105 Township: 23 North Mercer Island, Washington 98040 Range: 05 East (206) 588-1147 Section: 14 Project Engineer: Maher A. Joudi, P.E. D. R. STRONG Consulting Engineers Inc. Address/Phone: 10604 NE 38th Place, Suite 232 Kirkland WA 98033 (425) 827-3063 Part 3 TYPE OF PERMIT Part 4 OTHER REVIEWS AND PERMITS APPLICATION � Subdivision ❑ DFW HPA ❑ Shoreline ❑ Short Subdivision Management � Clearing and Grading ❑ COE 404 � Rockery ❑ Commercial ❑ DOE Dam Safety ❑ Structural Vault ❑ Other: ❑ FEMA Floodplain ❑ Other: ❑ COE Wetlands Part 5 SITE COMMUNITY AND DRAINAGE BASIN Community: Newcastle Drainage Basin Lower Cedar River O 2012 D.R.STRONG Consulting Engineers Inc. 3 Saddlebrook Technical Information Report Renton,Washington Part 6 SITE CHARACTERISTICS ❑River: ❑ Floodplain ❑ Wetlands ❑ Stream: ❑ Seeps/Springs ❑ Critical Stream Reach ❑ High Groundwater Table , ❑ Depressions/Swales ❑ Groundwater Recharge �� ❑ Lake: ❑ Other: I, ❑ Stee Slo es ��, Part 7 SOILS ' Soil Type: Slopes: Erosion Potential: Erosive Velocities: Alderwood 6-15% Moderate Slow to Medium (AgC) � Additional Sheets Attached: SCS Map and Soil Description, Figure 4 Part 8 DEVELOPMENT LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT � Level 1 Downstream Analysis None � Geotechnical Engineering Study ❑ Environmentally Sensitive Areas ❑ Le�el 2 Off-Site Stormwater Analysis � Level I Traffic Impact Analysis ❑ Structural Report ❑ Additional Sheets Attached Part 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION � Sedimentation Facilities � Stabilize Exposed Surface � Stabilized Construction � Remove and Restore Temporary ESC Entrance Facilities � Perimeter Runoff Control � Clean and Remove All Silt and Debris � Clearing and Grading � Ensure Operation of Permanent Facilities Restrictions ❑ Flag Limits of SAO and open space � Cover Practices preservation areas � Construction Sequence ❑ Other ❑ Other ' O 2012 D. R.STRONG Consulting Engineers Inc. 4 Saddlebrook � Technical Information Report Renton,Washington Part 10 SURFACE WATER SYSTEM ❑ Grass Lined ❑ Tank ❑ Infiltration Method of Analysis: Channel ❑ Vault ❑ Depression KCRTS � Pipe System ❑ Energy Dissipater ❑ Flow Dispersal Compensation/Mitigatio ❑ Open Channel ❑ Wetland ❑ Waiver n of Eliminated Site � Dry Pond ❑ Stream ❑ Regional Storage ❑ Wet Pond Detention NlA Brief Description of System Operation: Runoff from impervious surfaces will be collected and conveyed to the detention pond in Tract A. From there it will be discharged to the existing conveyance system within 156t" Avenue SE. Facility Related Site Limitations: Reference Facility Limitation . 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 � Tracts ❑ Other: ❑ Other: Part 13 SIGNATURE OF PROFESSIONAL ENGINEER I or a civil engineer under my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowled the information provided here is accurate. . �/�� % Si ned/Date � O 2012 D.R.STRONG Consulting Engineers Inc. 5 Saddlebrook ' Technical Information Report Renton,Washington FIGURE 2. VICINITY MAP . . I� 3 �1'LST W � I � R'd R'� s . -.-g,�osr � .-'-.. . � . �p�, ----_..�--'.. � . � �_ . ; R� �� I ; R-4 { �'�� ,g�naocr ' giYsiDST i . .. . i� '�..i � - . ��. � R'4 �� ,rt�� , . � ' . Y. . . I��E I �M W hEt5f5T . . . 'I m + � ''i ��_.y ' '�, _' "�.�.,i�.., SE 13CTH 5T '. � ' � d i �._� �-_ -�� 2S � � I { � : � �_' ........_... NEtSTPL R� SE2t05T +....�.. � �� j.. �- '�. .. " �I � �.�F.��-.�� '- , � . .,.', . . . g�15T115T � _, } . S , j � , w �z�n R-4 ` F �bmvi -. . ...�..5.....��_�... � . . '- ' Renton ` _ __ � ; i` _ _.� _ - �,��r �. r �_ , � �E --#,�..._!. _�ta. ...( �� . � � � �"; sezrou. d - .. . � �� i�� `�'�� - � . . I� �: bl sss+asr � � 1 - d _ . a �.I � sEaasr I;{� : _�umrtEt � � � ? � � •_ o li d � �SE7f1OR I1 .�19DR �sq ' . . i < � I' Y 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 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, incidental,or consequential damages including,but not limited to, lost revenues or lost profits 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 permission of King County. O 2012 D. R. STRONG Consulting Engineers Inc. 6 Saddlebrook , Technical Information Report Renton,Washington FIGURE 3. DRAINAGE BASINS, SUBBASINS, AND SITE CHARACTERISTICS � ii O 2012 D. R.STRONG Consulting Engineers Inc. 7 Saddlebrook , Technical Information Report Renton,Washington i � � �, � . , � ,�► �� 2 � I � :J ; � G y o ' , ., '(��,,_ , _� ' 2 � .�� , . , � `� � . W � ; N �� _ _.,TDA WES T TDA EA S T ,�� i, 2 2 � . ��,. � � o ti � ° N ; `.. , � . . 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Q .�� — - -,-�- ' ,, � - � - — - ____ _ _ _ . -- __ � I , — �, _ , , _ ; . � � � � 1 - .: � . . — � _ � � Z ; _ < - _ , - - .. , .- i U W r- ,; Z W � : :_:� �_ _ . - -r � - - _ _ o I�, ;;' `- - — — ` I I —�� - - - - - - - - ,- - - _ .,' '' � .. � `''" ' , ;: � '�� ' � � ~ I � � I I I I �`,; � --- � � � I � � � � j I, –✓- - _ _ � � r ZZ r ' � �—, i 9 _ i i- - : - i _►_ - - - i i , a�� , , ' �� i W Q � � � � ( ' �� ;" ' � f T R A C T A" r�. �� f I I �� i � I 9 1 I I 1 2 I I 13 I I 94 .�� r .` � I � � � v� ? Q ,,�, � �1 :. I � �- ---c; I � � � � '� I I ��_ , � 2 � � � � l ` � _ � � ' I � I I � � '�� I c , I , -; v� � � -j '�� —_— '_ —�� ,, I I � � I �. � I I _� =,� ' ,� p m � � i I ( \ - _ / —' - - - -� L - - -� J L _ _ I I I �•, � � �� Q � NW , ;, ` �, . / •'- �„ -- - - — _ J L — — — — J l_ _ �r� � , Y � � . I � — — — — — — _ - — _ l : : rt'� --- _ ' P ,�-� _ __-- _ _ 3� �' Q m , ; , , . , — Y ; .. � -- I '- i� y ., �. _� .,-�-:,= ..- -� - .� ._ �\I ... . . - - ' - � :... � . - :� - - ' \ \ � �_\ I I � Z . .. n � �l\` ' /i �, ,, .... . .i '_,,., , ,�. ,...; ,. ., ..�� _' . � m i. � ,' .._._._ � _' ,�. ; .. ,� � : . II� � � - . _ - �-I� � 4 EX/STING, CONSTRUCTION, -u---,uy 'I( � �i�� 3 AND DEI/ELOPED RUNOFF � . Q W � I� _ �',I� ' EX1T SlTE HERE I - � ,� � :'- � Z , ;. � ` . E % � f - - - _ _. I� ._ (`` + EXISTING AND CONSTRUCTION � �` "'� =��w°�--� I c.k�I RUNOFF EXIT SITE HERE � i � '. _;r�::l. � � i p i , � � _ � , , . _ II ; i ,.: � � �� .� � ' � � I _ i ; - s N O RT H DRAF7E0 BY.• �, LEGEND DES/GNED BY.• dAJ PRO„�CT ENGlN£ER: YAJ S/TE BOUNDARY GRAPHIC SCALE DA7F.• 01.2813 � � � BAS/N BOUNDARY 0 3 60 120 PRo„�cr No.: tzo�o �J 1 INCH =60 FT. R:�Zo�2�o�,�04��3��w�,9s\Plcts\PP\Report Fl�i.res\Ol-3FIG312�4vCN� 1/28/ZCi3 1:57:35 ?b1 PST f7GURE 3 �','Pr2._1TQQ 26i2, G�. SRC`!G =OfdSULiF.�_ E�,G��F.EcF:S .P.0 , FIGURE 4. SOILS s«��+ay—xn9 ca�my,vea,was��,y�o,� H � `.5�'.1 `f_,�� ' Frequency of flooding: None Frequency of ponding:None Available watercapacity:Very low(about 2.5 inches) Interpretive groups Land capability(nonirrigafed):4s Typical profile 0 fo 92 inches:Graveily sandy loam 12 to 27 inches:Very graveliy sandy loam 27 to 60 inches:Very gravelly sandy loam Minor Components Norma Percent of map unit:1 percent Landform:Depressions I Bellingham I Percent of map unit:1 percent �, Landform:Depressions ', Seattle ' Percent of map unif:1 percent Landform:Depressions Tukwila Percent of map unit:1 percent Landform:Depressions �!, Shalcar � Percenf ofmap unit: 1 percent I Landform:Depressions � �2012 D. R.STRONG Consulting Engineers Inc. 9 Saddlebrook ' Technical Information Report Renton,Washington SECTION II CONDITIONS AND REQUIREMENTS SUMMARY The Project must comply with the following Core and Speciai Requirements: • C.R. #1 — Discharge at the Natural Location: An adjustment has been granted to allow for combination of runoff from two basins into one; Adjustment 2012-03. • C.R. #2 — Offsite Analysis: An Offsite Analysis is included in Section III. The Analysis describes the Site's runoff patterns in detail. • C.R. #3 — Flow Control: The Project is required to adhere to Level 3 Flow Control Standards per Adjustment 2012-03. One detention pond will provide flow control as required for both drainage basins. The Project is required to "match developed discharge durations to predeveloped durations for the range of predeveloped discharge rates from 50% of the two-year peak flow up to the full 50-year peak flow." (KCSWDM, Sec. 1.2) Also match developed peak discharge rates to predeveloped peak discharge rates for the 2, 10 and 100 year return periods. Furthermore, the Project must meet the Flow Control BMP requirements as specified in Section 1.2.3.3 of the Manual. The Project will utilize basic dispersion to meet this requirement. • C.R. #4 — Conveyance System: New pipe systems and ditches/channels are required to be designed with sufficient capacity to convey and contain (at minimum) the 25-year peak flow, assuming developed conditions for onsite tributary areas and existing conditions for any offsite tributary areas. Pipe system structures and ditches/channels may overtop for runoff events that exceed the 25-year design capacity, provided the overtlow from a 100-year runoff event does not create or aggravate a "severe flooding problem" or "severe erosion problem" as defined in C.R. #2. Any overFlow occurring onsite for runoff events up to and including the 100-year event must discharge at the natural location for the project site. In residential subdivisions, such overflow must be contained within an onsite drainage easement, tract, covenant or public right-of-way. The proposed conveyance system was analyzed using the KCBW program, and is capable of conveying the 100-year peak storm without overtopping any structures or channels (see Section V). • C.R. #5 — Erosion and Sediment Control: The Project provides the nine minimum ESC measures. • C.R. #6 — Maintenance and Operations: Maintenance of the proposed storm drainage facility will be the responsibility of the City. An Operation and Maintenance Manual is included in Section X. • C.R. #7 — Financial Guarantees: Prior to commencing construction, the Applicant must post a drainage facilities restoration and site stabilization financial guarantee. For any constructed or modified drainage facilities to be maintained and operated by the City, the Applicant must: 1) Post a drainage defect and maintenance financial guarantee for a period of two years, and 2) Maintain the drainage facilities during the O 2012 D.R.STRONG Consulting Engineers Inc. 10 Saddlebrook ' Technical Information Report Renton,Washington two-year period following posting of the drainage defect and maintenance financial guarantee. • C.R. #8 - The Project is located in the Basic Water Quality Treatment area. Stormwater runoff will be collected in the detention pond and then con�eyed through a BayFilter vault which will accommodate water quality requirements. • S.R. #1 — Other Adopted Area-Specific Requirements: Not applicable for this Project. • S.R. #2 — Floodplain/Floodway Delineation: Not applicable for this Project. • S.R. #3 — Flood Protection Facilities: Not applicable for this Project. • S.R. #4 — Source Control: Not applicable for this Project. il �__ �-; jl i ; �� O 2012 D. R.STRONG Consulting Engineers Inc. 11 Saddlebrook ' Technical Information Report Renton,Washington SECTION III OFF-SITE ANALYSIS A Level One Downstream Analysis was prepared by DR Strong Consulting Engineers. A copy has been included in this Section. O 2012 D. R.STRONG Consulting Engineers Inc. 12 Saddlebrook � Technical Information Report Renton,Washington LEVEL ONE DOWNSTREAM ANALYSIS for SADDLEBROOK Preliminary Plat 13426 156`h Avenue SE, Renton,Washington ��R A� J�Cr �,�� ap rvasyJ� d j .�' �a .�` 2 � � � x '� ` �� a� ��SSI�Na�� DRS Project No. 12040 Renton File No. LUA 12-077 O�vnedApplicant PNW Holdings LLC i 9675 SE 36th Street, Suite 105 I Mercer Island, WA 98040 I, Report Prepared by . � ' � � 'I � � D. R. STRONG Consulting Engineers, Inc. � 10604 N.E. 38th Place, Suite 232 Kirkland WA 98033 I (425) 827-3063 ' Report Issue Date September 4, 2012 02012 D. R.STRONG Consulting Engineers Inc. LEVEL ONE DOWNSTREAM ANALYSIS SADDLEBROOK TABLE OF CONTENTS TASK 1 DEFINE AND MAP THE STUDY AREA .........................................................1 TASK 2 RESOURCE REVIEW.....................................................................................5 TASK 3 FIELD INSPECTION .....................................................................................15 Upstream Tributary Area............................................................................................15 General Onsite and Offsite Drainage Description ......................................................15 TASK 4 DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS...16 Drainage System Description.....................................................................................16 Downstream Path TDA East...................................................................................16 Downstream Path TDA West..................................................................................17 TASK 5 MITIGATION OF EXISTING OR POTENTIAL PROBLEMS .........................24 List of Figures Figure1 Vicinity Map .......................................................................................................2 Figure2 Site Map ............................................................................................................3 Figure 3 King County iMap Topography ..........................................................................4 Figure 4 Streams and 100-Year Floodplains and Floodway............................................6 Figure 5 King County iMap Wetlands...............................................................................7 Figure 6 King County iMap Erosion Hazard Areas ..........................................................8 Figure 7 King County iMap Landslide Hazard Areas .......................................................9 Figure 8 King County iMap Seismic Hazard Areas........................................................10 Figure 9 FEMA — Flood Insurance Rate Map.................................................................11 Figure 10 King County iMap Drainage Complaints........................................................12 Figure 11 USDA King County Soils Survey Map ...........................................................13 Figure 12 Downstream Map...........................................................................................19 Figure 13 Downstream Table.........................................................................................20 02012 D. R.STRONG Consulting Engineers Inc. Page i of i Level One Downstream Analysis Saddlebrook Preliminary Plat City of Renton TASK 1 DEFINE AND MAP THE STUDY AREA I - This Offsite Analysis was prepared in accordance with Core Requirement #2, Section �II 1.2.2 of the 2009 King County Surface Water Design Manual (Manual). The Site is '� located at 13426 156th Avenue SE in Renton, Washington. '� See Figure 1, Figure 2, and Figure 3 for maps of the study area. 02012 D. R.STRONG Consulting Engineers Inc. Page 1 , Level One Downstream Analysis Saddlebrook Preliminary Plat City of Renton FIGURE 1 VICINITY MAP SITE � �t]7TM ST � � a � � R'4 � �� '�— �' � R� � lysT �1�iST ST � R� R� R.4 ��3,�a �,�,�W R-4 NE�DST Sf1��ST �ST- �SE19�{Q'ST �, � �,��T R� �,�� cr � R a r�+sr vi � n ►,E,�� R,4 k�i�/; : � D SE 1]RH si I � ' . �� a� �� < R-4 � � i�� ,�„ > � � �� sE ar,o c r Q �� ,'� sE a�o sr R,4 � f� ss a�o a� Q; KI �-i�►rsr sE»er►t! „ � Renton � � MaplewoodPaNr � � ^� ��y.T ��rFR � � R-4 � � < s��n a � � (q � o s�,�m,a sE m�sr � ss i�arr�a� �j , sE.t»a� R-4 � sE sn,sr o _ ss»qn�r� � j sf sTx rx R� R-4 SE 1tlTH PL 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 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, incidental,or consequential damages including, but not limited to, lost revenues or lost profits 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 permission of King County. 02012 D. R.STRONG Consulting Engineers Inc. Page 2 , Level One Downstream Analysis Saddlebrook Preliminary Plat City of Renton FIGURE 2 SITE MAP ,- ; I�-_ I � - 02012 D. R.STRONG Consulting Engineers Inc. Page 3 Level One Downstream Analysis Saddlebrook Preliminary Plat City of Renton _ �: ,; �,,_ -�..� ,�. , , ��>� ,�� ° ��"��y �� -m m � ;fi �� •�� a � ` �v:y ��, , � , '.. 1 > ' _ . . � ,.,�.� . . � .� J � �,��,� . ,;� ,� � � � - �� . �z,�,�,,�_ .�s�.. _� I'_ ��__—. . 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C N �O Z N � m W Z� G).`� Z A m �� (n S L� n�' . � �j b b � b O � �i � �i � '' � � D.R.STRONG � � � � � SADDLEBROOKPREL/M/NARYPLAT D CONSULTINGENGINEERS � � oo N o � � m � � � m � � S/TE MAP p b A � � OFFS/TE ANAL YSYS � EN��NEERS PLANNERS SURVEYORS S � 10BP4 NE 38th PL,#232 KIRKLANO,WA 98033 � O 425.827.3063 F 415.827.2423 FIGURE 3 KING COUNTY IMAP TOPOGRAPHY R,4 i� _ ; R-4 �, i �„�a _. �.__. �i � sE,�osr I I' R•4 ' � , — � � ►+E,sra ' � r �. `� � I z NE 1ST 3T •j-l.-_�.-«-�.�;� I i i , n ---^,��•--_..____ 'ti 'i � ` F. __: ; �� i � � �.:�..�� }---; . SITE ,��s� � � �i�� se�� < � ' t > •. E�D � {�t � � � � sE�o sr �} � Le ge nd � Highlighted Feature Highways i� Lakes and Large Rivers L—I �_� County 8oundary Streets �,i Streams X Mountain Peaks Hqnw�y Contours(Sft dark) . �,tcrL,�s ,�f 10D:SOD:t00D Loc�l I� 1,;,: ah� Pa�cels 02012 D. R.STRONG Consulting Engineers Inc. Page 4 Level One Downstream Analysis Saddlebrook Preliminary Plat City of Renton TASK 2 RESOURCE REVIEW • Adopted Basin Plans: May Creek Basin Action Plan was adopted in April 2001. • Floodplain/Floodway (FEMA) Map: No floodplains exist on site, See Figure 9. � • Other Offsite Analysis Reports: None available at this time. I • Sensitive Areas Folio Maps: See Figures 4-8 for documentation of the distance � downstream from the proposed project to the nearest critical areas. Included, are ; sections of the King County Sensitive Areas Folio which indicate fhe following: • Figure 4 Streams and 100-Year Floodplains and Floodway: There is a C/ass 2 Stream within one mile of the Site along the downstream path. • Figure 5 Wetlands: There are no mapped Wetlands within one mile of the Site along the downstream path. • Figure 6 Erosion Hazard: There are mapped Erosion Hazard Areas within one mile of the Site along the downsfream path. • Figure 7 Landslide Hazard: There are mapped Landslide Hazard Areas within one mile of the Site along the downstream path. • Figure 8 Seismic Hazard: There are no mapped Seismic Hazard Areas within one mile of the Site along the downstream path. • DNRP Drainage Complaints and Studies: As shown in Figure ?O,fhere are no drainage complaints within 1 mile of the Site along the downstream path. • Road Drainage Problems: None noted. • USDA King County Soils Survey: See Figure 91. • Wetlands Inventory: Vol. 3South (1990) — The wetland inventory revealed no additional wetlands wifhin the downstream path. • Migrating River Studies: None are applicable to the sife. • Washington State Department of Ecology's latest published Clean Water Act Section 303d list of polluted waters: None listed along the downstream path. • King County Designated Water Quality Problems: None at this time. • Adopted Stormwater Compliance Plans: None applicable to this site. • Basin Reconnaissance Summary Reports: None available at this time ��2012 D. R.STRONG Consulting Engineers Inc. Page 5 Level One Downstream Analysis Saddlebrook Preliminary Plat City of Renton FIGURE 4 STREAMS AND 100-YEAR FLOODPLAINS AND FLOODWAY � ' a Q p K D y�� J b �,m j i OCT o�.�'' � � < 4n `-- IG ;s � _[P W < r—� fA `(� (R �a I ��ST Qt� � SE 1]7l10 ST � ��t �, JIEtSTCTI w } SEt372DST �' � � t Z �Q' i', �tsT v� I i , �FIE15TSi �i �i �'� � NEtSTST � Q � � '. y SE 13[TN S7 !�SF iJ(TH S7—" _ �f " -' SE7NDSTi � �AfDSf 1�� SE135T T ec��H� I�-..---��---� �- �7yr0 CT �i ISE 7)f0 SE�O Pl j .1� I i l•.• � i' Aj SE136fHS1' �� SITE � ss�rtna� � sE,�rHa �I �, , �` sf i�en,a�. s��erH sr � ty' � SE tT'M PL SE STH ST j . �� yy1 i � SF t]9TH ii � SE STN R �i _�� W� � � W ! SE irQTH ST �i r-' q �T t�l � Sf 7�11 ST 'I � �y �I G4 �y UI � -_�__^__. ry ^ d � � � ,--_ _ _ � �,. -. 5E-142ND ST- � �p1. SEHfHST . � � .. ._ d � �.��-_. _ _-____ -��142 . ' � �f �\ . � � '�-_* j: SE iliRD ST � F i �,� � m ��/ �� -- SE 7d3TH ST_ -_ s �i ,••�, SE' � --•�� _ . _ �_ _.-1.`_.-.. ._�T hs � �Th R � \��a+TH PL ... SE 115TH ST �`�'' S@ u8T T � �'• � ' `\'�.. � ? � � � ht`S,. � ;! � i d d = � I`. : "�� ,� � � � � � � � � _� ��,�a ` � r sF+.erH sr � �� ``\:��--�i•�'�__ � ��1.s �� SE 1a9TH ST �" �.�-=��% � �� F�� f,•f/ � ,� 'o .. �7'� ~` � � r�L� � - �`'v' `.1. _ �� 'S��• . ,�� I ._ � � ��_ � � � � W y- � i'�\' � a Fs ,h� � �---� i`.� � ..RO .•` L, a' � �f ' ,,-,. � ~ T�J.%�� s J�-'-�..-, �`—� F: 1 , _�' �_ , � � Q �•� - - .♦ `�.\'� �'� . �� l�a� ' /rl s% Y� O •` . . � • � � . ��t/�� - -� ,<�s�R� � � ,� --,�..,;, / --�'-�` t�1 � .+,`�� ___--= �- �� '��JCedarRive1��. �_ �y_-� 1 J� Tj�• SE�� ,`w "_ � " _--- ±`,'� �A�SE' ' � 5��THST ----SE RENTON MAPLE VALLEY IiD �,z SF _� . . ---� -- o l�rr. Legend � Highiighted Feature 5A0 Stream � � County 8oundary � ctast x AburttainPeaks �/ C�s2Pmmn01 Highways A/ Ctaa2sa4�wnid I' 5treats �f Ctrm s Eiqn,� ... u,�r�+a �� O Lakes and larpe Rivers �� f,f Streams Parcels � 700 Year Floodplain �2012 D.R.STRONG Consulting Engineers Inc. Page 6 Level One Downstream Analysis Saddlebrook Preliminary Plat City of Renton i � FIGURE 5 - KING COUNTY IMAP WETLANDS , r Z: - NE-0iH 5T t�'I H£'9RUPi � NE� - -��- - i;. -. _ L� .� J . pp� = NE3R�jCT - �. - � � � '. .�_ ---_._5�128THST� .. M£9ftOST w �; y —._ ._,_... . �:- z $ � y�;'a,�.� �1 2 r aF � � y � �- � .;.. �, , > �u� � f� `� �1 , s. ; �CT `J` a � � r�1 tn .-- � y .� 4 Z f� � ! �'�. � �� ;S G ��n Rento.nJ � �,��=�,,�b� � m � ' NE 1S1'Ci' W P, !f 13�iDCT �, - � '� � ... . NEISTST ��.I � �'�' � M£1STP4. y ;I � �. ��i oi e'�' NEt5T5? � � .Q � 4 �� , ��ST "� � (� �S£i9ITFi57_--_-..�.�-: i� SE 2N4 �i J SE�ND CT :. � SE 7 T�b �, . 1 � �� S+ 7,'1� $T SITE � � �"�"�T ,l� ! � ,; � � _..18BTH ST � ��40 PL SE i]7iH PL { I ' .�13BT►i PL .SE 4Tti PL �'; �, 'a�i�r�sr --- �; d ss,xmta� �sEsn,w. � W. Q; � }� � y � 4; x < � }� � d � �' . � � 4, a � � � �r � i - � � �1 �1 ---' sE,a�o sr , e� �: � � �1-= '� � �-_- a , < � d � - -_ s�,azµ se p� , , � ° rs � U'-� '`': � SE tt7Fia ST � y i t L7 � � +� � ' � � 'y' �� SE� Sf 744TH_ST_ x . _ _ --- - __� SE' mT1i P�, ------ ___ SEr*BThsT � k6TH�i. � \ - __�---= _:.. .�- \ .. . �f SE/45TM ST �'�-: .- .� � °1 .y� �' �l �_ �, � � � � d }� I �,� � �%" f��' -.� �'`� ��erh sr � � � � � y't�' �-_�� .�---E' Sg �-~==��' ,:. .�q�� " sE ia9T�sr ' �' `!� �•"-' � ` .-"�:i, �� Y,� se�� [edar�River__. �,' � � � � x'.; ' f' �r��ARE vA�f ; ct' ��SRQ �t t_�,._€ , � Y�� _ � t� � -� - ¢ = 1� h �, '�-."�� t_ � o \,� � � :��` ;� ��1 � � � _ !r d� � �` ,�� ^ ...� .� �i E f`7 "�` ��'•Vr,F '^ •- �., :?�. RC�2o0eKingCoun�y ��SS�lp� ��Hsr a �asert�__�----.�,�. Le ge nd � Highlighted Featura �e�h 'i� C011nty$oundary Lod x Mountain Peaks Parcels Highways n Lakes and Large ftivers . Streets �� Sireams i�qhw�r x<;. SAOYVeUand " (C ont) 02012 D. R.STRONG Consulting Engineers Inc. Page 7 Level One Downstream Analysis Saddlebrook Preliminary Plat City of Renton FIGURE 6 KING COUNTY IMAP EROSION HAZARD AREAS , _ :_ _NE 4TH ST , � HE9RDPl. � NE3Rpp� . . i NE]ROCT . . �g; ��.: . � _ SE.128TNSi. HE3RDST � O '� pQ a I D _ _.___.__.._.__- � . •! � '. '{ O t �i.' I 1�(Q1'' i� � �. le' 4 f�l) � q � •�/ 'l' � I ;i ��r `� � � �i � ._ � �y F� �' �--�<; � `� —`•� �q a �', �;��"°� Rento_n�1 �'. � ,< � � s�, ,sr=«,,�nm,�. m ►+F�srcTl z Q„ �i�ocr '� � ��' �1 • HEtSTST �..i � ti� �ISTPL > � �� i < �, NE1STg7 � �! �{ j y O SE blD S7; � SE�U ST ��c � (�{ �SE 11(TH�__ _ _ � SE�10 �� SE?NOCT �� !� �� y II 1 SE1JiOPL � �� SITE � i! � � � s�rxrNSY �� _ H ST Ft �3RO PL SE t]7TH PL j; .= I� �1�8TM R �7f I i �!. � �j SE T1 PL $E f�Bl'F13T 1 Ii � sE»sn+a� sE srH R � ._ `� !M �1 w �' �l �' � � � � j � a < r d � ^ F' � � �y" ''-' }� � � _:SE 142ND ST Z Np Pl �' � � � K d � � � __ . .. __.__'I 5�tib2 '� SE 1�20 5T � O P( � �� ' \ o � � � � y `� �� ' [E.14.7TH ST-- � i� � • � ',,, _ � � — -- .SE tseT}j__ - __.1 :. ��- sE�T � �kaTh R F � .__ _ , Ms7 �, f9� ��". �J sE iasnf sr `y�._ �;; � � c'il yj � yh`'�s,�. .._ ;I! � � d d d }� I ��'� ''�, � � � � � � �—�-_ _ „'."` ��R SE feBTH ST �'�� . h ,'�,* � '.� ` �f J` � � � sF,qe,V Cedar'River.__ �,� �- � ��' Tqy�aR�vq�fY RD i � ,�.`��5� � o �, _1� . � -.; � =J_ _��-,�„ , �2 .� - � ' - -- _ .- _ '-=:� � r�� -- ---_"= - d �� ` ' --_.� ` l'�-... I�. rr } 4~"'�'f] SC�200L Ning Ca�oty S��557Nf+� ��H gr 0 145fi}Yr�r.�- FIGURE 7 KING COUNTY �MAP LANDSLIDE HAZARD AREAS � . . . -- - NE 4TH Sfi _ �� - : � NE32DR '.' NE3Rp� . . z NE]ROCT � .. . . - ; �1 1 .� - SE_128TH ST � KE�DSi = � ;� kV d y �i'-------- ----_-- �. � h'F < � w � �< �{�.i`~� � � �� r.-. j:p,� �y C � N � RI S� 1, � y '6s 7 � ' T z ' � Yh `��S+ �x ° II � "��'°�` Rento_n�! � � ta ;� , . �, �, �_,.�.,,� ,� ! HE fST CT'�� ui � �13.ZRQ CT � . � i � z • NEISTST I W� �y� kE1$TPL D '.; � I ,; v<i �, HEtSTST � .., q �I SEbfDSTI � 5£TNDST � � � (g iSE1J(TM81'_---.-'.�j i �' '' SE$10CT 'i � �� 1 > " I �� SE 1j10 R �.: SITE � I' � »arHsr sEr�tNs7 se�'�sr a SE�tOR � s�� i f,- ,,I �� 7Ttt R j�; � �1 i; � SE uerH sr .� �//7��// W� �JI sE+TH F�L ., �. >�^r �; � � d sE��R sfsn,c3 � �i _: � < + I � 4i� � . v� }� ' !I� < � � ^ -- �__�� I � � � �' �^--'_ =b1--d--� _ se�ax��st___1 �o Q,. � � � � 5 ez i sE � � � � - ' - __�1�► �� se u�ao sr � � ! `` � � � � � �.;j+; i; � �� .� w '- �L ---� � ,�, �- � - - i.� � -• �'utk�q � �«rHv� _ . r— — sE�.sre,sr =- — - _:..,� dTH S //SE��g1+!s��-A� ,//l�! ,�� f�;'� � e' �� i � / �!/�%.�� i','� � � � � }�+ � S�` /�~�• � •� C � �/4n�/�j/��`' '.-j j � F'j,• � � m = � bl I4 �.. ..f s---��K``(`%,//}'//l/ ��'�.� SEraeik� � � � " � t � -- -s" �/ � �� l'��'f,��; :j" /� j�l��l sE�.sni sT � � J�i '�.�,} �=-��1.•��//�';�^'tw.� 'o �� *� ^'••�-�!�, sFR��T� C'edar~River. ,�,�'.�„p� �, f��^C / ///�j�/��/��/ �rr i�,•7;j. ,r'. _,- 4{aFteva i d''` _ fis,q� �•�.�!�f...%;�: L�f'�,�;/�//i�//. �/�j1,, 4evRo � �;� �� rt � --� , � `�f�� o � _�� N �-,� � �r\-\�` `rti- //� %' � o ` f, '�� f}�� --- _-- —� ,7/4� ' ` --�`�y. ; � ��`z� _ ''%'.- �/� /��/��5� � ' i�.'-- �'•�� ti �7`"''".i''�� (C�2CpLKinqCaunly r � /� % � //E� �Y-Ipl ��H.ST•'-'^;-0 1456Rr��.-=-- __�.,` Lege nd � Highlighted Feature ' �Q;,� i_� County Boundary �ad x hbunWin Peaks Parcels Highways I� l.akes and Large Rivers L_I 5treeta f� Streams ��yh,,,�,y � SAO Landslide (cont} G2012 D. R.STRONG Consulting Engineers Inc. Page 9 Level One Downstream Analysis Saddlebrook Preliminary Plat City of Renton FIGURE 8 KING COUNTY IMAP SEISMIC HAZARD AREAS , __ - �_NEdTHST -_ �� H£3RDPL i; NE�p� � NE7illCT ''-- ---- -- � ---- �- -��--� �� "._:-._.SE128TMST .;----_- t1E]ROST z ii . � � I� y . _. (-- - —�--- �,� M�. � o � � ; � .s��_�� I � �I a��.T � � � � � ta ---- ' 'ID �� !R � ~-.f�R > � � ' <; � '� ;�� Rento.n �: �, ..sr=a-„� '� ,� � �, ,� � ►+E iSTCTI s P, �111RBC7 . � � '� NE IS?ST i� _ �� HE 15T ST N£15T Pt y � � ♦ � I < � �13RH � � SE7/iD � � SE4NO5T �� _ � i._.._� �—�---�- � �� 'i J�� 1 '' SE2MJCT � —p ,, � s�zvn at � �3en sr sE��H sr I; � �� SITE Q �� !R � i� s��ao a ss t3m+a I I s�TH sr � f � W I SE 1]dTH PL SE�TH Pl �f�TH ST / v� � w -- �' � SE 1�3TH R SE 5TH PL � VWWi' � �i Q � � �i � �! 4f- �i � � _� V) �p ^ ' � � � ^ � :^ � d- d _ SE 142ND 5T ._, 4l $� i n a < dx �_ � _� — ---__5�`e21� � SE �� ') � Y � t 4 � ~ N---�` � SE tt�2O 5T � � }\ r� � w � ,SE f4fTNp�_ _ -_SE 14.1TH ST— — - - �- — '� �,,,._ ��BrNs�, u� �rhR � � + � -- ._. �tKTtS7 -=-�� .. d � � tN � �sF �� ,�4 � y � d � � � r1��1 �'��`� /'�; � � �` � � y �'' � \� � �/ SE1mTHgT �+i ,�� `\ .�� :�_`� ��3�r'�y� SE 1�9TTi ST ^ � ��_1._i"- � •��\�� . � c J�j Y `��\y�t��. ' ��` \�3•. `�'� iJ: � RJ �Ce[lar.River�� ';� � � � TQV -,-�F\::� C�'�� ' ... � f� --�fAFt� \ �t��\\��_•�-ti�'�'o�. � �\'�{•. , ��r-• e�. - , -:'�'�� .�•, .�A4�rR� r�y`;��.' � �"_` ��',,\\�� `\�� \`��,�\` �`�\�~� \`�\ . ' .o . \\ n.\\ �� \\�•t�\\ ��\� `•\��, " \ ��` ♦� .? r\\��,`1E� � > �\ `\� ♦ af ��♦ .\�.; .r \.\ �� \` > � �a � ` � � - _-`'+.� \\�� \\l,`_'' - ;��a\ �� .� �•��-� _�; ..\�� 1 �ti �\ � �.�� '� �.,`` \ .� .a .i� ., 7_ � �� (CIZODEK¢�qCounty \�' � E7$S?yfPl�\\��H.ST�•.•�;�.Q 1!�56�Y�c'�� '` - �� LB�e Ilil � Highlighted Feature Art«vK ii� County Bou�dary �� X Mountain Feaks Parcels Highways �I Lakes and Large}2ivers �I Streets f:l SVeams ��reh�, � SAd Seismic (cont) 02012 D.R.STRONG Consulting Engineers Inc. Page 10 Levei One Downstream Analysis Saddlebrook Preliminary Plat City of Renton FIGURE 9 FEMA - FLOOD INSURANCE RATE MAP �. .;��:,, ,,.,;_. ::<«- Y Q ZONE X t4 p.p:�,�k:Si 736TN SiRE[l _ 1?d'r� ?1.45 LEGEND � ,�ca�t r�000 �t�v�nu ,�kc-�s mun�>�nu 61�7tN;-Yb\R FI.001) ZONE A �.�h�v 1vd rk��.ni.aa�4��+:ne�..:. ZONE AE tk.�.rl.�.,.1 ii��-.n.r..�i�.m.��d. ZONE AH �4...t<L��I:+.�1�� 1 khY�u.�::1'.. �( �x.tnAi: Ixw d„�al �..•..Min. iL�e��mi�n*i. 20N£AO ��h„d:k�d+a,�i 1 a� i n. �.,. i6n. J,�Nr'; . ;ih. �kn� n�d fix .uC�,Ji.�I�L1xi I��,nl:nv, ,.i,�r.,,�e..,avm�.�,,,i ZONE A99 I•• t.� ;,��i.u•I fu,m tt'A�year f•..I In ;i.l.+.d IM�e: p�Waat:ea � �...,,r�viF�rc M1r�,Iw't'�^.dti../�<��nM i'ilkrl. ZONE V t:�,..�.d iUKw� e-;h ,iy�r�� n�r•��1 ;.. ..i�.,�...��Ir.nc i��.rl�•L�..a„re ifrmr.r.�..�.1. ZONE VE I.�,.i��.�l dirwl ..dh �d..ein h.».d �u. � .atiun.: 6a..a. Ihaxl �L.,Ni�rs ii.r��r.v�..,l, FI.OpU1V:1Y AFk�S IN ZOt�E AE � OT}tER Fl.00)D ARfAS ZONe% ��.�,..:z(N�-}rvr tGud:.xr,�.:f t�:�'�r �i:..�i .,.ah a cnq,r drf,�. �i : i :�K. � „�iA d,ir:.M� .i . .. �I,.�.n i v��,: ,�:i�� i ��.,,��.d-i��, i.��.,1i.:,m ice�:,�.r r..�.:i. � OT}IER;1RfA5 >`An.^, , ZONf X :n,i i: I.v..:;iii� i��,Fy...,r .��.I��L.n. ZONE D . .n ,.h��!� �Svd hai��c. ... u�,1_.a..n.n:�<t 02012 D. R.STRONG Consulting Engineers Inc. Page 11 Level One Downstream Analysis Saddlebrook Preliminary Plat City of Renton FIGURE 10 KING COUNTY IMAP DRAINAGE COMPLAINTS _ :__ _. __ NE4fHST .. _ _ ,�� ' , ,, _ __ �s� Nf 3RD Ft i NE� � -� .. ._. ..... --.._._ � � .;; O ; ��DCT . - ��- -� �'...T i � SE 128TH ST' . ��aos� Z g ' � ��:;� o > ___.._ . _ yF a � � � � ��. £n � ;:f?�_(�R' � ' }31 d�� i Y,i '_` '� � �' T z ` ,� y� ------'� x � �, ` d. � . �; `��'D� Renton = : � � sE,�,o sr�.,�,o.sr "' ; ++�+srcr'� W �, s€a�cr � y y� z "' • NE 15T ST ; � ,�� ME IST PL y y� � ; a � PIE 15T� �� d Q �SE2Nn5T t�.. .��ST �{ � �({ SE�I+TN_;7 --,....._�i J ��ff6CT . � ��7�TNST�p �.�� S�2N�P��,� . � ..,,1� p J � ��a� � �aart�sr � s��xrk sr �1 S9TN ST . � �9RD PL � SE 137TF1 Pt . � SE 1�9TM PL � �.: �: � SE tTH PL SE l]BTN ST' ¢i t� }}f $ SE 139T!}PL �SE 57'H PC � '�j: .. i' � � W.... � � .. .� a .< K fjj � a q � � �. � � ..�_ � ' =�--Si SEt42FlD5T._� PL �; i C Q O T ' �---- - _ �:.��-�,� ~��-- --.5��4�'N9 i � SE 70P1 . . . � �j � � � �� ' sE ic�an sr 4 ! ,�� .. � .� � � � '- =- --sF-�aorH sr_ z � � , sE ia - --- � �� -�. ss�T � S�r4try� . � �',`. T"PL . ., � =-- -.---��.:_ �_: .__.. ..—,,-_-._-- . �ST `t� .. - �+j . � �1[STN ST - 1 �'� . � .� � � ' ,\ � . � �a_..7 z � � � ��${� � . �5��. "�}\'�? _� .,�� }+t1. t � � � { .. 1 K �.--.�..�_�� f� � $f'�V f .s. 5Fla�H57 � � � .�s., . �`n� _��j _ 'e f3� ;,-� - S�tqgTlt 57�� ... - � �i 4� � � � J w ; � sF R�r Cedar R�ver.-- �y, � � � �� h�"��f Vq4 f r;,,D ! 7r� �~��gR� ^ tt � � .�_.. — , � �� hs y� y `"`�•� � � ,1g3 � __ '.,` r�tr�. � (� '--`�. _ . '. u o - . _ /fj,• '}(��`� . 2 y . �i~ - `'-., . r P t• �.tc:� __ '`�'`J j a � � "�� _____— �,.�- �,� t �� C)ZD�!Kinq Cou�ty 5�7c.rry ��,� . �:.�r; � �7�''r`'�ci� R HST fl 795b}tr`:�--�"'_---_J�_ lagond � Solrctod Rartoh uqnwry �_� Caunty Boundary Ane�s � Afauntain Peaks iOG1 Hl�hways Parsola � Incorporated Area U �kos end Lerpu Rhiar• Streots f/ 5treams (Conf) �.A� O�ainapo Comp�sints 02012 D. R.STRONG Consulting Engineers Inc. Page 12 Level One Downstream Analysis Saddlebrook Preliminary Plat City of Renton FIGURE 11 USDA KING COUNTY SOILS SURVEY MAP �1 M��ICing Cour.ry:.rea,`l�ashi�y.on e. +_s_� :L'_" - - ��l ' _ �i'277 � -' �� I]•_F7 � � �`-��`�� .: r =- � � s « M Y , �•_^.7D � x" i .;t,i�,� . � — . ■ .-•it"'-t ., _ R ��t � I � �� , t +,� � � � .1 � �' � + +.� ae ,['_ . I •' i °_ �� '' � _" _ � �, � y � � � � . � �t : �� ,�t � �� s�.x` �� + ��.� � -�.— _ ! � � »,�`="�,� ,,� ' ._,._._.,,s,�" �,� , AJ 3 r ''��F � � }1 _ � � ,iv `��: � . �i { s - y .s . - ;� �i •� Y,r � �� i: �,. . � •�` ''F�� -�e•£`'�:` � s - .�� A. p �� r . ; ,� �, �-.��. , � :1�, E ,�.� . �t ...._______.....�-_ : �r� $ "- �.T�� z�>.r �' � �� .�� ... � s � ..��3 �` �� ,�.k��x �:� . ? �,e� 'H'�f c �� -� t ..'. �� '� } �_ _Z�.� y$ _ p t. AACY}� ! �, • ' �� ^�s� • � � �_ - !'�` ►, � �_�'"` a �-�es ----` -�--- ---- -=x w a ` M�p:�k:�i.P:C.'pnYdonAZZ;ESsil�s'eet �y ,y S+«� � o n so �w �w _ �a o �ao za� sm e�ro ISDA r�mrse�ar�rs weoscv�svr.er en_irz�iz � Carohvatim Sc�i�e Nat�onal Cooperative SoilSuney Paqe t a 3 AgC—Alderwood gravelly sandy loam, 6 to 15 percent slopes Map Unit Setting • Elevation: 50 to 800 feet • Mean annual precipitation: 25 to 60 inches • Mean annual air temperature: 48 to 52 degrees F • Frost-free period: 180 to 220 days Map Unit Composition • Alderwood and similar soils: 95 percent • Minor components: 5 percent Description of Alderwood Setting • Landform: Moraines, till plains 02012 D. R.STRONG Consulting Engineers Inc. Page 13 Level One Downstream Analysis Saddlebrook Preliminary Plat City of Renton • Parent materiai: Basal till with some volcanic ash • Properties and qualities • Slope: 6 to 15 percent • Depth to restrictive feature: 24 to 40 inches to dense material • Drainage class: Moderately well drained • Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.06 in/hr) • Depth to water table: About 18 to 37 inches • Frequency of flooding: None • Frequency of ponding: None • Available water capacity: Very low (about 2.5 inches) Interpretive groups • Land capability (nonirrigated): 4s Typical profile • 0 to 12 inches: Gravelly sandy loam • 12 to 27 inches: Very gravelly sandy loam • 27 to 60 inches: Very gravelly sandy loam Minor Components Norma • Percent of map unit: 1 percent • Landform: Depressions Bellingham • Percent of map unit: 1 percent • Landform: Depressions Seattle • Percent of map unit: 1 percent • Landform: Depressions Tukwila • Percent of map unit: 1 percent • Landform: Depressions Shalcar • Percent of map unit: 1 percent ' • Landform: Depressions , 02012 D. R.STRONG Consulting Engineers Inc. Page 14 Level One Downstream Analysis Saddlebrook Preliminary Plat City of Renton � TASK 3 FIELD INSPECTION UPSTREAM TRIBUTARY AREA In evaluating the upstream area, we reviewed King County IMAP aerial topography and I imagery and conducted field reconnaissance and have concluded that upstream ' tributary area for the Site is negligible. The upstream properties developed portions , drain in southeasterly and southwesterly directions almost directly to the respective ' rights of way and the areas producing runoff that may enter the Site are densely vegetated. GENERAL ONSITE AND OFFSITE DRAINAGE DESCRIPTION The 4.36 acre parcel is situated atop a ridge and discharges runoff into two subbasins. TDA West is approximately 1.78 acres and discharges to 156th Avenue SE while TDA East is comprised of the remaining 2.58 acres and discharges to 158t" Avenue SE. The discharge elevation of TDA West is approximately six feet lower than that of TDA East. These two flowpaths converge at a point approximately 3,000 feet downstream of TDA West and 4,900 feet downstream of TDA East at the corner of 156th Avenue SE and SE 144th Street. Runoff from the developed Site will be collected and conveyed by a typical catch basin/ pipe network to a detention pond in the southwest corner of the Site. The pond will discharge to the conveyance system in 156th Avenue SE. 02012 D. R.STRONG Consulting Engineers Inc. Page 15 Level One Downstream Analysis Saddlebrook Preliminary Plat City of Renton TASK 4 DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS DRAINAGE SYSTEM DESCRIPTION The downstream analysis is further illustrated and detailed in the Downstream Map and Downstream Table located in Appendix A. The downstream area is located within the Cedar River; more specifically the Lower Cedar River sub basin. The downstream area was evaluated by reviewing available resources, and by conducting a field reconnaissance on July 12, 2012 under overcast conditions. Downstream Path TDA East Point "A" is the natural discharge point of this subbasin. Runoff exits the Site as sheet flow to the southeast. From Point "A" to Point "B", runoff heads southeast as sheet flow and into a roadside ditch. (0' - ±10') From Point "B" to Point "C", runoff travels southerly as channel flow. The grass-lined channel is approximately 3 feet wide and 2 feet deep. The water depth was 2 inches at the time of analysis. (±10' — ±25') From Point "C" to Point "D", runoff continues south as pipe flow via a 12-inch Lined Corrugated Polyethylene (LCPE) Pipe. The pipe discharges into a channel at Point "D". (±25' — ±55') From Point "D" to Point "E", runoff travels southerly as channel flow. The grass-lined channel is approximately 3 feet wide and 2 feet deep. The water depth was 3 inches at the time of analysis. (±55' — ±100') From Point "E" to Point "F", runoff continues south as pipe flow via a 12-inch LCPE Pipe. The pipe discharges into a channel at Point "F". At the point of discharge, the water depth was 6 inches at the time of analysis. (±100' — ±130') From Point "F" to Point "G", runoff travels southerly as channel flow. The grass-lined channel is approximately 3 feet wide and 2 feet deep. The water depth was 6 inches at the time of analysis. (±130' — ±155') From Point "G" to Point "H", runoff continues south as pipe flow via a 12-inch Reinforced Concrete Pipe (RCP). The pipe discharges into a channel at Point "H". At the point of discharge, the water depth was 6 inches at the time of analysis. (±155' — ±190') From Point "H" to Point "I", runoff travels southerly as channel flow. The grass-lined channel is approximately 3 feet wide and 2 feet deep. The water depth was 3 inches at the time of analysis. (±190' — ±310') From Point "I" to Point "J", runoff heads east as pipe flow via a 12-inch Corrugated Metal Pipe (CMP). This is located near the intersection of 158th Avenue SE and SE 2"a Place. The Pipe tees into a 15-inch LCPE Pipe heading south on the eastern side of 158th Avenue SE. (±310' — ±340') 02012 D. R.STRONG Consulting Engineers Inc. Page 16 Level One Downstream Analysis Saddlebrook Preliminary Plat City of Renton From Point "J" to Point "K", runoff is directed south as pipe flow via a 15-inch LCPE Pipe. The pipe connects to a Type 2 Catch Basin located near the intersection of 158tn Avenue SE and SE 2"d Place. (±340' — ±370') From Point "K" to Point "L", runoff heads east as pipe flow via a 15-inch Ductile Iron Pipe (DIP}. The pipe connects to a Type 2 Catch Bain. (±370' — ±440') From Point "L" to Point "M", runoff heads east as pipe flow via a 15-inch DIP. The pipe connects to a Type 1 Catch Bain. (±440' — ±650') From Point "M" to Point "N", runoff heads east as pipe flow via a 15-inch DIP. The pipe connects to a Type 1 Catch Bain. (±650' — ±800') From Point "N" to Point "O", runoff heads east as pipe flow via a 15-inch DIP. The pipe connects to a Type 1 Catch Bain. (±800' — ±950') From Point "O" to Point "P", runoff heads east as pipe flow via a 15-inch DIP. The pipe connects to a Type 2 Catch Bain located near the intersection of SE 2"d Place and 160tn Avenue SE. (±950' —±990') From Point "P" to Point "Q", runoff is directed south as pipe flow via a 24-inch DIP. The pipe discharges into a roadside ditch along the west side of 160t" Avenue SE. (±990' — ±1100'} From Point "Q" to Point "R", runoff continues southerly as channel flow. The grass-lined channel is approximately 4 feet wide and 2 feet deep. (±1100' — ±1560') Qualitative analysis of the downstream path continued through the conveyance system in 160th Avenue SE, then west through the conveyance system in SE 144t" Street. The analysis was concluded at the intersection of SE 144th Street and 156th Avenue SE which was found to be the point of convergence with the downstream path from TDA West. (±4925') Downstream Path TDA West Point "A" is the natural discharge point of this subbasin. Runoff exits the Site as sheet flow to the southwest. From Point "A" to Point "B", runoff heads southwest as sheet flow and into a Type 2 Catch Basin located along the east side of 156t" Avenue SE. (0' - ±15') From Point "B" to Point "C", runoff continues south as pipe flow via a 12-inch PVC Pipe. The pipe connects to a Type 1 Catch Basin. (±15' — ±105') From Point "C" to Point "D", runoff continues south as pipe flow via a 12-inch PVC Pipe. The pipe connects to a Type 1 Catch Basin. (±105' — ±330') From Point "D" to Point "E", runoff continues south as pipe flow via a 12-inch PVC Pipe. The pipe connects to a Type 2 Catch Basin. (±330' — ±345') From Point "E" to Point "F", runoff continues south as pipe flow via a 12-inch PVC Pipe. The pipe connects to a Type 2 Catch Basin. (±345' — ±360'} From Point "F" to Point "G", runoff continues south as pipe flow via a 12-inch PVC Pipe. The pipe connects to a Type 2 Catch Basin. (±360' — ±435') 02012 D. R.STRONG Consulting Engineers Inc. Page 17 Level One Downstream Analysis Saddlebrook Preliminary Plat City of Renton From Point "G" to Point "H", runoff continues south as pipe flow via a 12-inch PVC Pipe. The pipe connects to a Type 2 Catch Basin. (±435' — ±480') From Point "H" to Point "I", runoff continues south as pipe flow via a 12-inch PVC Pipe. The pipe connects to a Type 2 Catch Basin. (±480' — ±555') From Point "I" to Point "J", runoff continues south as pipe flow via a 12-inch PVC Pipe. The pipe connects to a Type 2 Catch Basin. (±555' — ±595') From Point "J" to Point "K", runoff continues south as pipe flow via a 12-inch PVC Pipe. The pipe connects to a Type 1 Catch Basin. (±595' — ±610'} From Point "K" to Point "L", runoff continues south as pipe flow via a 12-inch PVC Pipe. The pipe connects to a Type 1 Catch Basin. (±610' — ±750') From Point "L" to Point "M", runoff continues south as pipe flow via a 12-inch PVC Pipe. The pipe connects to a Type 1 Catch Basin. (±750' — ±850') From Point "M" to Point "N", runoff continues south as pipe flow via a 12-inch PVC Pipe. The pipe connects to a Type 1 Catch Basin. (±850' — ±925') From Point "N" to Point "O", runoff continues south as pipe flow via a 12-inch PVC Pipe. The pipe connects to a Type 1 Catch Basin. (±925' — ±1025') From Point "O" to Point "P", runoff continues south as pipe flow via a 12-inch PVC Pipe. The pipe connects to a Type 1 Catch Basin. (±1025' — ±1185') From Point "P" to Point "Q", runoff continues south as pipe flow via a 12-inch PVC Pipe. The pipe connects to a Type 1 Catch Basin. (±1185' — ±1215') From Point "Q" to Point "R", runoff continues south as pipe flow via a 12-inch PVC Pipe. The pipe connects to a Type 1 Catch Basin. (±1215' — ±1350') Qualitative Analysis of the downstream path continued along 156t" Avenue SE. The analysis was c�ncluded at the intersection of 156t" Avenue SE and SE 144th Street which was found to be the convergence point with the downstream path from TDA East. (±3010') 02012 D. R.STRONG Consulting Engineers Inc. Page 18 Level One Downstream Analysis Saddlebrook Preliminary Plat City of Renton FIGURE 12 � DOWNSTREAM MAP ' 02012 D. R.STRONG Consulting Engineers Inc. Page 19 Level One Downstream Analysis Saddlebrook Preliminary Plat City of Renton ----- -- - I � .,� � -=�- , �- - _ '��1� . I W , ,� ,- W � ; � � il 2 � \ `"� !" C9 v� o - � � r ,- ,- . - roa Easr W � Q —,f=? �� . U' G �ii 'S N . - ��,�—L-- O F� � � � ` y � v, � � TDA w�s r _ ` �� Z � Y � ��; , � I Q � 2 M � � � � . �� `� � /� h � co G . ' V 11 � $ � � �' 2 2 � O � W o — — _ � � _ . I . �—N 0 P � � � —�-- � �:> — G . � Q I M N R � I � � P � Q � Q R � a v, Q >- � � � I � J � � � � � Q � Z � � � p0 � m W � � I � I � NORTH GRAPHIC SCALE 0 175 350 700 �RAF7ED BY.• CWi1 � DESIGNED BY.• MAJ PROJ£CT ENG/NE£R: MAJ I 1 INCH = 350 FT. °A�'� °1�71012 �' PRO✓ECT NO.: 11(Y{0 I. CON l/ERGENCE POIN T ' R:\2vi2\0\72G4u\3\Drawinqs\Flo'.s\P?\Report Flgures\01-3D5_FlG12.dwg 11/13/2012 3:21:G5 P61 FST RGURE.� 1� COPYRIGHT �O z��2. D.R. STRONG COkSUL?1NG EK3WEE4S INC. FIGURE 13 DOWNSTREAM TABLE TDA EAST Basin: Cedar River Subbasin Name: Lower Cedar River Subbasin Number: N/A Symbol Drainage Drainage Component Slope Distance Existing Potential Observations of field inspector Component Type, Description From site Problems Problems resource reviewer, or resident Name, and Size Dischar e Type: sheet flow, Constrictions, under capacity, ponding, tributary area, likelihood of problem, See map swale, Stream, drainage basin,vegetation,cover, % 1/4 mi=1,320 ft overtopping,flooding, habitat or organism overftow pathways,potential impacts. channel,pipe, depth,type of sensitive area,volume destruction, scouring, bank sloughing, Pond;Size:diameter sedimentation, incision,other erosion Surface area A Natural Discharge Sheet flow across southeast property +0' None Observed None Anticipated Point corner A-B Southeasterly Sheet Sheet flow into roadside Ditch i10' None Observed None Anticipated Flow B-C Southerly Channel Trapezoidal Channel:2'Deep,3'wide ±25' None Observed None Anticipated Standing Water 2"Deep Flow C-D Southerly Pipe Flow 12"LCPP to a ditch ±55' None Observed None Anticipated Standing Water 2"Deep D-E Southerly Channel Trapezoidal Channel:2'Deep,3'wide t100' None Observed None Anticipated Standing Water 3"Deep Flow E-F Southerly Pipe Flow 12"LCPE Pipe to a ditch t130' None Observed None Anticipated Standing Water 6"Deep At South End of Pi e F-G Southerly Channel Trapezoidal Channel: 2'Deep,3'wide ±155' None Observed None Anticipated Standing Water 6"Deep Throughout Flow Channel G-H Southerly Pipe Flow 12"RCP to a ditch ±190' None Observed None Anticipated Standing Water 6"Deep H-I Southerly Channel Trapezoidal Channel:2'Deep,3'wide t310' None Observed None Anticipated Standing Water 3"Deep Flow I-J Easterly Pipe Flow 12"CMP to a Tee t340' None Observed None Anticipated Trickle Flow J-K Southerly Pipe Flow 15"LCPE Pipe to a Type 2 CB t370' None Observed None Anticipated Trickle Flow C�)2012 D. R.STRONG Consulting Engineers Inc. Page 20 Level One Downstream Analysis Saddlebrook Preliminary Plat City of Renton K-L Easterly Pipe Flow 15"DIP to a Type 2 CB ±440' None Observed None Anticipated No Flow L-M Easterly Pipe Flow 15"DIP to a Type 1 CB ±650' None Observed None Anticipated No Flow M-N Easterly Pipe Flow 15"DIP to a Type 1 CB t800' None Observed None Anticipated No Flow N-0 Easterly Pipe Flow 15"DIP to a Type 1 CB ±950' None Observed None Anticipated No Flow O-P Easterly Pipe Flow 15"DIP to a Type 2 CB ±990' None Observed None Anticipated No Flow P-Q Southerly Pipe Flow 24"DIP to a Roadside Ditch ±1110' None Observed None Anticipated No Flow Q-R Southerly Channel Trapezoidal Channel:2'Deep,4'wide ±1560' None Observed None Anticipated No Flow Flow 02012 D. R.STRONG Consulting Engineers Inc. Page 21 Levei One Downstream Analysis Saddlebrook Preliminary Plat City of Renton � _ _ TDA WEST Basin: Cedar River Subbasin Name: Lower Cedar River Subbasin Number: N/A Symbol Drainage Drainage Component Slope Distance Existing Potential Observations of field inspector Component Type, Description From site Problems Problems resource reviewer, or resident Name, and Size Dischar e Type: sheet flow, Constrictions, under capacity, ponding, tributary area, likelihood of problem, See map swale, Stream, drainage basin,vegetation,cover, % 1/4 mi=1,320 ft overtopping,flooding, habitat or organism overflow pathways, potential impacts. channel,pipe, depth,type of sensitive area,volume destruction, scouring, bank sloughing, Pond;Size:diameter sedimentation, incision,other erosion Surface area A Natural Discharge Sheet fiow across southwest property ±0' None Observed None Anticipated Point corner A-B Southwesterly Sheet Sheet flow into a Type 2 CB 115' None Observed None Anticipated Flow B-C Southerly Pipe Flow 12"PVC to a Type 1 CB ±105' None Observed None Anticipated Trickle Flow C-D Southerly Pipe Flow 12"PVC to a Type 1 CB ±330' None Observed None Anticipated Trickle Flow D-E Southerly Pipe Flow 12"PVC to a Type 2 CB ±345' None Observed None Anticipated Trickle Flow E-F Southerly Pipe Flow 12"PVC to a Type 2 CB ±360' None Observed None Anticipated Trickle Flow F-G Southerly Pipe Flow 12"PVC to a Type 2 CB t435' None Observed None Anticipated Trickle Flow G-H Southerly Pipe Flow 12"PVC to a Type 2 CB i480' None Observed None Anticipated No Flow H-I Southerly Pipe Flow 12"PVC to a Type 2 CB t555' None Observed None Anticipated No Flow I-J Southerly Pipe Flow 12"PVC to a Type 2 CB ±595' None Observed None Anticipated No Flow J-K Southerly Pipe Flow 12"PVC to a Type 1 CB t610' None Observed None Anticipated No Flow K-L Southerly Pipe Flow 12"PVC to a Type 1 CB t750' None Observed None Anticipated No Flow L-M Southerly Pipe Flow 12"PVC to a Type 1 CB ±g50' None Obsenred None Anticipated No Flow 02012 D. R. STRONG Consulting Engineers Inc. Page 22 Level One Downstream Analysis Saddlebrook Preliminary Plat City of Renton _ M-N Southerly Pipe Flow 12"PVC to a Type 1 CB ±925' None Observed None Anticipated No Flow N-0 Southerly Pipe Flow 12"PVC to a Type 1 CB ±1025' None Observed None Anticipated No Fiow O-P Southerly Pipe Flow 12"PVC to a Type 1 CB ±1185' None Observed None Anticipated No Flow P-Q Southerly Pipe Flow 12"PVC to a Type 1 CB ±1215' None Observed None Anticipated No Flow Q-R Southerly Pipe Flow 12"PVC to a Type 1 CB ±1350' None Observed None Anticipated No Flow c�2012 D. R. STRONG Consulting Engineers Inc. Page 23 Level One Downstream Analysis Saddlebrook Preliminary Plat City of Renton TASK 5 MITIGATION OF EXISTING OR POTENTIAL PROBLEMS A review of the King County Water and Land Resources Division — Drainage Services Section Documented Drainage Complaints within one mile of the downstream flow paths revealed no complaints within the last ten years. The project should not create any problems as specified in Section 1.2.2.1 of the Manual and therefore is not required to provide Drainage Problem Impact Mitigation subject to the requirements of Section 1.2.2.2. Project runoff from both TDA's will be combined, collected and released per the Manual's requirements to accommodate Level 3 Flood Problem Flow Control and Basic Water Quality requirements. During construction, standard sediment and erosion control methods will be utilized. This will include the use of a stabilized construction entrance, perimeter silt fencing, and other necessary measures to minimize soil erosion during construction. R:1201210112040131DocumentslReportslPreliminarylLevel 1 DS 12040.docx 02012 D. R. STRONG Consulting Engineers Inc. Page 24 Level One Downstream Analysis Saddlebrook Preliminary Plat City of Renton SECTION IV FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN The aforementioned granted Adjustment allows for the two existing drainage basins to be combined into one drainage basin. Thus, the following calculations will be for the entire Site as one drainage basin. EXISTING SITE HYDROLOGY (PARTA) KCRTS was used to model the peak runoff from the Site: Per Table 3.2.2.b of the Manual the soil type is modeled as "Till" for the Alderwood gravelly sandy loam SCS classification as shown in Figure 4. Soils. The entire Site is modeled as "Forest." Results of the KCRTS analysis are included in this section. Modeling input Land cover Entire Site Till forest(ac) 4.601 Till Grass (ac) 0.000 Wetland (ac) 0.000 Impervious (ac) 0.000 Scale Factor: 1.00 Time Step: Hourly Data Type: Reduced Project location: Seatac Total Area: 4.601 Table 1 Pre-Developed KCRTS Modeling Input Modeling results Entire Site rlow Frequency Analysis Time Series File:predev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.290 2 2/09/O1 18:00 0.371 1 100.00 0. 990 0. 079 7 1/06/02 3:00 0.290 2 25.00 0. 960 0.215 4 2/28/03 3:00 0.223 3 10.00 0. 900 0.007 8 3/24/04 20:00 0.215 4 5.00 0.800 0. 128 6 1/05/05 8:00 0.188 5 3.00 0. 667 0.223 3 1/18/06 21:00 0.128 6 2.00 0.500 0. 188 5 11/24/06 4:00 0.079 7 1.30 0.231 0.371 1 1/09/08 9:00 0.007 8 1.10 0.091 Compated Peaks 0.344 50. 00 0. 980 O 2012 D. R.STRONG Consulting Engineers Inc. 13 Saddlebrook Technical Information Report Renton,Washington FIGURE 5. PREDEVELOPMENT AREA MAP ,'I i . . O 2012 D. R.STRONG Consulting Engineers Inc. 14 Saddlebrook Technical Information Report Renton,Washington � ( �� ( � � �� ' _� � , � -- . i , � � ��.�►� � E<: P � ' , i ' 2 I I U'� ' � � I � `. , z,w U' y o� � i\ _ ..,�.tic ; j W p m � i� i �l � � _ _ --X ,�:�:<:��; �7 a.� � � 2 2 � o N � \ - — -- --- � � � ' ' I I � - I ,_ ' _ __ f�— � j � . � -' i .`1 —� ;~ � - - , � -�, — \ � � cn " � � , ,,_ to , i T � �,_ ,° ':t _ � � I ; O U 2 � � � �I - � � � � i � - - 5 �' , � J � j — �i ;� I �; - - - - _ - _ _ ` i � � � \>„ r� � _ (�� w N '': - - - � i �/ U w � " Jf: t _ ' - , ! _ , � � Z O _� r f, _7�•-�i ' � ,,. 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I '.. ._ .,.._, :,... .. � _ ;.,; ; - r i . :t...i7�73 y` , .. - -_ _ c� '' -. �� _ I ',; � W � ... . :� `�. , .._ `�. '�r� ,3 ; : , ' _ "--� ,. � , :._ . t�,: ' �. _ . .., - I l.:S �� : � .. _�_ . � .. .� .% 1 , � . � ��, l I �� = �, J d i " �. ; � �r�� i ca �._ _ O � ��_ � ' O � 1� If `I i� P y �ss� i2� P�C AES i1 � � � �f � � I .'C'. Sao.�c CC ..__ I � � .I ��r ��/� _ �/ A REA BREA KD 0 WN L EGEND � � � � PROJECT BOUNDARY TOTAL EXlST1NG SITE AREA: 189,797 S.F. (4.36 ACRES) � TOTAL PROJECT AREA: 200,420 S.F. (4.60 ACRES) � TILL FOREST N O RT H TOTAL PROJECT DEVELOPMENT AREA: 200,420 S.F. (4.60 AC) MODELED AS T/LL FOREST GRAPHIC SCALE ORAF7F0 BY• cw� OESlCNED BY.• A/AJ � 3� 60 �2� PRO,1fCT ENGIN£ER: 1UJ � DATE: OB,27.Z0f2 PRC1lECT NO.: 11040 1 INCH =60 FT. R:\2012\0\1204D\3\Drawings\Plats\PP\Report Fig�res\01-3FIG512040.cw� 11/13/2072 1G:18:09 P.4I PST F1GUA£.• Jr COPYRIGHT �Q 2012, D.R. STR04G CCNSUL�7N� cK�NEERS INC. DEVELOPED SITE HYDROLOGY tPART B) I Soil type The soil types are unchanged from pre-developed conditions. Land covers KCRTS was used to model the developed peak runoff from the Site. The portions of the Site within the proposed clearing limits tributary to the proposed detention pond were modeled as "Till Grass" and Impervious as appropriate. Results of the KCRTS analysis are included in this section. Modeling input Land cover Entire Site Till forest(ac) O.ODd Till Grass (ac) 1.956 Wetland (ac) 0.000 Impervious (ac) 2.452 Scale Factor: 1.00 Time Step: Hourly Data Type: Reduced Project location: Seatac Total Area: 4.408 Table 2 Developed KCRTS Modeling Input Detailed Impervious Area Breakdown: TOTAL LOT AREA= 136673 S.F. 45%IMPERVIOUS=61503 S.F. 55% PERVIOUS=75170 S.F. TOTAL R.O.W.AREA=35191 S.F. 100%IMPERVIOUS=35191 S.F. 0% PERVIOUS ' TRACT A AREA= 20130 S.F. 50% IMPERVIOUS= 10065 S.F. 50%PERVIOUS= 10065 S.F. O 2012 D. R.STRONG Consulting Engineers Inc. 15 Saddlebrook Technical Information Report Renton,Washington Modeling Results Entire Site Flow Freqnency Analys-_s Time Series File:rdin.ts�" Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flo�r Frequency P.naiysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) ?eriod 0.769 6 2/09/O1 2:00 1.57 1 100.00 0.990 0. 613 8 1/05/02 16:00 0. 940 2 25. 00 0. 960 0. 928 3 2/27/03 7:00 0. 928 3 10. 00 0. 900 0. 647 7 8/26/04 2:00 0.815 4 5.00 0.80C 0.783 5 10/28/04 16:00 0.783 5 3.00 0. 667 , 0.815 4 1/18/06 16:00 0.769 6 2.00 0.500 0. 940 2 10/26/06 0: 00 0.647 7 1.30 0.231 1.57 1 1/09/08 6: 00 0.613 S 1.10 0.091 Computed Peaks 1.36 �0.00 0. 980 O 2012 D.R. STRONG Consulting Engineers Inc. 16 Saddlebrook Technical Information Report Renton,Washington BYPASS AREA HYDROLOGY Modeling input Land cover Entire Site I Till forest(ac) 0.000 ', Till Grass (ac) 0.103 , Wetland (ac) 0.000 ' Impervious (ac) 0.090 Scale Factor: 1.00 Time Step: Hourly Data Type: Reduced Project location: Seatac Total Area: 0.193 Table 3 Bypass KCRTS Modeling Input Modeling results Bypass Flo�a Frequency Analysis Time Series File:bypass.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flc�a Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS} Period 0.031 5 2/09/O1 2:00 0.064 1 100.00 0.990 0.024 8 1/05/02 16:00 0.037 2 25.00 0.960 0.037 2 2/27/03 7:00 0.036 3 10.00 0.900 0.025 7 8/26/04 2:00 0.033 4 5.00 0.800 0.030 6 10/28/04 16:00 0.031 5 3.00 0.667 0.033 4 1/18/06 16:00 0.030 6 2.00 0.500 0.036 3 10/26/06 0:00 0.025 7 1.30 0.231 0.064 1 1/09/08 6:00 0.024 8 1.10 0.091 ' Computed Peaks 0.055 50.00 0. 980 The flow control facility is designed to compensate for uncontrolled bypass. The 100- year discharge from the bypass areas is 0.064 cfs, which is less than the 0.4 cfs threshold. There should be no adverse downstream impacts to the downstream drainage system created by the runoff from the bypass. ' There is a bypass area associated with each TDA. For purposes of detention calculations, both bypass areas were used as the approved drainage adjustment calls for a combination of the TDA's. The onsite bypass areas satisfy all the requirements set forth in the Manual, Section 1.2 with the exception of TDA East as it pertains to convergence with the downstream path of the facility within a quarter mile. This is further detailed in the following section. O 2012 D. R.STRONG Consulting Engineers Inc. 17 Saddlebrook Technical Information Report Renton,Washington TDA East Bypass Discussion Modeling input Land cover Entire Site Till forest (ac) 0.000 Till Grass (ac) 0.022 Wetland (ac) 0.000 Impervious (ac) 0.039 Scale Factor: 1.00 Time Step: Hourly Data Type: Reduced Project location: Seatac Total Area: 0.061 , Table 4 TDA East Bypass KCRTS Modeling Input Modeling results TDA East Bypass Flow Frequency Analysis Tir.me Series File:bypass.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 0.011 6 2/09/O1 2:00 0.023 1 100.00 0. 990 0.009 8 1/05/02 16:00 0.015 2 25.00 0. 960 0.013 3 12/08/02 18:00 0.013 3 10.00 0. 900 0.010 7 8/26/04 2:00 0.012 4 5.00 0.800 0.012 4 10/28/04 16:00 0.012 5 3.00 0.667 0.012 5 1/18/06 16:00 0.011 6 2.00 0.500 0.015 2 10/26/06 0:00 0.010 7 1.30 0.231 0.023 1 1/09/08 6:00 0.009 8 1.10 0.091 Computed Peaks 0.020 50.00 0. 980 The bypass area for TDA East does not converge with the downstream path of the facility. However, because the facility is discharging to TDA West, the bypass area must be analyzed as a separate TDA. As a separate TDA, the bypass area qualifies for the exemption from providing formal flow control facilities. (Exceptions 2, Section 1.2.3.B, 0.1 cfs difference) Furthermore, the area in question is located fully within right-of-way . Therefore, flow control BMP implementation is not required for this area. (KCSWDM, Section 5.2.2.2) O 2012 D.R.STRONG Consulting Engineers Inc. 18 Saddlebrook Technical Information Report Renton,Washington FIGURE 6. POST DEVELOPMENT AREA MAP O 2012 D.R.STRONG Consulting Engineers Inc. 19 Saddlebrook Technical information Report Renton,Washington � i � � I w Z � ' • W o � C9 C9 �u 3 N O ti j �22 n � � J y � � � � O 2 � `�` ' i I � . � U � � a ,f n W W � � � 4 Q � 2Z � . , I Q � W � � � Q � � � I � . � W v J� W W J� y W �Y W W I W W W W v W W W v W W W v W W W W W W W W � W W �Y W v W �L W W W W � �Y .� .L y W .I� J� W �Y W .L I ( W W W �L J. W W W �L W W � v �Y W W W W v W W �L `` ; .L v .l- .l� .k .Y �L W �L W ^ ` �L �Y �Y W W J� .L �L J� W �Y � T'n � W W W W W W W W W �Y W I � V ., W W FR4�CT"A'�. v .� W � � O � O ;;� v W W SIORM Oq41HAGE�. v .b .�- y OR �Y W W W J� .Y .Y W W J� v W v W W W �Y W W �Y � � Q` j � Iv W W V W W �Y W V W W v W � J1'' /T� ` LL� .Y J� J� �L W W v � W `11. , VJ �/ W �Y J� �Y W �Y W W J' W W � W � �{ � W v v W W v v W v W � � r�^ � ' W y W W R � vJ � I `` T � � t` O .- i O � � w � w � � � I I m o W J AREA BREAKD 0 WN L�GEND p TOTAL EXISTING SITE AREA: 189,797 S.F. (4.36 ACRES) � � � pROJECT BOUNDARY Q � TOTAL PROJECT AREA: 200,420 S.F. (4.60 ACRES) LOT AREA (COLLECTED,Z, 136,673 S.F. (3.138 AC) � lMPER l/lOUS: 61,503 S.F. (l.412 AC) (45q) TlLL GRASS: 75,170 S F. (1.726 AC) � ROW AREA (COLLECTED� 35,191 S F. (0.808 AC) lMPER l/lOUS: 35,191 S.F. (0.808 AC) TILL GRASS: 0 N O RT H � TRACT A AREA (COLLECTED): 20,130 S F. (0.462 AC) IMPERUlOUS: 10,065 S.F. 0.231 AC DRAFTED BY.• CWA �. � GRAPHIC SCALE TILL GRASS: 10,065 S.F. (0.231 AC) DE57GNED BY.- �r�r Q 3� 6� �2� pR0„�CT ENGINE£R: NAJ � � DATE: Q�27.?0f1 BYPASS• 8,426 (0.193 AC) 1 INCH - 60 FT. PRo,.�cT No.: rsao lMPERUlOUS: 3,936 (0.090 AC) - TILL GRASS: 4,490 �0.103 AC� R:�2oiz�o�izoao�3��rawines\Plots\PP\Repo-t Fiyures\01-3FIG612046.dwg 1/28/2C13 2:07:57 FIA PST F7GURE• 6 CCP'rBl�-iT QQ 2612, C.�4. ST�,�,fd� CO'�LJL-i�.G EP�61P.=ERS IPdC. PERFORMANCE STANDARDS (PART C) The Project is required to meet the Level 3 Flow Control and Basic Water Quality Treatment requirements. The Level 3 performance requires the developed condition discharge rates to match the predeveloped rates ranging from 50% of the two-year peak up to the 50-year peak. Also match developed peak discharge rates to predeveloped peak discharge rates for the 2-, 10- and 100-year return periods. The Basic Water Quality Treatment goal is to remove 80% of TSS for flows or volumes up to and including the WQ design flow or volume. Conveyance criteria for the Project require that all new pipes be designed to convey and contain (at minimum) the 25-year peak flow. FLOW CONTROL SYSTEM (PART D) The Site will utilize a detention pond meeting the Level 3 Flow Control Criteria. The King County Runoff Time Series (KCRTS) software was used to size the detention facility. The detention pond design information is included in this section. FLOW CONTROL BMP SELECTION Subdivision projects are required to mitigate for impervious surFace equal to a minimum of 10% of each lot area by use of Flow Control Best Management Practices (BMP's). Projects are required to first analyze the feasibility of dispersal and infiltration before , choosing another method. The Site will utilize basic dispersion with the use of spash ' blocks. Two splash blocks mitigating a total of 1,400 s.f. of impervious area, will be installed with each residence. This shall mitigate for 11.93% to 14.89% of impervious area for each lot, thus accommodating flow control BMP requirements. O 2012 D. R.STRONG Consulting Engineers Inc. 20 Saddlebrook Technical Information Report Renton,Washington FLOW CONTROL SYSTEM The Project will utilize one detention pond to meet Level Three Flow Control criteria for the Site. The King County KCRTS software was used to size the detention facility. TDA Retention/Detention Facility Type of Facility: Detention Pond Side Slope: 3.00 H:1V Pond Bottom Length: �� ft Pond Bottom Width: 15 ft Pond Bottom Area: 483 : sq. ft Top Area at 1 ft. FB: 13 . sq. ft 0.310 acres Effective Storage Depth: 6.50 ft Stage 0 Elevation: -�89.00 ft Storage Volume: 5338 cu. �t 1.225 ac-ft Riser Head: . 0 ft Riser Diameter: 00 inches Number of orifices: 3 Full Head Pipe Orifice # Heignt Diameter Discharge Diameter (ft) (�n) (CFS} (in) 1 , �' 00' ��1.03 0.073 2 V4.74 t,2.27 0.185 6. G 3 �� ("1�6.OQ 2:09 0.084 6. 0 Top Notc eir: Nor.e Ou�flo�a R.atinq Cur�.e: i�Ior_e Stage Elevation Storage Discharg? Percolation Surf Area (ft) (ft) (cu. ft) (ac-ft) {cfs) (cfs) (sq. ft) 0.00 489.00 0. 0.000 0.000 0.00 4831. 0.01 489.01 48. 0.001 0.003 0.00 4839. 0.02 489.02 97. 0.002 0.004 0. 00 4848 . 0.03 489.03 145. 0.003 0.005 0. 00 4857. 0.04 489.04 194 . 0.004 0.006 0. 00 4866. 0.05 489.05 243. 0.006 0.007 0.00 4875. 0.06 489.06 291. 0.007 0.007 0.00 4884 . 0.07 489.07 340. 0.008 0.008 0.00 4893. 0.09 489.09 438. 0.010 0.008 0. 00 4911. 0.21 489.21 1034 . 0.024 0.013 0. 00 5018. 0.34 489.34 1694 . 0.039 0.017 0.00 5136. 0.47 489.47 2369. 0.054 0.020 0.00 5254. 0. 60 489.60 3060. 0.070 0.022 0.00 5374 . 0.72 489.72 3712. 0.085 0. 024 0.00 5486. 0.85 489.85 4433. 0.102 0.026 0.00 5609. 0.98 489.98 5170. 0.119 0.028 0.00 5732. l.11 490.11 5923. 0.136 0. 030 0.00 5857 . 1.23 490.23 6633. 0.152 0. 032 0.00 5973. 1.36 490.36 7418. 0.170 0.033 0.00 6100. O 2012 D. R.STRONG Consulting Engineers Inc. 21 Saddlebrook Technical Information Report Renton,Washington 1.49 490.49 8219. 0.189 0.035 0.00 6229. 1. 62 490.62 9038. 0.207 0.036 0.00 6358. 1.74 490.74 9808. 0.225 0.038 0.00 6479. 1.87 490.87 10658. 0.245 0.039 0.00 6611. 2.00 491.00 11527. 0.265 0.040 0. 00 6744. 2. 12 491.12 12343. 0.283 0. 042 0.00 6868. 2.25 491.25 13245. 0.304 0. 043 0.00 7003. 2.38 491.38 14164. 0.325 0. 044 0.00 7140. 2.51 491.51 15101. 0.347 0.045 0.00 7278• I 2. 63 491.63 15982. 0.367 0.046 0.00 7406. I 2.76 491.76 16954 . 0.389 0.048 0.00 7546. ! 2.89 491.89 17944 . 0.412 0.049 0.00 7688. � 3.02 492.02 18953. 0.435 0.050 0.00 7831. 3.14 492.14 19901. 0.457 0.051 0.00 7963. 3.27 492.27 20945. 0.481 0.052 0.00 8108. 3.40 492.40 22009. 0.505 0.053 0.00 8255. 3.53 492.53 23092. 0.530 0.054 0.00 8402. 3. 65 492. 65 24108. 0.553 0.055 0.00 8539. 3.78 492.78 25228. 0.579 0.056 0.00 8689. 3. 91 492. 91 26367. 0.605 0.057 0.00 8840. 4 .04 493.04 27526. 0.632 0.058 0.00 8992. 4 . 16 493.16 28614. 0.657 0.058 0.00 9134. 4 .29 493.29 29811. 0.684 0.059 0.00 9288. 4 .42 493.42 31029. 0.712 0.060 0.00 9444 . 4 .55 493.55 32267. 0.741 0.061 0.00 9601. 4 . 67 493. 67 33428. 0.767 0.062 0.00 9747. 4.74 493.74 34113. 0.783 0.062 0.00 9833. 4.76 493.76 34310. 0.788 0.064 0.00 9857. 4.79 493.79 34606. 0.794 0.068 0.00 9894. 4.81 493.81 34804. 0.799 0.075 0.00 9919. 4.83 493.83 35003. 0.804 0.084 0.00 9943. 4.86 493.86 35302. 0.810 0.095 0.00 9980. 4.88 493.88 35501. 0.815 0. 109 0.00 10005. 4 . 91 493.91 35802. 0.822 0.120 0.00 10042. 4 . 93 493.93 36003. 0.827 0. 124 0.00 10067. 4 . 95 493.95 36205. 0.831 0.128 0.00 10092. 5.08 494.08 37527. 0.862 0.146 0.00 10254. 5.21 494.21 38871. 0.892 0.161 0.00 10417. 5.33 494.33 40130. 0.921 0. 174 0.00 10568. 5. 46 494.46 41515. 0.953 0. 185 0.00 10734. 5. 59 494.59 42921. 0.985 0. 196 0.00 10901. 5.72 494.72 44349. 1.018 0.206 0.00 11069. �. 84 494.84 45686. 1.049 0.216 0.00 11225. 5. 97 494. 97 47157. 1.083 0.225 0.00 11395. b. 00 495.00 47499. 1.090 0.227 0.00 11434. 6.02 495.02 47728 . 1.096 0.229 0.00 11461. 6.04 495.04 47958. 1. 101 0.234 0.00 11487. 6.07 495.07 48303. 1. 109 0.241 0.00 11527. ' 6.09 495.09 48534 . 1.114 0.250 0.00 11553. 6.11 495.11 48765. 1.119 0.261 0.00 11580. 6.13 495.13 48997. 1.125 0.274 0.00 11606. 6.15 495.15 49229. 1.130 0.283 0.00 11633. 6.17 495.17 49462. 1.135 0.287 0.00 11659. ' 6.30 495.30 50989. 1.171 0.311 0. 00 11833. �J 2012 D. R.STRONG Consulting Engineers Inc. 22 Saddlebrook Technical Information Report Renton,Washington 6. 43 495.43 52539. 1.206 0.331 0.00 12CC b. 50 495.50 53382. 1.225 0.342 0.00 1210; 6. 60 495.60 54599. 1.253 0.817 0.00 1223 . 0.70 495.70 55830. 1.282 1. 670 0.00 1237-- . 6. 80 495.80 57074 . 1.310 2.780 0.00 1251_ . 6. 90 495.90 58332. 1.339 4.090 0.00 1264'"�. 7 .00 496.00 59604 . 1.368 5.570 0. 00 12787 . 7 . 10 496.10 60889. 1.398 7.010 0. 00 1292�.5. 7 .20 496.20 62189. 1.428 7.540 0. 00 1306�5. 7 .30 496.30 63503. 1.458 8.050 0. 00 13207 . 7 .40 496.40 64830. 1.488 8.520 0. 00 133<�� . 7 .50 496.50 66172. 1.519 8.960 0. 00 1349=, . 7 . 60 496.60 67529. 1.550 9.390 0.00 13633 . 7 .70 496.70 68899. 1.582 9.800 0.00 13777 . 7.80 496.80 70284. 1.613 10.180 0.00 13921 . 7. 90 496. 90 71683. 1. 646 10.560 0.00 14066. 8.00 497.00 73097. 1. 678 10.920 0.00 14212 . 8.10 497.10 74526. 1.711 11.270 0.00 1435� . 8 .20 497.20 75969. 1.744 11.610 0.00 14505. I 8.30 497.30 77427. 1.777 11. 940 0.00 14653. � 8.40 497.40 78899. 1.811 12.260 0.00 14802. �'' 8.50 497.50 80387. 1.845 12.580 0.00 1�951. ' Hyd Inflow Outflow Peak Storage Stage Elev (Cu-Ft) (Ac-Ft) 1 1.57 0.34 6.50 495.50 53383. 1.226 2 0.77 0.27 6.12 495.12 48858. 1.122 3 0. 93 0.20 5. 69 494. 69 44050. 1.011 � 0.94 0.19 5.50 494.50 41929. 0.963 5 0.82 0. 11 4.88 493.88 35479. 0.814 6 0.51 0.06 4.46 493.46 31450. 0.722 7 0. 61 0.06 3.92 492. 92 26498. 0.608 8 0. 65 0.05 2.80 491.80 17247. 0.396 Hyd R/D Facility Tributary Reservoir POC Outflow Outflow Inflow Inflow Target Calc 1 0.34 0.06 ******x* 0.37 0.36 2 0.27 0.03 ****x*** ******* 0.28 3 0.20 0.04 ******** ******* 0.21 4 0.19 0.04 ******** ******* 0.20 5 0.11 0.03 ******** ******* 0. 11 6 0.06 0.02 ******** ******* 0.07 7 0.06 0.02 ***x**** ******* 0.07 8 0.05 0.02 *******X **x*�*X O. G7 Route Time Series through Facility Inflow Time Series File:rdin.tst Outflow Time Series File:rdout POC Time Series File:dsout Inflow/Outflow Analysis Peak Inflow Discharge: 1.57 CFS at 6:00 on Jan 9 in Year 8 Pea� Outflow Discnarge: 0.344 CFS at 12:00 on Jan 9 in Year 8 �2012 D. R. STRONG Consulting Engineers Inc. 23 Saddlebrook Technical Information Report Renton,Washington Pea� Reservoir Stage: 6.50 Fi. Peak Reservoir Elev: 495.50 Ft Peak Reservoir Storage: 53383. C : . 1. �� - - ,-r� Add Time Series:bypass.ts- Peak Summed Discnarge: 0. ;:,? CL'� at "-2: ;;0 c�= Jan 9 in �iear � Point of Compliance File:dsout.�sT Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----F1ow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.266 2 2/09/O1 20:00 0.344 6.50 1 100.00 0. 990 0.057 7 1/07/02 4:00 0.266 6.12 2 25.00 0. 960 0.204 3 3/06/03 22:00 0.204 5. 69 3 10.00 0. 900 0.048 8 8/26/04 7:00 0.188 5.50 4 5.00 0.800 0.060 6 1/08/05 5:00 0.107 4.88 5 3.00 0. 667 0.107 5 1/19/06 3:00 0.060 4.46 6 2.00 0.500 0.188 4 11/24/06 8:00 0.057 3. 92 7 1.30 0.231 0.344 1 1/09/08 12:00 0.048 2.80 8 1.10 0.091 Computed Peaks 0.318 6.35 50.00 0. 980 Flow Frequency Analysis Time Series File:dsout.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 0.278 2 2/09/Ol 20:00 0.357 1 100.00 0. 990 0.072 7 1/05/02 16:00 0.278 2 25.00 0. 960 0.213 3 3/06/03 20:00 0.213 3 10.00 0.900 0.068 8 8/26/04 2:00 0.198 4 5.00 0.800 0.072 6 1/05/05 8:00 0.113 5 3.00 0.667 0.113 5 1/19/06 3:00 0.072 6 2.00 0.500 0.198 4 11/24/06 7:00 0.072 7 1.30 0.231 0.357 1 1/09/08 12:00 0.068 8 1.10 0.09"_ Computed Peaks 0.331 50.G0 0. 9�u F1ow Duration from Time Series File:rdout.ts= C�atoff Count Frequency CDF Exceedence Probab�---_, CFS ° ° ° - 0 0 0 0.004 32796 53.483 53.483 46.517 0.465E+C _ 0.011 6148 10.026 63.509 36.491 0.365E+i:_� 0.019 4821 7.862 71.371 28.629 0.286E+i;:=i 0.026 5268 8.591 79.962 20.038 0.200E+C�� 0.034 4349 7.092 87.055 12.945 0.129E+C'2 0.041 3152 5.140 92.195 7.805 0.780E-C- 0.049 1871 3.051 95.246 4.754 0.475E-C"� 0.056 1556 2.538 97.784 2.216 0.222E-C1 0.064 1042 1.699 99.483 0.517 0.517E-� 0.071 54 O.C88 99.571 0.429 0.429E-' O 2012 D.R.STRONG Consulting Engineers Inc. 24 Saddlebrook Technical Information RepoR Renton,Washington ', 0.078 29 0.047 99.618 0.382 0.382E-02 0.086 17 0.028 99.646 0.354 0.354E-02 0.093 17 0.028 99.674 0.326 0.326E-02 0. 101 11 0.018 99.692 0.308 0.308E-02 0. 108 15 0.024 99.716 0.284 0.284E-02 0.116 9 0.015 99.731 0.269 0.269E-02 0.123 7 0.011 99.742 0.258 0.258E-02 0.131 23 0.038 99.780 0.220 0.220E-02 0. 138 14 0.023 99.803 0.197 0.197E-02 0. 146 14 0.023 99.826 0.174 0. 174E-02 0. 153 9 0.015 99.840 0.160 0. 160E-02 0. 161 8 0.013 99.853 0.147 0.147E-02 0.168 13 0.021 99.874 0.126 0.126E-02 0.176 10 0.016 99.891 0.109 0.109E-02 0. 183 11 0.018 99.909 0.091 0.913E-03 0. 191 11 0.018 99.927 0.073 0.734E-03 0. 198 10 0.016 99. 943 0.057 0.571E-03 0.205 14 0.023 99. 966 0.034 0.342E-03 0.213 5 0.008 99.974 0.026 0.261E-03 0.220 4 0.007 99.980 0.020 0.196E-03 0.228 5 0.008 99.989 0.011 0. 114E-03 0.235 2 0.003 99.992 0.008 0.815E-04 0.243 1 0.002 99.993 0.007 0. 652E-04 0.250 1 0.002 99. 995 0.005 0.489E-04 0.258 1 0.002 99.997 0.003 0. 326E-04 0.265 1 0.002 99.998 0.002 0. 163E-04 Flow Duration from Time Series File:dsout.tsf Cutoff Count Frequency CDF Exceedence Probability CFS ° ° ° - o � o 0.004 32785 53.465 53.465 46.535 0.465E+00 0.012 6183 10.083 63.549 36.451 0.365E+00 0.020 4885 7.966 71.515 28.485 0.285E+00 0.027 5255 8.570 80.085 19.915 0. 199E+00 0.035 4253 6.936 87.021 12. 979 0. 130E+i" 0.043 3171 5.171 92.192 7.808 0.781E-C : 0.051 1952 3.183 95.375 4. 625 0.462E-C" 0.058 1473 2.402 97.777 2.223 0.222E-Gi 0.066 943 1.538 99.315 0.685 0. 685E-02 I 0.074 123 0.201 99.516 0. 484 0.484E-02 0.082 53 0.086 99.602 0.398 0.398E-02 0.090 25 0.041 99.643 0.357 0.357E-02 0.097 17 0.028 99.671 0.329 0.329E-02 0.105 14 0.023 99.693 0.307 0.307E-02 0. 113 13 0.021 99.715 0.285 0.285E-02 0.121 8 0.013 99.728 0.272 0.272E-02 0.129 13 0.021 99.749 0.251 0.251E-02 0. 136 18 0.029 99.778 0.222 0.222E-02 0. 144 16 0.026 99.804 0. 196 0.196E-02 0.152 14 0.023 99.827 0. 173 0.173E-02 0.160 7 0.011 99.839 0.161 0.161E-02 0.168 9 0.015 99.853 0.147 0.147E-02 0.175 13 0.021 99.874 0.126 0.126E-02 0. 183 10 0.016 99.891 0.109 0.109E-02 O 2012 D.R.STRONG Consulting Engineers Inc. 25 Saddlebrook Technical Information Report Renton,Washington 0.191 11 0.018 99. 909 0.091 0.913E-03 0.199 12 0.020 99.928 0.072 0.718E-03 0.206 9 0.015 99.943 0.057 0.571E-03 0.214 14 0.023 99.966 0.034 0.342E-03 0.222 6 0.010 99.976 0.024 0.245E-03 0.230 3 0.005 99.980 0.020 0.196E-03 0.238 4 0.007 99.987 0.013 0.130E-03 , 0.245 2 0.003 99.990 0.010 0.978E-04 0.253 2 0.003 99.993 0.007 0.652E-04 0.261 1 0.002 99.995 0.005 0.489E-04 0.269 1 0.002 99.997 0.003 0.326E-04 0.277 1 0.002 99.998 0.002 0.163E-04 Duration Comparison Anaylsis Base File: predev.tsf New File: dsout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New oChange Probability Base New oChange 0.064 � 0. 95E-02 0.88E-02 -8.0 � 0.95E-02 0.064 0.063 -0.5 0.081 � 0. 63E-02 0.40E-02 -36.3 � 0.63E-02 0.081 0.067 -16. 9 0.098 I 0.50E-02 0.33E-02 -34.2 � 0.50E-02 0.098 0.073 -25.7 0.116 I 0.37E-02 0.28E-02 -25.1 � 0.37E-02 0.116 0.086 -25. 4 0.133 I 0.29E-02 0.23E-02 -18.3 � 0.29E-02 0.133 0.113 -15. 1 I 0.151 � 0.22E-02 0.17E-02 -21.3 � 0.22E-02 0.151 0.136 -9.7 0.168 I 0.15E-02 0.15E-02 -l. l � 0.15E-02 0.168 0.168 -0.3 � � / � 0.185 I O.10E-02 O.10E-02 3.2 � O.10E-02 0.185 0.188 1.2 '� I � 0.203 I 0. 62E-03 0.65E-03 5.3 � 0.62E-03 0.203 0.204 0. 7 �� 0.220 � 0.34E-03 0.28E-03 -19.0 � 0.34E-03 0.220 0.214 -2. 7 0.238 I 0.21E-03 0.13E-03 -38.5 � 0.21E-03 0.238 0.229 -3.7 0.255 I 0.16E-03 0.65E-04 -60.0 � 0.16E-03 0.255 0.234 -8. 1 0.272 � 0.11E-03 0.16E-04 -85.7 I 0.11E-03 0.272 0.240 -11.8 0.290 � 0.16E-04 O.00E+00 -100.0 I 0.16E-04 0.290 0.277 -4. 3 Maximum positive excursion = 0.005 cfs ( 2. 6%) G, /,c �V�o � Li� occurring at 0.190 cfs on the Base Data:predev.tsf and at 0.195 cfs on the New Data:dsout.tsf Maximum negative excursion = 0.031 cfs (-27.3%) occurring at 0.114 cfs on the Base Data:predev.tsf and at 0.083 cfs on the New Data:dsout.tsf O 2012 D. R. STRONG Consulting Engineers Inc. 26 Saddlebrook Technical Information Report Renton,Washington Peaks Plot Retum Perio� 2 5 10 20 50 100 <� rd:,ut.pks in Sea-Tz� • dsout.pks � predevpks R � 3 000 �__ o � ° S 10-� Y . � in ' o 0 u' o U a� rn `m U N � 'O Z q '0 3 1 2 5 10 20 30 40 50 60 70 80 90 45 98 99 Cumulative Probability Duration Curve � 0 rdcuLdur o dsout dur • � taroetdur � N 0 . � N O ODO � O N O � lL U m ca I rn I t � R I � N a ! o � � I � �� i m � a � a c� 00 � I O O O O � O I I � y � 10-5 10� 10-3 10�Z 1p-� tp° ProGability Exce�ence O 2012 D. R.STRONG Consulting Engineers Inc. 27 Saddlebrook Technical Information Report Renton,Washington FLOW CONTROL PRIMARY OVERFLOW Using standard orifice equation to determine stand pipe diameter in control structure Ref. KCSWDM '09 Figure 5.3.4.H Qioo = 100-Year Peak Storm calculated using KCRTS 15-Minute Time Steps Q�oo = 3.88 cfs HM�= Maximum available head in feet measured from crest of weir HM,�= 0.5 ft. D = Riser Diameter D= {Q�oo/(3.782 * HM,,,z.$))°.s D = 1.20 ft. (min. diameter) round up to nearest standard pipe diameter use D = 18 in. or 1.5 ft. Calculate actual height above the weir expected during the 100-year peak storm H = Actual head above weir achieved with Q�oo H = (Q�oo/(9.739 * D))^0.67 H = 0.41 ft. JAILHOUSE SECONDARY OVERFLOW Using standard weir equation to determine length of window opening in control structure _ Ref. KCSWDM '09 Figure 5.3.4.E D= Control structure diameter D= 60 in. Q�oo= 100-Year Peak Storm calculated using KCRTS 15-Minute Time Steps Q�oo= 3.88 cfs Hr,,,p,X= Head above weir achieved with Q�oo H�,X= 0.41 ft. P= Height of overflow above outlet invert elevation P= 6.50 ft. c= Constant c= 3.27+0.4*HMAx/P - C= 3.30 ft. L= Arc length of the jailhouse window as necessary but not to exceed 50%of ' the control structure's internal circumference L= �Qioo K�*HrnAx�.s>�+0.2*Hnn.vc L= 4.57 ft. (min. length) C= Control Structure Circumference C= 16 ft. Calculate corrected L due to vertical bars in window. �', Lad�= adjusted arc length of the jail-house window Lad�= L+0.083*(L/0.33) Lad�= 5.72 ft. O 2012 D. R.STRONG Consulting Engineers Inc. 28 Saddlebrook Technical Information Report Renton,Washington BIRDCAGE EMERGENCY OVERFLOW SPILLWAY Using sharp crested weir equation to determine stand pipe diameter in control structure Ref. KCSWDM '09 Figure 5.3.4.E Q�oo= 100-Year Peak Storm calculated using KCRTS 15-Minute Time Steps Qioo= 3.88 cfs P= Height of primary overflow above outlet invert elevation I P= 6.91 ft. ' D= Control structure diameter D= 60 in. ' L= Control structure circumference L= 15.71 ft. ' C= 3.27+0.4H/P (ft) use... Q�oo= 3.27+0.4H/P(L-0.2H)H^1.5 H= Emergency overflow water surface elevation H= 0.18 ft. WATER QUALITY TREATMENT (PART E) The Project is located in the Basic Water Quality (WQ) Treatment area. The Project will utilize a BayFilter vault meeting Basic Water Quality treatment criteria. See Figure 7 for details. � I r k O 2012 D. R.STRONG Consulting Engmeers Inc. 29 Sadd eb o0 Technical Information Report Renton,Washington i I FIGURE 7. DETENTION FACILITY DET i AILS AND BAYFILTER SIZING I O 2012 D. R.STRONG Consulting Engineers Inc. 30 Saddlebrook ' '- Technical Information Report Renton,Washington SE 1/4 SE OF SECT/ON 32, TOWNSH/P 23N, RANGE 5F, W.M. �8 5. 1 .o. o ,.�T SADDLEBR40K �� 5' .. � 78'4VL£T RUBBER Sp/Jp� 4'OVTCET �y BOOi ///��PoN=496.00 ORIf7CE ql7LE7 / �50[/O TQ� Q Y B � �rr w�� / rznr=s,ss o0 z � / c~i � PLAN VIEW � m �crrEsr- 5ra��, — � , - - a W taas� ., I �, . ; � �a O I� � � ' I I CREST-488.91 . _ i � � i I . Q =_�.-. .' , � . __ � 18'INLEi PlPE I �I—~ � -'� ____ _ I i � . PlVERT-�88.91 �. , � _ � � ', -- j I . P^- . . za•u�.` ° � � ; --;-_ _, c " . cH �cF - --- f---- --- --� ,-- -- 6' AfNLM'K 6'WAMLPIX FEN fi00 __...__._ .._�_ _-_- _____ -._.._— '_ _'_'_' __' ___ "-........-. __ _- _._- __ _. -` , ._.. _i +. _ . .. .. _� f _. i ._._ __..__.. I ___.. i IX i __ __ ! p7ADE i. � f'ORlF]C£TO '� . ::. �. .... . . ..I_ , _. , __ .�.i __ 17'W7i.Er PfP£MI4EXT-48&61 � i I � . � - F2TFRS IN4ERT- NO7E WLET AND � � i � � SB7.71 OUTiEi P/PE NOT OURET lNV. i I � '�. , 4'IXIRfT PIPE + � , � �• 3i0NN FLYt �V= � I � , ��. �. INVER7-486.61 CUR17Y 486.67 � �':. . ____ ' ______I____ DE57G7/W5.Q£VA710N 49550 ��. �� , � .. _-__________ __I __'____"_'___ _____________________ __..._'__ l..__.._. _..__- -- -- _- _-�_""_'_— ;___ "_'_— "_'..._ "_�"'___ _ _ .-__ __--_ _----- -_- I ', i I j .. j ' SECTION A A SECTION B B � I, �:� i ; I 3 i 6.5�(IYF 5T7]7AGE i ,, PRF27MINARY SIDNG SVNNMY �AYF71-TFR STQ'AIWA7FR NANAC£MENT SYS7A1 6 A '�. i , � � 3�t � � BAYFK1fR 57t14AlWA7ER 7REARIENT SYSIFA/ STORVWATER fR7RATi0,N DENfF DE9GNm TO REVOY£ : ( . �'� ' Q5'SEDA!£NT STGRAGE ' - I . ' I_ fiNE SEC!IIENT$HEAVY METALS,AND PHOSPF/U4(/£ ��--- --- � "— --- .` '---�----- TNE 2AYFiLJFF SYS7fM REUES CN A SPIRAL NpINO �POND B07TOM E2EYAAGII I88.50 ------ �.. _ . - I ' P R Q�C T � S A D O L E H R O O K M m 1A F R T E R C J i R R U O G£N P T H A P P R O N I M A 7 E L Y 1 3 ' __--_'--'---- --------------------- - _ TOP LO'SEO/NENT SR7RAGE EL 189.00 SWARf FfcT�Fd.7RAAON AREA 7HE FLL7ER . , } � �'�, . �'.. LOCA710N RENT0.4, WA CAR7RlGCES ARE HOU.�D 1N A CONCRE7E S7RUCNRE '�, ' ��. '�, I TNA7 EVEMY O1S7RiHU7E5 7H£FLOW BETW£EN � . '' � � ; wn�auauTr Row o.o�z cxs carrrnmces. n;F srsnu�s or�i,ve xrrt�au SEC7)ON A-A I ( I £XTc'.RVAL BYPA55 THA7 ROUTES MC1-I INiFN9TY GRAPHIC SCAI F DRAWAC£AREA - 57'JRMS ARa1hD 7HE 575TFM, iHE f7L7ER CAR7F8DGE5 0 5 10 15 CAR7RiDC£OF9GN FCOW RA7E ,7p�,py R��'�LUTANTS fROAI RUNOFF BY FlL7RAAON � o v� o h (WCEPRQN/AT7ACHAl£NT)AND AOSORP7ICN. . 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BY: Date: � a - DETEN770N POND PLAN VlEW BY: Date: BY: Date: o E A.�p BY: Date: 4�r,sy,,�Of 1 tltt Cd11E?715 DAIED JNIUARY 10.4Di] tLP 01.T813 YAJ D.R.STRONG �� as NOTm �"' .� � CITY OF SADDLEBROOK >>-��-i2 % l x \J D � CONSULTING ENG/NEERS �� R E N TO N DEfENTiON POND DETAILS � N Ce12 Warkiq Daye Belore You Dig �w � „�; ' 1-800-424-5555 '_�" �""'""��"�"°'� � ,�,�.�,�..ro„�W��, � UI�XIea lA�dergo�nd Lxetion Cmler �/OKAi, �,�' o�.azr.apz�p.�s.ens+xt � � Flonning/cui'�d�ng/Pubiic Wcrl:s DepL C73 (D,Idf,FD,ORWA1 O�� u.x..dsprg.cam N0. REVISION BY CATE APPR w� � �3�•17 A-NNNN SE 1/4 SE OF SEC770N 32, TOWNSH/P 23N, RANGE 5E, W.M. 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THiS OE&7!S BARR/ER/S fCR USE W1570f OF ROAD RIGl7-Q�-WAY ONLY. fDR OEBHIS CACES MTNW ROAO 7(pCq7F p,gpW RE57R/CTOR(5)AS NECESSARY i0 PRONOE BY: Date: - RlGFIT-Q�-WAY,SEE ORANSNC 2-028 XfRS NNlAHIY fl£MANCE AS 5}1011IJ. 8lROCAGE EMERGENCY OVERFLOW CONTROL S7RUCTi/RE BY: Date: - N NTS BY: Date: p.�o BY: Date: �{ ��At,�l � t an ca��xrs whn.uwu�ar i0.so+s nr m.aa� r�r -;,;w„s, SADDLEBROOK �i�-t4-t2 � D.R.STRONG � ��S NOTED . CI TY OF �"� CONSULTlNG ENG/NFEHS `E'�YV - Ce12 Workig Daye Belore You Dg w � �� R E N TO N STORM DRAINAGE DEfAILS � 1-800-424-5555 u � D � �""�'�"'"�`�S'"'�� '� �'� � � rmna�sen v4 r�a�rowa.uw,wn c�av �� / Ut�lke lhWergroind LeceSonCenter lONAi. a,'� o�uaz�aa�F.zsen2�23 �� r �*�� a� P,ann'ng/Bu�lc"�G/PuGlic Works DepL �C74 � (�,bfT,PD,OR,WA) C` ww.manmgmn N0. REVIS'.ON dY DAT= APPR "'"`"`�`'" iw "" 14�17 c' A-NNNN A BayFilter Sizing Details � ADS Representative: Kell Kokesh Date: 1/29/2013 Site Information Pro'ect Name Saddlebrook Cit Seattle � State WA , Draina e Area 4.408 acres ' Im ervious Area 2.452 acres Pervious Area 1.956 acres %Im ervious 56% Upstream Detention System Peak release rate from detention 1 cfs Treatment release rate from detention 0.073 cfs S stem Confi uration Offline Detention retreatment credit 60% WA DOE Approval General Use Desi nation Yes A enc re uired%removal 80% Filter System Filtration Brand Ba Filter Cartrid e Hei ht 28 in Cartrid e Filter Area 43 sf Maximum Cartrid e Flow Rate 0.7 gpm/sf S ecific Flow Rate 30 gpm Determine Critical Sizing Value Number of Cartrid es Usin Flow Rate 2 SUMMARY Treatment Flow Rate 0.o73 cfs Cartrid e Flow Rate 30 gpm Number of Cartrid es 2 SECTION V CONVEYANCE SYSTEM ANALYSIS AND DESIGN Per Core Requirement #4 of the KCSWDM, the con�eyance system must be analyzed and designed for existing tributary and developed onsite runoff from the proposed project. Pipe systems shall be designed to convey the 100-year design storm. The Rational Method was used to calculate the Q-Ratio for each pipe node. A conveyance system consisting primarily of pipes and catch basins has been designed for the Project. Onsite runoff will be collected by the multiple catch basins. Pipes are typically twelve- and eighteen-inch diameter LCPE material. The pipes will have a minimum slope of 1.00%. The pond primary overflow riser is designed to convey the 100-year peak storm (design storm), based on the KCRTS 15-minute time series for developed, undetained conditions on site. This is calculated at 3.88 cfs. The results of the 15-minute KCRTS time series, overflow riser analysis, and KCBW Calculations are included in this Section. DEVELOPED 15-MINUTE TIME SERIES Modeling input Land cover Entire Site Till forest(ac) 0.000 Till Grass (ac) 1.956 , Wetland (ac) 0.000 Impervious (ac) 2.452 Scale Factor: 1.00 Time Step: 15-Min Data Type: Reduced Project location: Seatac Total Area: 4.408 Tabfe 4 Developed 15-Min KCRTS Modeling Input O 2012 D.R. STRONG Consulting Engineers Inc. 31 Saddlebrook i Technical Information Report Renton,Washington Modeling results Developed 15-Min Flow Frequency Analysis Time Series File:l5-min-sea.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------ Flc;a Rate Rank Time of Peak - - Peaks - - Rank Return Pro� (CFS) (CFS) Period 1.17 6 8/27/O1 18:00 3.88 1 100.00 0.9°C 0.857 8 1/05/02 15:00 2.64 2 25.00 0.96i: 2. 64 2 12/08/02 17:15 1.65 3 10.00 0. 90i 0. 941 7 8/23/04 14:30 1.61 4 5.00 0.8C 1. 61 4 11/17/04 5:00 1.44 5 3.00 0.6E 1. 44 5 10/27/05 10:45 1.17 6 2.00 0.50C 1. 65 3 10/25/06 22:45 0.941 7 1.30 0.23=. 3. 88 1 1/09/08 6:30 0.857 8 1.10 0.09- CO:"��Ltc� pEGr... �. q� G.�. �� . �.^.�� O 2012 D. R.STRONG Consulting Engineers Inc. 32 Saddlebrook Technical Information Report Renton,Washington BACKWATER ANALYSIS Storm Water Runoff Variables: A= Total of Subasin and Tributary Areas C= Runoff Coefficient(the anticipated proportion of rainfall volume that runs off the area)see 2009 KCSWM Table 3.2.1A CC= Composite Runoff Coefficient CC= S(Cn*An)/ATotal Tc= Time of Concentration(Typically 6.3 minutes which is the minimum value used in calculations) R= design return frequency iR= Unit peak rainfall intensity factor iR= (aR)(Tc)^(-bR) aR,bR= coefficients from'09 KCSWM Table 3.2.1.B used to adjust the equation for the design storm IR= Peak rainfall intensity factor for a storm of return frequency'R' IR= PR*iR PR= total precipitation(inches)for the 24-hour storm event for the given frequency. See Issopluvial Maps in 2009 KCSWM Figures 3.2.1.A-D QR= peak flow(cfs)for a storm of return frequency'R' QR= CC'iR'A The Q-Ratio describes the ratio of the tributary flow to the main upstream flow. R=° -year storm aR= 2.61 bR= 0.63 PR= inches Conveyance System Variables: d= pipe diameter n= Manning's Number 1= length of pipe O 2012 D. R. STRONG Consulting Engineers Inc. 33 Saddlebrook Technical Information Report Renton,Washington Pipe Structures Subasins& A A C CC Tc iR IR oR SQR Q- d Material n I Slope invert invert over- Q V Bend CB Tributaries subasin Ratio in out flow Full Full Dia elev. Flow Flow FROM CB To CB sf Ac Ac Min. cfs cfs in ft % ft ft ft cis fps CB#4 TO INLET 1 4 4 3 4 589 0.01 0.90 6.3 0.82 3.27 0.04 0.04 0.00 12 N-12 0.012 36 1.46 498.50 497.98 501.50 4.68 5.95 0 2 RUN 103-3 39482 0.91 0.63 3 3 2 3 36336 0.83 0.61 3 3 2 3 75818 1.74 0.62 6.3 0.82 3.27 3.54 3.58 88.91 12 N-12 0.012 222 1.00 497.98 495.76 501.22 3.87 4.93 0.2 2 RUN 102-2 21239 0.49 0.58 2 2 1 2 30748 0.71 O.b7 2 2 1 2 51987 1.19 0.58 6.3 0.82 3.27 2.25 5.83 0.63 18 N-12 0.012 299 1.00 495.26 492.27 505.93 11.41 6.46 0.2 4 RUN 101-1 1006 0.02 0.90 RUN 6-1 36509 0.84 0.60 1 1 INLET 1 1 5477 0.13 0.90 1 1 INLET 1 1 42992 0.99 0.65 6.3 0.82 3.27 2.09 7.92 0.36 18 N-12 0.012 65 5.05 492.27 489 499.73 25.65 14.51 124.59 4 CB#6 TO CB#1 6 6 5 6 435 0.01 0.90 6.3 0.82 3.27 0.03 0.03 0.00 12 N-12 0.012 34 0.99 494.76 494.42 498.24 3.85 4.90 0 2 5 5 1 5 36074 0.83 0.60 6.3 0.82 3.27 1.62 1.65 55.04 12 N-12 0.012 25 6.73 494.42 492.77 499.42 10.04 12.78 54.1 2 36509 0.84 0.60 CB#101 TO CB#1 101 101 1 101 1006 0.02 0.90 6.3 0.82 3.27 0.07 0.07 0.00 12 N-12 0.012 21 0.98 492.98 492.77 497.86 3.83 4.88 0 2 CB#102 TO CB#2 102 102 2 102 21239 0.49 0.58 6.3 0.82 3.27 0.93 0.93 0.00 12 N-12 0.012 24 21.24 500.93 495.76 505.93 17.84 22.71 0 2 CB#103 TO CB#3 103 103 3 103 3�J482 0.91 0.63 6.3 0.82 3.27 1.88 1.88 0.00 12 N-12 0.012 24 0.99 498.22 497.98 501.22 3.84 4.89 0 2 O 2012 D. R.STRONG Consulting Engineers Inc. 34 Saddlebrook Technical Information Report Renton,Washington BACKWATER ANALYSIS MAP I ! I ', , � O 2012 D. R.STRONG Consulting Engineers Inc. 35 Saddlebrook Technical Information Report Renton,Washington � W 2 �, W o � � � N � q � °� � y � � 2 W Y � O U " � � s � � p� y � � � VU W � � �I 1 Q 3 Z o � w o �' (I � �I■ I �` I ' LOT 5 Z ' 30,538 S.F. LOT 102 LOT 103 � ; � (� 18,801 S.F. 29,492 S.F. ' Q Q I � = I Q ~ I' Z- - - - i >• � �� - - - -- - - ._. �" OAD 5 - - - - - - - T � ROAD 6 5,536 . ROAD 102 394 S.F. �— ' 2, , , OAD 103 Q 9, — –i I ROAD � NE 9ST ST ROAD 2 I 0 � � ' ' 2, ROAD 3 I O � ROAD 101 I^� � _ ,_, J 917 S.F. , _ � — '� 1 — I ROAD 4 m Q � -- - - - - �- II 589 S.F. J � �I O I I Q Q � I�' LOT 2 LOT 3 � � � � 28,311 S.F. 29,539 S.F. � � m II I � I ' � � Q � � I � �, � � L � � I I I� J NORTH GRAPHIC SCALE ORAFTED BY.• Y(p 0 30 60 90 OESIGN£D HY.• T2P � � PROJECT ENGIN£fR: MAJ DAIE} JJJ4.12 1 I NCH = 60 FT. PRo,�cr xo.: izo4o R:12012\G�12040�3\Draw�ngs�8ose�38W72040.Cwg i/2B/2013 2:17:24 P1A PST ORAWlNC.• T COPYRIGHT �Q 2012, D.R. STRONG CONSULTING ENGINE_RS INC. SHEEF. � OF � BACKWATER ANALYSIS RESULTS BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB#4 TO INLET l .bwp Surcharge condition at intermediate junctions Tailwater Elevation:495.12 feet Discharge Range:0.788 to 7.92 Step of 0.788 [cfsj Overflow Elevation:501.5 feet Weir:NCNE Upstream Velocity:0. feet/sec PIPE N0. 1: 64 LF - 18"CP @ 5.05% OUTLET: 489.00 INLET: 492.27 INTYP: 5 j JUNC N0. l: OVERFLOW-EL: 499.73 3END: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.36 I Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI x*�******************************************+******�***********************�** ' 0.79 2.87 495.14 * 0.012 0.34 0.19 6.12 6.12 2.86 2.87 0.41 1.58 2.88 495.15 * 0.012 0.48 0.26 6.12 6.12 2.86 2.88 0.62 2.36 2.93 495.20 * 0.012 0.59 0.31 6.12 6.12 2.88 2.93 0.79 3.15 2.99 495.26 * 0.012 0. 68 0.36 6.12 6.12 2.90 2.99 0. 94 3.94 3.07 495.34 * 0.012 0.76 0.40 6.12 6.12 2.93 3.07 1.09 4.73 3.16 495.43 * 0.012 0.84 0.44 6.12 6.12 2.96 3.16 1.24 5.52 3.28 495.55 * 0.012 0.91 0.48 6.12 6.12 3.00 3.28 1.39 6.30 3.41 495.68 * 0.012 0.98 0.51 6.12 6.12 3.05 3.41 1.54 7.09 3.56 495.83 * 0.012 1.04 0.54 6.12 6.12 3.10 3.56 1.70 7.88 3.72 495.99 * 0.012 1.09 0.58 6.12 6.12 3.16 3.72 1.85 8.67 3.90 496.17 * 0.012 1.15 0. 61 6.12 6.12 3.23 3.90 2.04 PIPE N0. 2: 299 LF - 18"CP @ 1.00°s OUTLET: 492.27 INLET: 495.26 INTYP: 5 JUNC NO. 2: OVERFLOW-EL: 505.93 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.63 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ***********��*****�*******�************************�************************�** 0.58 0.42 495.68 * 0.012 0.29 0.24 2.87 2.87 0.31 0.42 0.37 1.16 0.54 495.80 * 0.012 0.41 0.33 2.88 2.88 0.41 ***** 0.54 1.74 0.66 495.92 * 0.012 0.50 0.40 2.93 2.93 0.50 ***** 0.66 2.32 0.77 496.03 * 0.012 0.58 0.46 2.99 2.99 0.58 ***** 0.77 2.90 0.87 496.13 * 0.012 0.65 0.52 3.07 3.07 0.65 ***** 0.87 3.48 1.05 496.31 * 0.012 0.72 0.57 3.16 3.16 0.73 1.05 0.95 4.06 1.12 496.38 * 0.012 0.78 0.62 3.28 3.28 0.84 1.12 1.03 4.64 1.20 496.46 * 0.012 0.83 0.67 3.41 3.41 0.98 1.20 1.10 5.22 1.31 496.57 * 0.012 0.89 0.72 3.56 3.56 1.17 1.31 1.17 5.80 1.54 496.80 * 0.012 0.94 0.76 3.72 3.72 1.47 1.54 1.24 6.38 1.94 497.20 * 0.012 0.98 0.81 3.90 3.90 1.86 1.94 1.30 PIPE NO. 3: 221 LF - 12"CP @ 1.00$ OUTLET: 495.76 INLET: 497.98 INTYP: 5 JUNC N0. 3: OVERFLOW-EL: 501.22 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATI0:88.91 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI I ****x*********************************�*************************************+** 0.36 0.33 498.31 * 0.012 0.25 0.21 0.00 0.21 0.25 ***** 0.33 ' 0.71 0.48 498.46 * 0.012 0.36 0.30 0.09 0.30 0.36 ***** 0.48 ' 1.07 0.61 498.59 * 0.012 0.44 0.36 0.16 0.36 0.44 ***** 0.61 ' 1.43 0.73 498.71 * 0.012 0.51 0.43 0.27 0.43 0.51 ***** 0.73 1.78 0.85 498.83 * 0.012 0.57 0.48 0.37 0.48 0.57 ***** 0.85 2.14 0.96 498.94 * 0.012 0.63 0.54 0.55 0.55 0.63 ***** 0.96 2.49 1.07 499.05 * 0.012 0.68 0.59 0.62 0.62 0.68 ***** 1.07 2.85 1.19 499.17 * 0.012 0.73 0.64 0.70 0.70 0.73 ***** 1.19 3.21 1.33 499.31 * 0.012 0.77 0.70 0.81 0.81 0.77 ***** 1.33 3.56 1.48 499.46 * 0.012 0.81 0.76 1.04 1.04 0.81 ***** 1.48 3.92 2.09 500.07 * 0.012 0.85 0.84 1.44 1.44 1.51 2.09 1.60 O 2012 D.R.STRONG Consulting Engineers Inc. 36 Saddlebrook Technical Information Report Renton,Washington PIPE VO. 4: 35 LF - 12"CP � 1.46o OUTLET: 497.98 INLE_: 498.50 INTYP: � Q{CFS) HW(FT} HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *x*****+******************�************+*************************************>_ 0.00 0.04 498.54 * 0.012 0.03 0.03 0.33 0.33 0.03 0.04 O.G� 0.01 0.06 998.56 * 0.012 0.04 0.04 0.48 0.48 0.05 0.06 0.�4 0.01 0.10 498.60 * 0.012 0.05 0.04 0.61 0.61 . 0.10 0.10 0.05 0.02 0.22 498.72 * 0.012 0.06 0.05 0.73 0.73 0.22 0.22 0.05 0.02 0.33 498.83 * 0.012 0.06 0.05 0.85 0.85 0.33 0.33 O.C? 0.02 0.44 498.94 * 0.012 0.07 0.06 0.96 0.96 0.44 0.44 O.C8 0.03 0.56 499.06 * 0.012 0.07 0.06 1.07 1.07 0.56 0.56 0.08 0.03 0.67 499.17 * 0.012 0.08 0.06 1.19 1.19 0.67 0.67 O.G9 0.04 0.81 499.31 * 0.012 0.08 0.07 1.33 1.33 0.81 0.81 0.?0 0.04 0.97 499.47 * 0.012 0.09 0.07 1.48 1.48 0.97 0.97 0.`_0 0.04 1.58 500.08 * 0.012 0.09 0.07 2.09 2.0� 1.58 1.58 0.11 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB#6 TO CB#l .bwp Ssrcharge condition at intermediate junctions ' �ailwater Elevation:496. feet Discharge Range:0.162 to 1.65 Step of O.lo2 [c=s] Overflow Elevation:498.24 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. l: 24 LF - 12"CP @ 6.73°s OUTLET: 492.77 INLET: 494.42 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 499.42 BEND: 54 DEG DIA/WIDTH: 2.0 Q-RATI0:55.04 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI �*x****************+**********************************************************� 0.16 1.59 496.01 * 0.012 0.17 0.09 3.23 3.23 1.59 1.59 0.19 0.32 1.59 496.01 * 0.012 0.24 0.13 3.23 3.23 1.58 1.59 0.29 0.49 1.59 496.01 * 0.012 0.29 0.15 3.23 3.23 1.58 1.59 0.36 0.65 1.60 496_02 * 0.012 0.34 0.18 3.23 3.23 1.59 1.60 0.43 0.81 1.62 496.04 * 0.012 0.38 0.20 3.23 3.23 1.59 1.62 0.49 0.97 1.63 496.05 * 0.012 0.42 0.22 3.23 3.23 1.60 1.63 0.55 1.13 1.65 496.07 * 0.012 0.45 0.23 3.23 3.23 1.60 1.65 0.61 1.30 1.67 496.09 * 0.012 0.49 0.25 3.23 3.23 1.61 1.67 0.66 1.46 1.70 496.12 * 0.012 0.52 0.26 3.23 3.23 1.61 1.70 0.71 1.02 1.72 496.14 * 0.012 0.55 0.28 3.23 3.23 1.62 1.72 0.77 1.78 1.75 496.17 * 0.012 0.57 0.29 3.23 3.23 1.63 1.75 0.82 ?IPE i10. 2: 34 LF - 12"CP @ 0.990 OUTLET: 494.42 INLET: 494.76 INTYP: 5 Q(CrS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI t�****�**************�*�*****�******************+****************************** 0.00 1.26 496.02 * 0.012 0.03 0.03 1.59 1.59 1.26 1.26 0.03 0.01 1.25 496.01 * 0.012 0.04 0.03 1.59 1.59 1.25 1.25 0.04 0.01 1.25 496.01 * 0.012 0.04 0.04 1.59 1.59 1.25 1.25 0.05 0.01 1.26 496.02 * 0.012 0.05 0.05 1.60 1.60 1.26 1.26 0.05 0.01 1.28 496.04 * 0.012 0.05 0.05 1.62 1.62 1.28 1.28 0.06 0.02 1.29 496.05 * 0.012 0.06 0.05 1.63 1.63 1.29 1.29 0.07 0.02 1.31 496.07 * 0.012 0.06 0.06 1.65 1.65 1.31 1.31 0.07 0.02 1.33 496.09 * 0.012 0.07 0.06 1.67 1.67 1.33 1.33 0.08 0.03 1.36 496.12 * 0.012 0.07 0.06 1.70 1.70 1.36 1.36 0.08 0.03 1.38 490.19 * 0.012 0.07 0.07 1.72 1.72 1.38 1.38 0.09 0.03 1.41 �90.17 * 0.012 O.C8 �.0/ 1.75 1.7� 1.41 1.41 C.C° O 2012 D.R.STRONG Consulting Engineers Inc. 37 Saddlebrook Technical Information Report Renton,Washington BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB#101 TO CB#l .bwp Surcharge condition at in�ermediate junctions Tailwater Elevation:496. feet Discharge Range:0.07 to 0.07 Step of 0.07 [cfs] Overflow Elevation:497.86 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE N0. 1: 21 LF - 12"CP @ 0.98a OUTLET: 492.77 INLET: 492.98 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *****�*************��*+*x**********************+**�***********�*************�** 0.07 3.03 496.01 * 0.012 0.11 0.10 3.23 3.23 3.03 3.03 0.14 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB#102 TO CB#2 .bwp Surcharge condition at intermediate junctions Tailwater Elevation:496.81 feet Discharge Range:0.93 to 0.93 Step of 0.93 [cfs] Overflow Elevation:505.93 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE N0. 1: 24 LF - 12"CP @ 21.24o OUiLET: 495.76 INLET: 500.93 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *��**********************�******�***�*+�***�*********************�*****�****** 0.93 0.46 501.39 * 0.012 0.41 0.16 1.05 1.05 0.41 ***** 0.46 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB#103 TO CB#3.bwp Surcharge condition at i�termediate junctions Tailwater Elevation:499.46 feet Discharge Range:1.88 to 1.88 Step of 1.88 [cfs] Overflow Elevation:501.22 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE N0. 1: 24 LF - 12"CP @ 0.99a OUTLET: 497.98 INLET: 498.22 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *x**x�*****�****�**************�**********�**�********************************* 1.88 1.43 499.65 * 0.012 0.59 0.50 1.48 1.48 1.30 1.43 0.88 ,II I � 212DR. O 0 . STRONG Consultmg Engineers Inc. 38 Saddlebrook Technical Information Report Renton,Washington SECTION VI ' SPECIAL REPORTS AND STUDIES ! The following report and studies have been provided with this submittal. 1. Traffic Impact Analysis —TraffEx, Inc., August 10, 2012 �'�, 2. Critical Areas Study — Sewall Wetland Consulting, Inc., August 20, 2012 � 3. Geotechnical Engineering Study— Earth Solutions NW, LLC., August 21, 2012 4. Arborist Report— Greenforest, Inc., August 27, 2012 ' �2012 D. R.STRONG Consulting Engineers Inc. 39 Saddlebrook Technical Information Report Renton,Washington SECTION VII OTHER PERMITS, VARIANCES AND ADJUSTMENTS Approved Drainage Adjustment 2012-03 (Attached) Approved ADS BayFilter Adjustment 2012-04 (Attached) ; �._� ,-_ � ; � O 2012 D. R.STRONG Consulting Engineers Inc. 40 Saddlebrook Technical Information Report Renton,Washington PUBL[C WORiCS DEPARTMEflIS cI�y�f e C� r��rJO � .�'. ,, . �1li E M O fi A N D U [Vi . , DATE: August 16, 2012 TO: . � Arneta Henninger, Plan Reviewer . FROM: ��on Straka, Surface Water Utility Supervisor,x7248 STAFF CONTACT: Hebe Bernardo, Surface Water Utility Engineer,x7264 SUBlECT: Sa�dlebrook Plat Adjustment 2012-03 The City of Renton Surface Water Utility has completed review of the adjustment , request for the Saddlebrook P[at in accordance with City adopted 2009 King County Surface Water Design Manual (KCSWDM) anci City Amendments to the 2d09 KCSWDM. Our review of the information leads us to understand that the appficant's engineering is � requesting an adjustment from the 2009 King County Surface Water Design Manual to � core requirement#1 (section 1.2.1), Qischarge at the Naturaf Location. Our review of v�1 the information provided by the applicant engineer on August 13, 2012, provides the ]-_ followingfindings: � � � 1. The proposed project has n�t completed the process preliminary plat approval � or SEPA review_ � � 2. The site is located in two existing parce{s (3564500260 and 3664500261) with a total area of 4.36 acers. Parcels are situated atop a ridge and discharges runoff into two subbasins. Tributary Drainage Area (TDA)�West is � approximately 1.78 acres and discharges ta 156th Avenue SE while TDA East is comprised of the remaining 2,58 acres and discharges to 158th Avenue SE. The discharge elevation of TDA West is approximately six feet(ower than that of TDA East. These two flowpaths converge at a point approximately 3,000 feet downstream of TDA West and 4,900 feef downstream of TDA East at the corner of 156th Avenue SE and SE 144th Street (convergence pointj. 3. The proposal is to collect much of the runoff from the project site (4.36 acres) ' and direct it to a single combined detention and water quality facility located in ! the west portion of the site. The allowed release would then discharge through 'i an existing conveyance system into the right-of-way of 156th Avenue SE where i� �i continues to go south and converges with TDA East in SE 1�4tn Stree�. '�i II !an Illian ' Page 2 of 4 August 16,2012 4. No downstream analysis has been completed and submitted to the City for review. However, a preliminaryfield recognizance ofthe downstream drainage system was completed bythe applicant and applicant's engineer. Finclings were discussed in the adjustment [etter. Preliminary analysis demonstrated that the downstream path from TDA West is mostly comprised of a constructed conveyance system from the�site to the convergence point. This conveyan.ce system is made up of grass and rock-lined ditches as wefl as cu(verts, pipes, and catch basins. 5. King County drainage complaints in the area were reviewed and the basin draining to the conveyance system was determined using King County iMAP. This resource review revealed an overall basin size of approximately 73.5 acres and no relevant drainage complaints in the last 15 years downsfream of the Site. 6. Ta analyze the impact of the discharge rate, the King County Runoff Time Series Software was used to examine .the overall site in a forested condition, � TDA West's existing condition, and the 73.5 acre basin in a forested condition as well as a full build-out condition (undetained, �based on KCSWDM Table 3.2.2.0 for 4.0 DU/GA, 42% impervious). TDA 1Nest (in its existing condition) generates approximately 0.29 cfs of runQff for the 100-year return interval. TJ�e total site, when analyzed for the forested condition, will generate approximately 0.35 cfs of runoff for the 100-year return interval. The existing conveyance system downstream of the proposed pfat would receive a net increase in runofFof Q.06 cfs,which is less than 0.1 cfs. The total drainage basin currently generates 5.93 cfs and 23.59 cfs, for forested and build-out conditions assuming no flow control, respective[y. � Based on these understandings, findings, and per section 1.2.1 of the 2009 Surface Water Design Manual as amended bythe City,the adjustment to allow the diversion of runoff to a single combined stormwater flow control and water quality treatment facility draining to SE 156th Avenue is approved with the following conditions: 1. A level one downstream analysis in accordance with se�ion 1.2.1 of the 2009 KCSWDM as amended by the City shall be submitted to the City for review. Based on this analysis,the City may require the compfetion of a down5tream anafysis and/or improverrzents to the downstream system. H:\File Sys\SVJP-Surace�b'ater Projzcts\SVJP-Z7-5urfzce L"✓ater Projects(CIP)\27-3?29 Renton Stormevater � Manual\ADIUSTMENTS\201Z\2012-3 Saddl�bro�k.doc\H3ah Jan Illian Page 3 of 4 . August 16,2012 2. The proposed combined cletention and water quality treatment facility to be constructed on the northwest corner of the site shall be designed as a level 3 flow control for the entire site in using the two basins as the existing (forested) site conditions. The stormwater facility shall be designed in accordance with � section 1.23 ofthe 2009 KCSWDM. � 3. Surface water discharge from the west basin is required to follow its existing drainage course. 4. Water quality treatment in accordance with�section 1.2.8 of the 2009 KCSWDM shall be provided for al)targeted surfaces prior to discharging from the site. The water quality facility shall be sized based on the entire proposed subdivision draining to the facility including any required frontage improvemenfs. 5. The release rate from the detention facility will be based on all of the tributary area being directed to the facility. 6. The volume of the stormwater detention facility shall be based on all flows . directed to the facility at full deve{opment under current zoning. The detention volume shall 6e sized using Level 3 Flood Prablem Flow Control Standards in the 2009 KCSWDM. The pre-developed condition runoff rates for the sizing of the facility shall be based on the entire site using forested as pre-developed site conditions. The TIR shall include all required documentation detai{ed in chapter Z of the 2009 KCSWDM for the sizing of the facility. 7. Additional storm drainage requirements identified bythe Cityof Renton as part of the SEPA review process or preliminary plat approval may apply to this project. Please note that the approval of this adjustment does not relieve the - applicant from other conditions that may be stipulated in future city, state, or _ federaf permits/requirements. � tVo�es to applicant: 1. All lots within the Saddlebrook Plat are required to provide�low control BMPs in accordance with figure C.1.3.A of the 2009 KCSWDM. Flow control BMP credits in accordance with section 1.2.3 ofthe 2005 KCSWDM may be used to reduce the size of the required flow control facility. The feasibility to implement full . dispersion BMPs and full infiltration BMPs shafl be verified first. If implementation of full dispersion BMPs and ful) infiltration BMPS are not feasible alternatives,then any of the BMPs listed in figure C.1.3.A shall be provided. The selected flow control BMP to be implemented on each lot shall be shown on the co.nstruction plans. Drainage calculations for the sizing of the . proposed BMPs to be constructed on each lot shall be included in the TIR. H:\�ile Sys\SWP-Surface Water Projects\SWP-27-Surface Water Projects{CIP)\27-3129 Renton Stormwater Mznual\ADJUS7MENTS\2012\2012-3 Saddlebro�k.doc\HBah 1an Illian Page 4 of 4 August 16,2012 Construction of the proposed flow control BMPs may be difFered for construction on the lof at time of bui(ding permit. If you have any questions about this adjusfinent, please contact Hebe Bernardo or me. � Attachments cc_ Lys Hornsby,P.E.,Utility Systems Diredor ' Kayren K"rttrick,Development Engineering Supervisor Vanessa Dolbee,Planner File H:\File Sys\SWP-Surface Water Projects\SWP-27-Surface��ater Projects(CIP)\27-3129 Ren`on Stormtivater Manuaf\ADJUSTMENTS\2012\2012-3 Saddl�br�ok.doc\HBah PUBLIC WORKS DEPARTMENT � �!�{�O� �}., � M E � M O R A IV D U M - DATE: October 31, 2012 TO: . Arneta Henninger, Plan Reviewer FROM: ��1 Ron Straka,Surface Water Utility Supervisor, x7248 STAFF CONTACT: Hebe C. Bernardo, Surface Water Utility Engineer,x7248 SUBJECT: Saddlebrook Plat—ADS BayFilterT'�Adjustment 2012-U4 The City of Renton Surface Water Utility has completed review of the adjustment request from � DR Strong Consultant Engineer for the 5addlebrook Plat in accordance with City adopted 2009 King County Surface Water Design Manual (KCSWDM) and City Amendments to the 2009 KCSWDM. Our review of the information leads us to understand that the applicant's engineering is requesting an adjustment from the 2009 King County Surface Water Design Manual.to core requirement#8}, Water Quality. Our review of the information provided by the appficant engineer on October 16, 2012, prbvides the f�llowing findings: 1. The proposed project has not completed the process preliminery plat approval or SEPA review. . 2. The site is located in two existing parcels(3664500260 and 3664500261) with a total �rea oi4.3a acres. Parce(s ar� sii��ated aiop a ricige a��d uischargzs runu� ini� �wo � sub-basins. An adjustment to Core Requirement#1, Discharge at the Natural Location was approved in December 11,2012 allowing the project to collect much of the runoff irom ihe projeci site(4.36 acres) and �irect it to a single combined detent�on an� water . quality facility located in the west�ortion of the site. The adjustment r2quesi proposes io use ihe BayFilterT"' Sys�em for Basic Water Quality treatme�t. The Washington State Cepartment of Ecofogy has approved the BayFilterT"' System • for General Use Level Designation for Basic Water Quality treatment. � Based on the information provided in the adjustment request;the BayFilterT'� Sysiem for 6asic . Water Quality Treatment is approved with the following conditions: � 1. The u�aiei-quali�cy design flow shall be as follows,whichever is applicable: a. Downstream of flow control facility:The full 2-year pre-developed a Ilo�vable rate release rate from the i low control facility. � Ms.Henninger Page 2 of 3 October 31,20Z2 2. The Storm Filter system shall be sized as described in the BayFilterT"'Technica!ond � . Design Monual, and#he designer shall select the result yielding the larger number of cartridges. . � 3. Pre-settling shall be provided per Section 6.5.1 of the 2009 KCSWDM, General � Requirements for Media Filtration Facilities. 4. BayFilrer'"'systems shall be installed in such a mannerthat the flows exceeding the dzsign flow rat2s are bypassed around th� Ba�lter Water Quality treatment facility. An external bypass to handle flow exceeding the facility design shall be provided. 5. The following maximum flow rates per cartridge system is limited to the following: a. BayFilter Cartridge{BFC)Cartridge maximum flow rate of OJ gpm/sf. ,, i. 30 gpm (0.067 cfs) per cartridge (43 sf filter area). I ii. Z6 inches in diameter and approximately 28.75 inches tall. 6. Media combinations for the BayFilterTM'cartridges are limited to Sifica Sand, Perlite, - Zeolite, and Activated Alumina. All filters are limited to the 19"vertical component to the spiral filter layers. 7. Vaults used for the BayFilter""System shall conform to the"Materials"and "Structural Stability" requirements specified in Section 5.3.3 of the 2009 KCWDM for detention vaults. 8. The BayFilterTM'system must be�installed in an area that is accessible to maintenance equipment. The maintenance of a BayFiltefTM'system requires a vacuum truck as well as the removal and replacement of the filter cartridges. i he manhole covers,and/or access hatches of the BayFilter�M System must be placed in locations that can be easily reach�4 by s:.�ch a veh:c!e. 9. Access Requirements: � a. Access consistent with City confined entry policy must be provided by either � removable panels or other City approved accesses to alfow for removaf and repl2�ement ef the L�;�Filter cartric�ges. Arrrc�vec► �ccess details for the Storm Fi!ter s��stem may be��sed?s exam�le znd �re ava�lable in Reference Section 7C of the 2D09 KCSWDM. b. Removable panels, if used, shall be at�rade, have stainless steel lifting�yes, and weigh no more than 5 t�ns per p�ne!. � � c. Access io t�e in;fo�anu ou�,et cells must a�so be pr��i�e�. C. �2C�4��C ZCC�SS IS f��'L':Cp�::��":A(1`:�:11` IIAIaG:�I EY('�P/MIS�: leeL. e. Structures and access covers shaii be designed ror NS20 tranic ioading. f. Removable panel access for vault shall not be located within the street pav�ment section. _ � 1�J. I:�s;�l!��n of� RayFilterT"'system shal(i�Ho�v i�e manu�ac�urer's recomnendecf nrocedures. H:\Fiie Sys\SV✓?-Su��dce�Jater P�cjects\SW P-27-Sumc2��Jater Projects{CfF)\27-3129 2enton 5tormwaier �=^anuci\A�)'JSTMEPJTS�?Oi2�i�Q12-4 c�r��h��U pl�r_h��,f;Ir=r.rip��Hgah Ms.Henninger ' � Page 3 of 3 October 31,2012 � . 11. The Bay FilterT"'system shall be inspected every six(6) months during the 2-year maintenance defect bond period following completion of construction and plat ' recording..The owner is responsibie for the maintenance of the Bay Filter'TM system � during the 2-year defect bod period. The City will maintain the facility after the two year maintenance and defect bond period expires. � 12. When BayFilter exhibits flows below design levels,the system should be inspected and ' maintained as soon as practical. Replacing a BayFilter cartridge should be considered at ar above the level of the 4"collector pipes to the manifold. Maintenance procedures can be found in the BayFilter System Technical and Design Manual. The maintenance process comprises the removal.and replacement of each BayFilter cartridge and the cleaning of the vault or manhole with a vacuum truck. 13. This is a conceptual approval for using the BayFilter for Basic Water Quality Treatment. Further analysis and design calculations shall be included in the TIR for final approval. 14. The approval of this adjustment to use the Bay�ilter System for the Saddlebrook Plat does not authorize the use of the BayFilter System on future projects without prior approval from the City of Renton. 15. The BayFilter system shall be installed in accordance with the approved drawings and shall not be located within City right-of-way or easements. Please note that the approval of this adjustment does not relieve the applicant from other city, state, or�ederal requirements. li you have any questions about this adjustment, please contact Hebe C. Bernardo or me. Attachments - cc: Lys Hornsby,P.E.,Utili'ry Sysiems Director . Kayren Kittrick,Developrnent Engineering Supervisor Richzrd Marsfizl,SurFace W=ter and+?l�ater Maintenance Manager Vanessa Dolbee,Planner � Filz N:\Fi;e Sys\5`.VP-Su�i�c2 Wa'ef Prcjects\SUJP-27-Surtace 1'Ja.er Projects jCiPj\27-3129 R=nton Stcrmv.at2r ' fv7arual\ADJUSTMENTS\2012\?012-4 Sattle6rc��Plat-tay�i'.ter.d�c\H3zh SECTION VIII I ESC PLAN ANALYSIS AND DESIGN (PART A) The Erosion and Sedimentation Control Design will meet the nine minimum requirements: ; 1. Clearing Limits - Areas to remain undisturbed shall be delineated with a high �I� visibility plastic fence prior to any site clearing or grading. I 2. Cover Measures - Site disturbed areas shall be covered with mulch and ' seeded, as appropriate, for temporary or permanent measures. ' 3. Perimeter Protection - Perimeter protection shall consist of a silt fence down , slope of any disturbed areas or stockpiles. 4. Traffic Area Stabilization - A stabilized construction entrance will be located at the point of ingress/egress. 5. Sediment Retention — The proposed detention pond will be used as a sediment pond. 6. Surface Water Control - Surface water control will be provided by interceptor swales. ; 7. Dewatering Control — Not Applicable to this Site. I 8. Dust Control - Dust control shall be provided by spraying exposed soils with water until wet. This is required when exposed soils are dry to the point that wind transport is possible which would impact roadways, drainage ways, surface waters, or neighboring residences. 9. Flow Control — Flow control will be provided by the detention pond. SWPPS PLAN DESIGN (PART B) Construction activities that could contribute pollutants to surFace and storm water include the following, with applicable BMP's listed for each item: 1. Storage and use of chemicals: Utilize source control, and soil erosion and sedimentation control practices, such as using only recommended amounts of chemical materials applied in the proper manner; neutralizing concrete wash '� water, and disposing of excess concrete material only in areas prepared for concrete placement, or return to batch plant; disposing of wash-up waters from water-based paints in sanitary sewer; disposing of wastes from oil-based paints, solvents, thinners, and mineral spirits only through a licensed waste management firm, or treatment, storage, and disposal (TSD) facility. 2. Material delivery and storage: Locate temporary storage areas away from vehicular traffic, near the construction entrance, and away from storm drains. Material Safety Data Sheets (MSDS) should be supplied for all materials stored, and chemicals kept in their original labeled containers. Maintenance, fueling, and repair of heavy equipment and vehicles shall be conducted using spill O 2012 D. R.STRONG Consulting Engineers Inc. 41 Saddlebroo:� Technical Information Report Ren,on. b�lashington prevention and control measures. Contaminated surfaces shall be cleaned immediately following any spill incident. Provide cover, containment, and protection from vandalism for all chemicals, liquid products, petroleum products, and other potentially hazardous materials. 3. Building demolition: Protect stormwater drainage system from sediment-laden runoff and loose particles. To the extent possible, use dikes, berms, or other methods to protect overland discharge paths from runoff. Street gutter, sidewalks, driveways, and other paved surfaces in the immediate area of demolition must be swept daily to collect and properly dispose of loose debris and garbage. Spray the minimum amount of water to help control windblown fine particles such as concrete, dust, and paint chips. Avoid excessive spraying so that runoff from the site does not occur, yet dust control is achieved. Oils must never be used for dust control. � 4. Sawcutting: Slurry and cuttings shall be vacuumed during the activity to prevent ' migration offsite and must not remain on permanent concrete or asphalt paving � overnight. Collected slurry and cuttings shall be disposed of in a manner that �' does not violate ground water or surface water quality standards. The complete CSWPPP can be found in Appendix D of this report. The site plans can be found in the engineering plan set. , C 2012 D.R.STRONG Consulting Engineers Inc. 42 Saddlebrook Technical Information Report Renton,Washington SECTION IX BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 1. Bond Quantity Worksheet— attached in Appendix B 2. Facility Summary— attached. 3. Declaration of Covenant—will be provided prior to final engineering approval. O 2012 D. R.STRONG Consulting Engineers Inc. 43 Saddlebrook Technical Information Report Renton,Washington STORMWATER FACILITY SUMMARY SHEET Development Saddlebrook Date November 14, 2012 Location 13426 156t" Avenue SE, Renton, Washinqton ENGINEER DEVELOPER Name Maher A. Joudi, P.E. Name Firm D. R. STRONG Consulting Firm: PNW Holdings LLC En ineers, Inc. Address 10604 NE 38 Place, #232 Address 9675 SE 36 Street, # 105 Kirkland, WA 98033 Mercer Island, WA 98040 Phone 425 827-3063 Phone (206) 588-1147 Developed Site: 4.60 acres Number of lots Fourteen Number of detention facilities on site: Number of infiltration facilities on site: 1 pond ponds vaults vaults tanks tanks Flow control provided in regional facility (give location) No flow control required Exemption number Downstream Draina e Basins Immediate Major Basin Basin Lower Cedar River Cedar River Number & type of water quality facilities on site: biofiltration swale (regular/wet/or continuous inflow?) sand filter (basic or large?) sand filter, linear (basic or large?) 1 BayFilter 1 detention pond sand filter vault (basic or large?) combined detention/wetvault stormwater wetland compost filter wetpond (basic or large?) , filter strip wetvault 28 flow dispersion pre-settling pond farm management plan flow-splitter catchbasin O 2012 D.R.STRONG Consulting Engineers Inc. 44 Saddlebrook Technical Information Report Renton,Washington landscape management plan oil/water separator (baffle or coalescing plate?) catch basin inserts: Manufacturer pre-settling structure: Manufacturer DESIGN INFORMATION INDIVIDUAL BASIN East Water Quality design flow Water Quality treated volume Drainage basin(s) 2 Onsite area (inlcudes frontage) 4.60 ac. Offsite area 0 Type of Storage Facility Pond Live Storage Volume (required) 53,382 Predev Runoff Rate 2-year 0.128 10-year 0.223 100-year 0.371 Developed Runoff Rate 2-year 0.769 (Including Bypass Rate) 10-year 0.928 100-year 1.570 Type of Restrictor Frop-Tee Size of orifice/restriction No. 1 1.03 No. 2 2.27 No. 3 2.09 No. 4 N/A �2012 D. R.STRONG Consulting Engineers Inc. 45 Saddlebrook Technical Information Report Renton,Washington SECTION X OPERATIONS AND MAINTENANCE MANUAL See Appendix C for excerpts from the 2009 King County Surface Water Design Manual with regard to Operations and Maintenance. �I O 2012 D.R.STRONG Consulting Engineers Inc. 46 Saddlebrook Technical Information Report Renton,Washington APPENDICES O 2012 D. R. STRONG Consulting Engineers Inc. 47 Saddlebrook Technical Information Report Renton,Washington APPENDIX "A" LEGAL DESCRIPTION LOTS 1 AND 2, KING COUNTY SHORT PLAT NO. 976093, RECORDED UNDER RECORDING NO. 7612010798, IN KING COUNTY, WASHINGTON. O 2012 D. R.STRONG Consulting Engineers Inc. 48 Saddlebrook Technical Information Report Renton,Washington APPENDIX "B" BOND QUANTITY WORKSHEET � , , ({ �� I ; . ; � � �_� :j O 2012 D.R.STRONG Consulting Engineers Inc. 49 Saddlebrook Technical Information Report Renton,Washington Site Improvement Bond Quantity Worksheet Webdate: 12/02/2008 � King County Department of Development & Environmental Services 900 Oakesdale Avenue Southwest Renton, Washington 98057-5212 For alternate formats, call 206-296-6600. 206-296-6600 TTY 206-296-7217 Project Name: Saddlebrook Date: 14-Nov-12 Location: Renton Project No.: LUA 12-007 Activity No.: 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 data adjusted for the Seattle area or from local sources if not included in the RS Means database. yes X no If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 Unit prices updated: 02/12/02 Version: 11/26/2008 Bond Quantity Worksheet12040.x1sx Report Date: 11/15/2012 Site Improvement Bond Quantity Worksheet Webdate: 12/02/2008 Unit #of Reference# Price Unit Quantity Applications Cost EROSION/SEDIMENT CONTROL Number Backfill & compaction-embankment ESC-1 $ 5.62 CY Check dams, 4" minus rock ESC-2 SWDM 5.4.6.3 $ 67.51 Each 18 1 1215 Crushed surfacin 1 1/4" minus ESC-3 WSDOT 9-03.9(3) $ 85.45 CY Ditching ESC-4 $ 8.08 CY 150 1 1212 Excavation-bulk ESC-5 $ 1.50 CY Fence, silt ESC-6 SWDM 5.4.3.1 $ 1.38 LF 882 1 1217 Fence,Temporary(NGPE) ESC-7 $ 1.38 LF 2177 1 3004 Hydroseeding ESC-8 SWDM 5.4.2.4 $ 0.59 SY 18750 1 11063 Jute Mesh ESC-9 SWDM 5.4.2.2 $ 1.45 SY Mulch, b 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 Piping, temporary, CPP, 8" ESC-13 $ 16.10 LF Piping, temporary, CPP, 12" ESC-14 $ 20.70 LF 295 1 6107 Plastic covering,6mm thick, sandba ed ESC-15 SWDM 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 Sed.trap,5'high, riprapped spillway berm section ESC-21 SWDM 5.4.5.1 $ 68.54 LF Seeding, by hand ESC-22 SWDM 5.4.2.4 $ 0.51 SY Soddin , 1"deep, level round ESC-23 SWDM 5.4.2.5 $ 6.03 SY Soddin , 1"dee , sloped round ESC-24 SWDM 5.4.2.5 $ 7.45 SY TESC Supervisor ESC-25 $ 74.75 HR 120 1 8970 Water truck, dust control ESC-26 SWDM 5.4.7 $ 97.75 HR 80 1 7820 WRITE-IN-ITEMS **** (see paqe 9) Each ESC SUBTOTAL: $ 43,536.28 30%CONTINGENCY&MOBILIZATION: $ 13,060.88 ESC TOTAL: $ 56,597.16 COLUMN: A Page 2 of 9 � Unit prices updated: 02/12/02 �, Version: 11/26/2008 ' Bond Quantity Worksheet12040.x1sx Report Date: 11/15/2012 ' ,� Site Improvement Bond Quantity Worksheet Webdate 1 210 2/2 0 0a Existing Future Public Private Quantity Completed Right-of-Way Right of Way Improvements (Bond Reduction)* 8�Drainage Facilities Quant. I Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost GENERALITEMS No. Backfill&Compaction-embankment GI-1 $ 5.62 CY 280 1,573.60 1575 8,851.50 3770 21,187.40 Backfill&Com action-trench GI-2 $ 8.53 CY 175 1,492.75 600 5,118.00 Clear/Remove Brush,b hand GI-3 $ 0.36 SY Clearin /Grubbin /Tree Removal GI-4 $ 8,876.16 Acre 0.2 1,775.23 1.3 11,539.01 3.1 27,516.10 Excavation-bulk GI-5 $ 1.50 CY 880 1,320.00 2500 3,750.00 5000 7,500.00 Excavation-Trench GI-6 $ 4.06 CY 175 710.50 600 2,436.00 Fencin ,cedar,6'hi h GI-7 $ 18.55 LF Fencin ,chain link,vin I coated, 6'high GI-8 $ 13.44 LF 425 5,712.00 Fencin ,chain link,gate,vinyl coated, 2 GI-9 $ 1,271.81 Each 1 1,271.81 Fencin ,s lit rail,3'hi h GI-10 $ 12.12 LF Fill&compact-common barrow GI-11 $ 22.57 CY Fill&compact-gravel base GI-12 $ 25.48 CY Fiit&com act-screened topsoil GI-13 $ 37.85 CY Gabion, 12"dee ,stone filled mesh GI-14 $ 54.31 SY � Gabion, 18"deep,stone filled mesh GI-15 $ 74.85 SY Gabion,36"dee ,stone fiiled mesh GI-16 $ 132.48 SY Gradin ,fine,b hand GI-17 $ 2.02 SY Gradin ,fine,with rader GI-18 $ 0.95 SY Monuments,3'long GI-19 $ 135.13 Each 2 270.26 Sensitive Areas Si n GI-20 $ 2.88 Each Soddin , 1"deep,sloped round GI-21 $ 7.46 SY Surve in ,line& rade GI-22 $ 788.26 Da 5 3,941.30 Surveying,lot location/lines GI-23 $ 1,556.64 Acre 4 6,226.56 Traffic control crew 2 flag ers) GI-24 $ 85.18 HR 40 3,407.20 Trail,4"chipped 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,retainin ,concrete GI-28 $ 44.16 SF Wall,rockery GI-29 $ 9.49 SF 30 284.70 Page 3 of 9 SUBTOTAI 10,549.54 38,963.02 66,371.36 Unit prices updated: 02/12/02 "KCC 27A authorizes only one bond reduction. V2fSi0n: 11/26/08 Bond Quantity Worksheet12040.x1sx Report Date: 11/15/2012 - _ I Site Improvement Bond Quantity Worksheet Webdate: 12/02/2008 Existing Future Public Private Bond Reduction` Right-of-way Right of Way Improvements 8 Draina e Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost ROADIMPROVEMENT No. AC Grinding,4'wide machine< 1000s RI-1 $ 28.00 SY 90 2,520.00 �, AC Grinding,4'wide machine 1000-200 RI-2 $ 15.00 SY AC Grindin ,4'wide machine>2000sy RI-3 $ 7.00 SY AC Removal/Disposal/Re air RI-4 $ 67.50 SY 195 13,162.50 Barricade,t e I RI-5 $ 30.03 LF Barricade,type III(Permanent) RI-6 $ 45.05 LF Curb&Gutter,rolled RI-7 $ 17.00 LF Curb&Gutter,vertical RI-8 $ 12.50 LF 590 7,375.00 1185 14,812.50 Curb and Gutter,demolition and dis osa RI-9 $ 18.00 LF 175 3,150.00 Curb,extruded asphalt RI-10 $ 5.50 LF Curb,e�ruded concrete RI-11 $ 7.00 LF Sawcut,asphalt,3"depth RI-12 $ 1.85 LF 805 1,489.25 Sawcut,concrete,per 1"depth RI-13 $ 1.69 LF Sealant,as halt RI-14 $ 1.25 LF 805 1,006.25 I Shoulder,AC, see AC road unit rice) RI-15 $ - SY Shoulder, ravel,4"thick RI-16 $ 15.00 SY Sidewalk,4"thick RI-17 $ 35.00 SY 360 12,600.00 750 26,250.00 Sidewalk,4"thick,demolition and dis os RI-18 $ 29.50 SY Sidewalk,5"thick RI-19 $ 38.50 SY Sidewalk,5"thick,demolition and dis os RI-20 $ 37.50 SY Si n,handica RI-21 $ 85.28 Each Stri ing,per stali RI-22 $ 5.82 Each Striping,thermoplastic,(for crosswalk) RI-23 $ 2.38 SF Striping,4"reflectorized line RI-24 $ 0.25 LF Page 4 of 9 SUBTOTAL 41,303.00 41,062.50 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Versi0tl: 11/26/08 Bond Quantity Worksheet12040.x1sx Report Date: 11/15/2012 Site Improvement Bond Quantity Worksheet Webdate 12/02/2008 Existing Future Public Private Bond Reduction' Right-of-way Right of Way Improvements &Drainage Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost ROAD SURFACING (4"Rock=2.5 base&1.5"top course) For'93 KCRS(6.5"Rock=5"base&1.5"top course) For KCRS'93, (additional 2.5"base add RS-1 S 3.60 SY AC Overla , 1.5"AC RS-2 $ 11.25 SY AC Overla ,2"AC RS-3 $ 15.00 SY 90 1,350.00 AC Road,2",4"rock,First 2500 SY RS-4 $ 21.00 SY 430 9,030.00 1605 33,705.00 AC Road,2",4"rock,Qt .over 2500SY RS-5 $ 19.00 SY AC Road,3",4"rock,First 2500 SY RS-6 $ 23.30 SY AC Road,3",4"rock,Qt .over 2500 SY RS-7 $ 21.00 SY AC Road,5",First 2500 SY RS-8 $ 27.60 SY AC Road,5",Qt .Over 2500 SY RS-9 $ 25.00 SY AC Road,6",First 2500 SY RS-1 $ 33.10 SY AC Road,6",Qt .Over 2500 SY RS-11 $ 30.00 SY Asphalt Treated Base,4"thick RS-1 $ 20.00 SY 430 8,600.00 1605 32,100.00 Gravei Road,4"rock,First 2500 SY RS-1 $ 15.00 SY Gravel Road,4"rock,Qt .over 2500 SY RS-1 $ 8.50 SY PCC Road,5",no base,over 2500 SY RS-1 $ 27.00 SY PCC Road, 6",no base,over 2500 SY RS-1 $ 25.50 SY Thickened Edge RS-1 $ 8.60 LF Page 5 of 9 SUBTOTAL 18,980.00 65,805.00 Unit prices updated: 02/12/02 'KCC 27A authorizes oniy one bond reduction. Version: 11/26/08 Bond Quantity Worksheet12040.x1sx Report Date: 11/15/2012 _ Site Improvement Bond Quantity Worksheet Webdate: 12/02/2008 Existing Future Public Private Bond Reduction` Right-of-way Right of Way Improvements &Draina e Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost DRAINAGE (CPP=Corrugated Plastic Pipe,N12 Of Equivalent) For Culvert prices, Average of 4'cover was assumed.Assume perforated PVC is same rice as solid pipe. Access Road, R/D D-1 $ 21.00 SY 100 2,100.00 Bollards-fixed D-2 $ 240.74 Each Bollards-removable D-3 $ 452.34 Each " CBs include frame and lid CB T e I D-4 $ 1,257.64 Each 7 8,803.48 6 7,545.84 CB T e IL D-5 $ 1,433.59 Each CB T pe II,48"diameter D-6 $ 2,033.57 Each 3 6,100.71 for additional depth over 4' D-7 $ 436.52 FT 15 6,547.80 CB T e II,54"diameter D-8 $ 2,192.54 Each for additional depth over 4' D-9 $ 486.53 FT CB Type II,60"diameter D-10 $ 2,351.52 Each 1 2,351.52 for additional depth over 4' D-11 $ 536.54 FT 4 2,146.16 CB T pe II,72"diameter D-12 $ 3,212.64 Each for additional de th over 4' D-13 $ 692.21 FT Through-curb Inlet Framework(Add) D-14 $ 366.09 Each 1 366.09 2 732.18 Cleanout, PVC,4" D-15 $ 130.55 Each Cleanout, PVC,6" D-16 $ 174.90 Each 14 2,448.60 Cleanout, PVC,8" D-17 $ 224.19 Each Culvert,PVC,4" D-18 $ 8.64 LF Culvert,PVC,6" D-19 $ 12.60 LF Culvert,PVC, 8" D-20 $ 13.33 LF Culvert, PVC, 12" D-21 $ 21.77 LF Culvert,CMP,8" D-22 $ 17.25 LF Culvert,CMP, 12" D-23 $ 26.45 LF 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 9,169.57 27,524.21 2,448.60 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. VerSion: 11/26/08 � Bond Quantity Worksheet12040.x1sx Report Date: 11/15/2012 Site Improvement Bond Quantity Worksheet Webdate 12/02/2008 Existing Future Public Private Bond Reduction' Right-of-way Right of Way Improvements �, DRAINAGE CONTINUED &Drainage Facilities Quant. No. Unit Price Unit Quant. Cost C�uant. 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 Culvert,CPP,6" D-41 $ 10.70 LF 675 7222.5 Culvert,CPP,8" D-42 $ 16.10 LF Culvert,CPP, 12" D-43 $ 20.70 LF 345 7141.5 520 10764 Culvert,CPP, 15" D-44 $ 23.00 LF Culvert,CPP, 18" D-45 $ 27.60 LF 400 11040 I Culvert,CPP,24" D-46 $ 36.80 LF Culvert,CPP,30" D-47 $ 48.30 LF Culvert,CPP,36" D-48 $ 55.20 LF Ditchin D-49 $ 8.08 CY Flow Dispersal Trench (1,436 base+) D-50 $ 25.99 LF French Drain (3'de th D-51 $ 22.60 LF Geotextile,laid in trench,polyprop lene D-52 $ 2.40 SY Infiltration ond testin 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 Se arator, 15" D-57 $ 1,095.56 Each Restrictor/Oil Se arator, 18" D-58 $ 1,146.16 Each 1 1146.16 Riprap,placed D-59 $ 39.08 CY 7 273.56 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 2 537.78 Trash Rack,21" D-64 $ 306.84 Each Page 7 of 9 SUBTOTAL 7141.5 23761.5 7222.5 Unit prices updated: 02/12/02 "KCC 27A authorizes only one bond reduction. Version: 11/26/08 Bond Quantity Worksheet12040.x1sx Report Date: 11/15/2012 Site Improvement Bond Quantity Worksheet Webdate 12/02/2008 Existing Future Public Private Bond Reduction' Right-of-way Right of Way Improvements &Drainage Facilities Quant. Unit Price Unit Quant. Price Quant. Cost Quant. Cost Complete Cost PARKING LOT SURFACING N o. 2"AC,2"top course rock&4"borrow PL-1 $ 21.00 SY 2"AC, 1.5" to course&2.5"base cour PL-2 $ 28.00 SY 4"select borrow PL-3 $ 4.55 SY 1.5"top course rock&2.5"base course PL-4 $ 11.41 SY UTILITY POLES & STREET LIGHTING Utili ole relocation costs musi be accom anied by Franchise Utility's Cost Statement Utilit Pole s Relocation UP-1 $ 10,000.00 Street Li ht Poles w/Luminaires UP-2 $ 3,000.00 [ach 4 12000 5 15,000.00 WRITE-IN-ITEMS Such as detention/water ualit vaults. No. Ba ilter Vault WI-1 $12,000.00 Each 1 12,000.00 WI-2 Each WI-3 Each WI-4 LF WI-5 FT WI-6 WI-7 WI-8 WI-9 wi-�o SUBTOTAL 12,000.00 27,000.00 SUBTOTAL(SUM ALL PAGES): 99,143.61 224,116.23 76,042.46 30%CONTINGENCY 8�MOBILIZATION: 29,743.08 67,234.87 22,812.74 GRANDTOTAL: 128,886.70 291,351.10 98,855.19 COLUMN: B C D E � Page 8 of 9 Unit prices updated: 02/12/02 "KCC 27A authorizes only one bond reduction. VerSiOn: 11/26/08 Bond Quantity Worksheet12040.x1sx Report Date: 11/15/2012 Site Improvement Bond Quantity Worksheet Webdate: 12/02/2008 Original bond computations prepared by: Name: Maher A. Joudi Date: 15-Nov-12 PE Registration Number: 45232 Tel.#: (425) 827-3063 Firm Name: DR STRONG Consulting Engineers, Inc. address: 10604 NE 38th Place, Suite 232 Kirkland, WA 98033 Project No: LUA 12-007 ROAD IMPROVEMENTS&DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS PERFORMANCE BOND* PUBLIC ROAD&DRAINAGE AMOUNT BOND'AMOUNT MAINTENANCE/DEFECT BOND" REQUIRED AT RECORDING OR Stabilization/Erosion Sediment Control (ESC) (A) $ 56,597.2 TEMPORARY OCCUPANCY"*• Existing Right-of-Way Improvements (B) $ 128,886.7 Future Public Right of Way&Drainage Facilities (C) $ 291,351.1 Private Improvements (D) $ 98,855.2 Calculated Quantity Completed (E) $ - Total Right-of Way and/or Site Restoration Bond"/"* (A+B) $ 185,483.9 (First$7,500 of bond'shall be cash.) Performance Bond`Amount (A+B+C+D) = TOTAL (T) $ 575,690.1 T x 0.30 $ 172,707.0 OR Minimum bon "amount is . Reduced PerFormance Bond'"Total'`*'` (T-E) $ 575,690.1 Use larger o x3 0 or( - (B+�)X Maintenance/Defect Bond*Total 0.25= $ 105,059.4 NAME OF PERSON PREPARING BOND`REDUCTION: Date: *NOTE: The word"bond"as used in this document means a 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 scenarios 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°/o of the original amount(T)or as revised by major design changes. 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.kinpcountv.qov/permits Version: 11/26/08 Bond Quantity Worksheet12040.x1sx Report Date: 11/15/2012 APPENDIX "C" OPERATIONS AND MAINTENACE MANUAL , ji O 2012 D. R.STRONG Consulting Engineers Inc. 50 Saddlebrook ' iTechnical Information Report Renton,Washington 'I APPENDIX A MAINTENAl`TCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,Ai�ID WQ FACILITIES NO. 1 -DETENTION PONDS Maintenance Defect or Problem Conditions When Maintenance Is Needed Results Expected When Component Maintenance Is Performed Site Trash and debris Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet(this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to appiicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials remo�ed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented"rf appropriate. No contaminants present other than a surFace oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a height. height no greater than 6 inches. Top or Side Siopes Rodent holes Any evidence of rodent holes if facility is acting Rodents removed or destroyed and of Dam,Berm or � as a dam or berm,or any evidence of water dam or berm repaired. Embankment piping through dam or berm via rodent holes. Tree growth Tree growth threatens integrity of slopes,does Trees do not hinder facility not allow maintenance access,or interFeres with performance or maintenance maintenance activity. If trees are not a threat or activities. not interfering with access or maintenance,they do not need to be removed. Erosion Eroded damage over 2 inches deep where cause Slopes stabilized using appropriate of damage is still present or where there is erosion control measures. If erosion potential for continued erosion. Any erosion is occurring on compacted slope,a observed on a compacted slope. licensed civil engineer should be consulted to resolve source of erosion. Settlement Any part of a dam,berm or embankment that has Top or side slope restored to design settled 4 inches lower than the design elevation. dimensions. If settlement is significant,a licensed civil engineer should be consulted to determine the cause of the settlement. Storage Area Sediment Accumulated sediment that exceeds 10%of the Sediment cleaned out to designed accumulation designed pond depth. pond shape and depth; pond reseeded if necessary to control erosion. Liner damaged Liner is visible or pond does not hold water as Liner repaired or replaced. (If Applicable) designed. Inlet/Outlet Pipe. Sediment Sediment filling 20%or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes. pipes(includes floatables and non-floatables). Damaged Cracks wider than%rinch at the joint of the No cracks more than'/.-inch wide at inleUoutlet pipes or any evidence of soil entering the joint of the inletloutiet pipe. at the joints of the inleUouilet pipes. Emergency Tree growth Tree growth impedes flow or threatens stability of Trees removed. Overflow/Spillway spillway. Rock missing Only one layer of rock exists above native soil in Spiliway restored to design I area five square feet or larger or any exposure of standards. native soil on the spiliway. 1/9/2009 2009 Surface Water Design Manual—Appendix A A-2 APPENDIX A b�AIIvTENANCE REQUIIZEMENTS FOR FLOW CONTROL,CONVEYA��ICE,AND WQ FACILITIES NO.4-CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Pertormed Structure Trash and debris Trash or debris of more than%:cubic foot which No Trash or debris blocking or is located immediately in front of the structure potentially blocking entrance to opening or is blocking capacity of the structure by structure. more than 10%. Trash or debris in the structure that exceeds'/, No trash or debris in the structure. the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of insects or rodents. Sediment Sediment exceeds 60%of the depth from the Sump of structure contains no bottom of the structure to the invert of the lowest sediment. pipe into or out of the structure or the bottom of the FROP-T section or is within 6 inches of the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section. Damage to frame Corner of frame extends more than'/+inch past Frame is even with curb. 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. cracks wider than%inch. Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab. separation of more than'/,inch of the frame from the top slab. Cracks in walis or Cracks wider than%inch and longer than 3 feet, Structure is sealed and structurally bottom any evidence of soil particles entering structure sound. through cracks,or maintenance person judges that structure is unsound. Cracks wider than'/:inch and longer than 1 foot No cracks more than'/4 inch wide at at the joint of any inieUoutlet pipe or any evidence the joint of inlet/outlet pipe. of soil particles entering structure through cracks. Settlement/ Strucfure has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cracks wider than'/rinch at the joint of the No cracks more than'/.-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of inleUoutlet pipes. the structure at the joint of the inletloutlet pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Ladder rungs missing Ladder is unsafe due to missing rungs, Ladder meets design standards and or unsafe misalignment, rust,cracks,or sharp edges. allows maintenance person safe access. FROP-T Section Damage T section is not securely attached to structure T section securely attached to wall wall and outlet pipe structure should support at and outlet pipe. least 1,000 Ibs of up or down pressure. Structure is not in upright position(allow up to Structure in correct position. 10%from plumb). Connections to outlet pipe are not watertight or Connections to outlet pipe are water show signs of deteriorated grout. tight;structure repaired or replaced and works as designed. , Any holes—other than designed holes—in the Structure has no holes other than structure. designed holes. Cleanout Gate Damaged or missing Cleanout gate is missing. Replace cleanout gate. 2009 Surface Water Design Manual–Appendix A 1/9/2009 A-7 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 4-CONTROL STRUCTURElFLOW RESTRICTOR Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Cleanout gate is not watertight. Gate is watertight and works as designed. Gate cannot be moved up and down by one Gate moves up and down easily and maintenance person. is watertight. Chain/rod leading to gate is missing or damaged. Chain is in place and works as designed. Orifice Plate Damaged or missing Control device is not working properly due to Plate is in place and works as missing,out of place,or bent orifice plate. designed. Obstructions Any trash,debris,sediment,or vegetation Plate is free of all obstructions and blocking the plate. works as designed. Overfiow Pipe Obstructions Any trash or debris blocking(or having the Pipe is free of all obstructions and potential of blocking)the overflow pipe. works as designed. Deformed or damaged Lip of overflow pipe is bent or deformed. Overflow pipe does not allow lip overflow at an elevation lower than ' design InIeUOutlet Pipe Sediment Sediment filling 20%or more of the pipe. InleUoutlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes. pipes(includes floatables and non-floatables). . Damaged Cracks wider than%:-inch at the joint of the No cracks more than'/<-inch wide at inleVoutlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inleUoutlet pipes. Metal Grates llnsafe grate opening Grate with opening wider than'/e inch. Grate opening meets design (If Applicable) standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s)of the grate. Grate is in place and meets design standards. Manhole CoverlLid Covedlid not in place Covedlid is missing or only partially in place. Cover/lid protects opening to Any open structure requires urgent structure. maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools.Bolts cannot be seated. Self-locking covedlid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and ' Remove coverAid after applying 80 Ibs.of lift. reinstalled by one maintenance ! person. I 1/9/2009 2009 Surface��'ater Design nlanual—Appendix A A-8 I APPE�iDIX A MAI�ITENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 5-CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Structure Sediment Sediment exceeds 60%of the depth from the Sump of catch basin contains no bottom of the catch basin to the invert of the sediment. lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Trash and debris Trash or debris of more than Y:cubic foot which No Trash or debris blocking or is located immediately in front of the catch basin potentially blocking entrance to opening or is blocking capacity of the catch basin catch basin. by more than 10%. Trash or debris in the catch basin that exceeds No trash or debris in the catch basin. '/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within catch basin. gases(e.g.,methane). Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of insects or rodents. Damage to frame Corner of frame extends more than'/<inch past Frame is even with curb. 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. cracks wider than%<inch. Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab. separation of more than'/.inch of the frame from the top slab. Cracks in walls or Cracks wider than%=inch and longer than 3 feet, Catch basin is sealed and bottom any evidence of soil particles entering catch structurally sound. basin through cracks,or maintenance person judges that catch basin is unsound. Cracks wider than%:inch and longer than 1 foot No cracks more than'/.inch wide at at the joint of any inleUoutlet pipe or any evidence the joint of inleUoutlet pipe. of soil paiticles entering catch basin through cracks. Settlement/ Catch basin has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cracks wider than%rinch at the joint of the No cracks more than'/.-inch wide at inleUoutlet pipes or any evidence of soil entering the joint of inlet/outlet pipes. the catch basin at the joint of the inieUoutlet pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet/Outlet Pipe Sediment Sediment filling 20%or more of the pipe. InleUoutlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes. pipes(includes floatables and non-floatables). Damaged Cracks wider than%:-inch at the joint of the No cracks more than'/.-inch wide at inleUoutlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe. at the joints of the inleUoutlet pipes. 2009 Surface Water Design Manual—Appendix A 1/9/2009 A-9 APPENDIX A MAINTENAI�TCE REQUIItEMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 5-CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Resulfs Expected When Component Maintenance is PerFormed Metal Grates Unsafe grate opening Grate with opening wider than'/8 inch. Grate opening meets design (Catch Basins) standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surFace. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s)of the grate. Grate is in place and meets design Any open structure requires urgent standards. maintenance. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Co�er/lid protects opening to Any open structure requires urgent structure. maintenance. � Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools.Bolts cannot be seated. Self-locking cover/lid does not work. Covedlid difficult to One maintenance person cannot remove Cover/lid can be removed and Remove coverAid after applying 80 Ibs.of lift. reinstalled by one maintenance person. li9%2009 2009 Surface Water Design Manual—Appendix A A-10 APPENDIX A MAINTENANCE REQUIltEMENTS FOR FLOW C0�ITROL,CONVEYANCE,AND 4VQ FACILITIES NO. 6-CONVEYANCE PIPES AND DITCHES Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Pipes Sediment&debris Accumulated sediment or debris that exceeds Water flows freely through pipes. accumulation 20%of the diameter of the pipe. Vegetation/roots Vegetation/roots that reduce free movement of Water flows freely through pipes. water through pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective Protective coating is damaged;rust or corrosion Pipe repaired or replaced. coating or corrosion is weakening the structural integrity of any part of pipe. Damaged Any dent that decreases the cross section area of Pipe repaired or replaced. ; pipe by more than 20%or is determined to have ; weakened structural integrity of the pipe. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from square feet of ditch and slopes. ditches. ; Sediment Accumulated sediment that exceeds 20%of the Ditch cleaned/flushed of all sediment accumulation design depth. and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to Counry personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Vegetation Vegetation that reduces free movement of water Water flows freely through ditches. through ditches. Erosion damage to Any erosion observed on a ditch slope. Slopes are not eroding. slopes Rock lining out of One layer or less of rock exists above native soil Replace rocks to design standards. place or missing(If area 5 square feet or more,any exposed native Applicable) soil. 2009 Surface�Vater Design�fanual—Appendi?c A Ii912009 A-11 APPENDIX A �INTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 7- DEBRIS BARRIERS (E.G., TRASH RACKS) Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed. Site Trash and debris Trash or debris plugging more than 20%of the Barrier clear to receive capacity flow. area of the barrier. Sediment Sediment accumulation of greater than 20%of Barrier clear to receive capacity flow. accumulation the area of the barrier Structure Cracked broken or Structure which bars attached to is damaged- Structure barrier attached to is loose pipe is loose or cracked or concrete structure is sound. cracked,broken of loose. Bars Bar spacing Bar spacing exceeds 6 inches. Bars have at most 6 inche spacing. Damaged or missing Bars are bent out of shape more than 3 inches. Bars in place with no bends more bars than'/.inch. Bars are missing or entire barrier missing. Bars in place according to design. Bars are loose and rust is causing 50% Repair or repiace barrier to design deterioration to any part of barrier. standards. ,II , !_. � �� i �� 1/9/2009 2009 Surface Vv ater Design:�1anua1—Appendix A I � A-12 APPENDIX A MAINTEN�'�10E REQUIREMENTS FLOW CONTROL,CONVEYA.�ICE,AND WQ FACILITIES I NO. 9-FENCING Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Erosion or holes Erosion or holes more than 4 inches high and 12- No access under the fence. under fence 18 inches wide permitting access through an opening under a fence. Wood Posts,Boards Missing or damaged Missing or broken boards,post out of plumb by No gaps on fence due to missing or and Cross Members parts more than 6 inches or cross members broken broken boards,post plumb to within 1'/=inches,cross members sound. Weakened by rotting Any part showing structural deterioration due to All parts of fence are structurally or insects rotting or insect damage sound. Damaged or failed Concrete or metal attachments deteriorated or Post foundation capable of post foundation unable to support posts. supporting posts even in strong wind. Metal Posts,Rails Damaged parts Post out of plumb more than 6 inches. Post plumb to within 1%:inches. and Fabric 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. Deteriorated paint or Part or parts that have a rusting or scaling Structurally adequate posts or parts protective coating condition that has affected structural adequacy. with a uniform protective coating. Openings in fabric Openings in fabric are such that an 8-inch Fabric mesh openings within 50%of diameter ball could fit through. grid size. 1/9/2009 2009 Surface Water Design Manual–Appendix A A-14 I�— APPENDIX A MAINTENANCE REQUIRER4ENTS FOR FLOW CONTROL,CONVEYANCE,AND��Q FACILITIES NO. 10-GATES/BOLLARDS/ACCESS BARRIERS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Chain Link Fencing Damaged or missing Missing gate. Gates in place. Gate members Broken or missing hinges such that gate cannot Hinges intact and lubed.Gate is be easily opened and closed by a maintenance working freely. person. Gate is out of plumb more than 6 inches and Gate is aligned and vertical. more than 1 foot out of design alignment. Missing stretcher bar,stretcher bands,and ties. Stretcher bar,bands,and ties in place. Locking mechanism Locking device missing, no-functioning or does Locking mechanism prevents does not lock gate not link to ali parts. opening of gate. Openings in fabric Openings in fabric are such that an 8-inch Fabric mesh openings within 50%of diameter ball could fit through. grid size. Bar Gate Damaged or missing Cross bar does not swing open or closed, is Cross bar swings fully open and ' cross bar missing or is bent to where it does not prevent closed and prevents vehicle access. ' vehicle access. Locking mechanism Locking device missing, no-functioning or does Locking mechanism prevents does not lock gate not link to all parts. opening of gate. Support post Support post does not hold cross bar up. Cross bar held up preventing vehicle damaged access into facility. Bollards Damaged or missing Bollard broken,missing,does not fit into support No access for motorized vehicles to hole or hinge broken or missing. get into facility. Does not lock Locking assembly or lock missing or cannot be No access for motorized vehicles to attached to lock boliard in place. get into facility. Boulders Dislodged Boulders not located to prevent motorized vehicle No access for motorized vehicles to access. get into facility. Circumvented Motorized vehicles going around or between No access for motorized vehicles to boulders. get into facility. 2009 Surface Water Design Manual—Appendix A 1/9/2009 �� , A-15 � APPENDIX A MAINTENANCE REQUIREMENTS FLO�'V CONTROL,CONVEYANCE,AI�]D WQ FACILITIES NO. 11 -GROUNDS (LANDSCAPING) I, Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When I� Component Maintenance is PerFormed ', Site Trash or litter Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. �' per 1,000 square feet(this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious ' vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials remo�ed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemenfed if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a height. height no greater than 6 inches. Trees and Shrubs Hazard Any tree or limb of a tree identified as having a No hazard trees in facility. potential to fall and cause property damage or threaten human life. A hazard tree identified by a qualified arborist must be removed as soon as possibie. Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less than 5% broken which affect more than 25%of fhe total of total foliage with split or broken foliage of the tree or shrub. limbs. Trees or shrubs that have been blown down or No blown down vegetation or knocked over. knocked over vegetation. Trees or shrubs free of injury. Trees or shrubs which are not adequately Tree or shrub in place and supported or are leaning over,causing exposure adequately supported;dead or of the roots. diseased trees removed. 1/9/2009 2009 Surface Water Design Manual—Appendix A ' A-16 ' APPEr�IX A hSA1;�ITEN��ICE REQliIREMENTS FOR FLOW CONTROL,CONVEYA��ICE,��ID WQ FACILITIES N0. 12-ACCESS ROADS Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 Roadway drivable by maintenance square feet(i.e.,trash and debris would fill up vehicles. one standards size garbage can). Debris which could damage vehicle tires or Roadway drivable by maintenance prohibit use of road. vehicles. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Blocked roadway Any obstruction which reduces clearance above Roadway overhead clear to 14 feet road surface to less than 14 feet. high. Any obstruction restricting the access to a 10-to At least 12-foot of width on access 12 foot width for a distance of more than 12 feet road. or any point restricting access to less than a 10 foot width. Road Surface Erosion,settlement, Any surface defect which hinders or prevents Road drivable by maintenance potholes,soft spots, maintenance access. vehicles. ruts Vegetation on road Trees or other vegetation prevent access to Maintenance vehicles can access surface facility by maintenance vehicles. facility. Shoulders and Erosion 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. Modular Grid Contaminants and Any evidence of contaminants or pollution such Materials remo�ed and disposed of Pavement pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damaged or missing Access surface compacted because of broken on Access road surface restored so missing modular block. road infiltrates. 2009 Surface Water Design Manual—Appendix A 1/9/2009 A-17 APPENDIX A MANI'ENANCE REQUIREMENTS FLO��V CONTROL,CONVEYPu�ICE,AND WQ FACILITIES NO. 20-SAND FILTER VAULT Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash and debris Trash and debris accumulated on facility site. Trash and debris removed from facility site. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oii,gasoline,concrete slurries or paint. according to applicable regulations. Source controi BMPs implemented if appropriate. No contarninants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 iriches in Grass or groundcover mowed to a height. height no greater than 6 inches. Pre-Treatment Sediment Sediment accumulation exceeds the depth of the Sediment storage contains no Chamber accumulation sedimenf zone plus 6 inches. sediment. Sand Filter Media Sediment Sediment depth exceeds%-inch on sand filter Sand fiiter freely drains at normal accumulation media. rate. Trash and debris Trash and debris accumulated in vault(floatables No trash or debris in vault. and non-floatables). Plugging Drawdown of water through the sand filter media, Sand filter media drawdown rate is takes longer than 24 hours,andlor flow through normal. the overflow pipes occurs frequently. A sieve analysis of>4%-100 or>2°/a-200 requires replacing sand filter media. Short circuiting Seepage or flow occurs along the vault walls and Sand filter media section re-laid and corners. Sand eroding near inflow area. compacted along perimeter of vault Cleanout wyes are not watertight. to form a semi-seal. Erosion protection added to dissipate force of incoming flow and curtail erosion. Vault Structure Damaged to walls, Cracks wider than'/=-inch,any evidence of soil Vault replaced or repaired to provide frame,bottom and/or entering the structure through cracks or qualified compiete sealing of the structure. top slab. inspection personnel determines that the vault is not structurally sound. Ventilation Ventilation area blocked or plugged. No reduction of ventilation area exists. Underdrains and SedimenUdebris Underdrains or clean-outs partialiy plugged,filled Underdrains and clean-outs free of Cleanouts with sediment and/or debris or not watertight. sediment and debris and sealed. Inlet/Outlet Pipe Sediment Sediment filling 20%or more of the pipe. InleUoutlet pipes clear of sediment. �� accumulation Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes. ! pipes(includes floatables and non-floatables). Damaged Cracks wider than'/:-inch at the joint of the No cracks more than'/<-inch wide at inleUoutiet pipes or any evidence of soil entering the joint of the inleUoutlet pipe. at the joints of the inlet/outlet pipes. � 1/9/2009 2009 Surface Water Design 14anual—Appendix A A-28 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYAi�10E,AND WQ FACILITI NO. 20-SAND FILTER VAULT Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place. Manhole access covered. Any open manhole requires immediate maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools.Bolts cannot be seated. Self-locking covedlid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and remove cover/lid after applying 80 ibs of lift. reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs,misalignment,rust,or cracks. Ladder meets design standards. Allows maintenance person safe access. Large access Damaged or difficult Large access doors or plates cannot be Replace or repair access door so it doorslplate to open openedlremoved using normal equipment. can opened as designed. Gaps,doesn't cover Large access doors not flat and/or access Doors close flat and covers access completely opening not completely covered. opening completely. Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or rusted or plate. remove door or piate. 2009 Surface�Vater Design A�1anua1—Appendix?. 1i9/2009 a-29 APPENDIX A MAIN'TENANCE REQUIl2Er�NTS FOR FLOW CONTROL,CONVEYAI�TCE,AND WQ FACILITIES NO. 24-CATCH BASIN INSERT Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Media lnsert Visible Oil �sible oil sheen passing through media Media inset replaced. insert does not fit Flow gets into catch basin without going through All flow goes through media. catch basin properly media. Filter media plugged Filter media plugged. Flow through filter media is normal. Oil absorbent media Media oil saturated. Oil absorbent media replaced. saturated Water saturated Catch basin insert is saturated with water,which insert replaced. no longer has the capacity to absorb. Service life exceeded Regular interval replacement due to typical Media replaced at manufacturer's average Iffe of inedia inseR product,typically one recommended interval. month. Seasonal When storms occur and during the wet season. Remove,clean and replace or install maintenance new insert after major storms, monthly during the wet season or at manufacturer's recommended irterval. 2009 Surface Water Design Manual—Appendix A 1/9/2009 A-3� I 1 APPENDIX "D" CSWPPP i � I -� i ' I i ! I �_� � I _� � � , i� j ��_ � ,� ,II '-� � � � � O 2012 D. R.STRONG Consulting Engineers Inc. 51 Saddlebrook Technical Information Report Renton,Washington STORMWATER POLLUTION PREVENTION PLAN For SADDLEBROOK Prepared For Northwest Regional Office 3190 160t" Avenue SE Bellevue, WA 98008-5452 425-649-7000 Owner Developer OperatorlContractor PNW Holdings, LLC PNW Holdings, LLC Maher A. Joudi, P.E. 9675 SE 36th Street Suite 105 9675 SE 36th Street Suite 105 10604 NE 38th Place, Suite 232 Mercer Island, Washington Mercer Island, Washington Kirkland, Washington 98033 98040 98040 Project Site Location 13426 156th Avenue SE, Renton, Washington Certified Erosion and Sediment Control Lead Justin Lagers 253.405.5587 SWPPP Prepared By D.R. Strong Consulting Engineers, Inc. 10604 NE 38th Place, Suite 232 Kirkland, Washington 98033 Maher A. Joudi, P.E., Senior Project Engineer SWPPP Preparation Date November 14, 2012 Approximate Project Construction Dates Start Date: April 2013 End Date: August 2013 � O 2012 D.R.STRONG Consulting Engineers Inc. STORMWATER POLLUTION PREVENTION PLAN TABLE OF CONTENTS I 1.0 INTRODUCTION .......................................................................................................1 2.0 SITE DESCRIPTION .................................................................................................3 2.1 Existing Conditions............................................................................................3 2.2 Proposed Construction Activities.......................................................................3 3.0 CONSTRUCTION STORMWATER BMPS................................................................6 3.1 The 12 BMP Elements.......................................................................................6 �' 3.1.1 Element#1 — Mark Clearing Limits.............................................................6 3.1.2 Element#2 — Establish Construction Access .............................................6 3.1.3 Element#3 — Control Flow Rates...............................................................7 3.1.4 Element#4 — Install Sediment Controls .....................................................7 3.1.5 Element#5 — Stabilize Soils.......................................................................8 3.1.6 Element#6 — Protect Slopes......................................................................9 3.1.7 Element#7 — Protect Drain Inlets.............................................................10 3.1.8 Element#8 — Stabilize Channels and Outlets ..........................................10 ' 3.1.9 Element#9 — Control Pollutants...............................................................11 3.1.10 Element#10 — Control Dewatering...........................................................12 3.1.11 Element#11 — Maintain BMPs .................................................................12 3.1.12 Element#12 — Manage the Project ..........................................................12 3.2 Site Specific BMPs..........................................................................................14 3.3 Additional Advanced BMPs .............................................................................14 4.0 CONSTRUCTION PHASING AND BMP IMPLEMENTATION................................15 5.0 POLLUTION PREVENTION TEAM.........................................................................16 5.1 Roles and Responsibilities ..............................................................................16 5.2 Team Members ...............................................................................................16 6.0 SITE INSPECTIONS AND IVIONITORING...............................................................17 6.1 Site Inspection.................................................................................................17 6.1.1 Site Inspection Frequency........................................................................17 6.1.2 Site Inspection Documentation.................................................................17 6.2 Stormwater Quality Monitoring ........................................................................18 6.2.1 Turbidity Sampling .........................................................................................18 6.2.2 pH Sampling ..................................................................................................18 6.2.3 Temperature Monitoring ...........................................................................19 7.0 REPORTING AND RECORDKEEPING ..................................................................20 7.1 Recordkeeping ................................................................................................20 7.1.1 Site Log Book...........................................................................................20 7.1.2 Records Retention....................................................................................20 O 2012 D.R.STRONG Consulting Engineers Inc. Page i of ii Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 7.1.3 Access to Plans and Records...................................................................20 7.1.4 Updating the SWPPP...............................................................................20 7.2 Reporting.........................................................................................................21 7.2.1 Discharge Monitoring Reports..................................................................21 7.2.2 Notification of Noncompliance..................................................................21 7.2.3 Permit Application and Changes ..............................................................21 Appendices AppendixA— Site Plans ................................................................................................22 I Appendix B — Construction BMPs..................................................................................23 ' Appendix C —Alternative BMPs.....................................................................................24 AppendixD — General Permit........................................................................................25 Appendix E — Site Inspection Forms (And Site Log) ......................................................26 Appendix F — Engineering Calculations.........................................................................33 Appendix A Site Plans • Vicinity map (with all discharge points) • Site plan with TESC measures Appendix B Construction BMPs • Possibly reference in BMPs, but likely it will be a consolidated list so that the applicant can photocopy from the list from the SWMM. Appendix C Alternative Construction BMP list • List of BMPs not selected, but can be referenced if needed in each of the 12 elements Appendix D General Permit Appendix E Site Log and Inspection Forms Appendix F Engineering Calculations • Flows, ponds, etc... �2012 D. R.STRONG Consulting Engineers Inc. Page ii of ii Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 -� -��_ - � � _ �� 5�u+�m��•�-�,t�� Nc��ut��n f ic��.�crticn Pl�n � i � ` 1 .0 INTRODUCTION This Stormwater Pollution Prevention Plan (SWPPP) has been prepared as part of the NPDES stormwater permit requirements for the Saddlebrook residential project located in Renton, Washington. The site is located at 13426 156th Avenue SE, Renton, Washington. The proposed development consists of the construction of 14 single-family dwelling units, roadway improvements, stormwater detention facility, and landscaping on 4.36 acres. Construction activities will include, grading, roadway construction, utility installation and home construction. The purpose of this SWPPP is to describe the proposed construction activities and all temporary and permanent erosion and sediment control (TESC) measures, pollution prevention measures, inspection/monitoring activities, and recordkeeping that will be implemented during the proposed construction project. The objectives of the SWPPP are to: 1. Implement Best Management Practices (BMPs) to prevent erosion and sedimentation, and to identify, reduce, eliminate or prevent stormwater contamination and water pollution from construction activity. 2. Prevent violations of surface water quality, ground water quality, or sediment management standards. 3. Prevent, during the construction phase, adverse water quality impacts including impacts on beneficial uses of the receiving water by controlling peak flow rates and volumes of stormwater runoff at the Permittee's outfalls and downstream of the outfalls. This SWPPP was prepared using the Ecology SWPPP Template downloaded from the Ecology website on July 2, 2005. This SWPPP was prepared based on the requirements set forth in the Construction Stormwater General Permit, Stormwater Management Manual for Western Washington (SWMMWW 2005) and in the Stormwater Management Manual for Eastern Washington (SWMMEW 2004). The report is divided into seven main sections with several appendices that include stormwater related reference materials. The topics presented in the each of the main sections are: • Section 1 — INTRODUCTION. This section provides a summary description of the project, and the organization of the SWPPP document. • Section 2 — SITE DESCRIPTION. This section provides a detailed description of the existing site conditions, proposed construction activities, and calculated stormwater flow rates for existing conditions and post— canstruction conditions. • Section 3 — CONSTRUCTION BMPs. This section provides a detailed description of the BMPs to be implemented based on the 12 required elements of the SWPPP (SWMMEW 2004). O 2012 D.R.STRONG Consulting Engineers Inc. Page 1 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 Stormwater Pollution Prevention Plan • Section 4 — CONSTRUCTION PHASING AND BMP IMPLEMENTATION. This section provides a description of the timing of the BMP implementation in relation to the project schedule. • Section 5 — POLLUTION PREVENTION TEAM. This section identifies the appropriate contact names (emergency and non-emergency), monitoring personnel, and the onsite temporary erosion and sedimentation control inspector • Section 6 — INSPECTION AND MONITORING. This section provides a description of the inspection and monitoring requirements such as the parameters of concern to be monitored, sample locations, sample frequencies, and sampling methods for all stormwater discharge locations from the site. • Section 7 — RECORDKEEPING. This section describes the requirements for documentation of the BMP implementation, site inspections, monitoring results, and changes to the implementation of certain BMPs due to site factors experienced during construction. Supporting documentation and standard forms are provided in the following Appendices: Appendix A— Site plans Appendix B — Construction BMPs Appendix C —Alternative Construction BMP list Appendix D — General Permit Appendix E — Site Log and Inspection Forms Appendix F — Engineering Calculations :�2012 D. R. STRONG Consulting Engineers Inc. Page 2 of 44 Stormwater Pollution Prevention Plan Saddlebrook No�ember 14, 2012 Stormwater Pollution Prevention Plan 2.0 SITE DESCRIPTION 2.1 Existing Conditions Total existing Site area is approximately 189,797 s.f. (4.36 ac). Total proposed Project area is 200,420 s.f. (4.60 ac) which includes 10,623 s.f. (0.24 ac) for the right-of-way frontage improvements on 156t" and 158th. The Parcels are currently developed with two single-family residences, out buildings and a gravel driveway. The remainder of the Site is lawn, landscaping, scattered trees and horse pasture. ' The 4.36 acre parcel is situated atop a ridge and discharges runoff into two subbasins. TDA West is approximately 1.78 acres and discharges to 156th Avenue SE while TDA East is comprised of the remaining 2.58 acres and discharges to 158t" Avenue SE. The discharge elevation of TDA West is approximately six feet lower than that of TDA East. These two flowpaths converge at a point approximately 3,000 feet downstream of TDA West and 4,900 feet downstream of TDA East at the corner of 156th Avenue SE and SE 144th Street. For the purpose of hydrologic calculations, the entire Site is modeled as till forest. 2.2 Proposed Construction Activities The applicant has gained approval to subdivide 4.36 acres into 14 single-family residential lots (Project), with lot sizes ranging from approximately 9,400 to 11,734 s.f. All existing improvements will be demolished or removed during plat construction. The proposed impervious surface area will include a new subdivision road right-of-way with 26 feet of pavement, vertical curb, gutter, 8-foot planter and a 5-foot sidewalk (53-foot right of way) as well as offsite half-street improvements along 156t" Avenue SE and 158th Aveneu SE. The proposed right-of-way improvements total approximately 39,130 s.f. The 14 single-family residences and their driveways combined will create approximately 61,230 s.f. of impervious area (reduced from maximum allowable, see next paragraph for details). Post-developed impervious areas including rights-of-way, sidewalks, roofs, dri�eways and site frontage improvements total approximately 110,642 s.f. (includes Bypass area). The remainder of the Project will be modeled as till grass with the total being approximately 89,733 s.f. Per the 2009 King County Surface Water Design Manual (Manual), Appendix C, each lot within a new subdivision is required to mitigate for impervious surface area equal to 10% of the lot area. Per Figure C.1.3.A, Flow Control BMP Flowchart, the Project will utilize Basic Dispersion with the use of splash blocks. Two splash blocks mitigating a total of 1,400 s.f. of impervious area, will be installed with each residence. This shall mitigate for 11.93% to 14.89% of impervious area for each lot, thus accommodating flow control BMP requirements. Additionally, use of Basic Dispersion allows for a 50% flow control BMP sizing credit which was used in detention facility calculations. See table below for lot area, percent impervious mitigated per lot, impervious area used for detention calculations, and actual allowable impervious area per lot. ��2012 D. R.STRONG Consulting Engineers Inc. Page 3 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14.2012 Stor�r��,�;at�r Pc!'��u'�n Pre��ention Plan r_ -. -. f..:�r��n� , f r.r �. F�� . ��_ . _ ._ � ,-_ - T� �� . _ . �__ LOT fv0. LCT AR=P,(S.F.) SPLr,SH oLGCK j�.F.) i141I:GNl�D AF�P,,=OR D�T.CA�C� (Lif�91TED Ifv1FERVIG_"�'�� 1 10690 1400 13.10 4811 5511 2 9400 1400 14.89 423Q '-,-' ' 3 9400 1400 14.89 4230 - 4 9400 1400 14.89 4230 , 5 9440 1400 14.89 4230 � 6 9400 1400 14.89 4230 7 9400 1400 14.89 4230 8 11734 1400 11.93 5280 �_ _ 9 9445 1440 14.82 4250 10 9437 1400 14.84 4247 _ ., 11 9429 1400 14.85 4243 �_+-1� 12 9421 1400 14.86 4239 ��C: 13 9413 1400 14.87 4236 �+'�. 14 1^i��:} �a�C _r,._� -�--' -�'i:� Two drainage adjustments have been granted to this subdivision (Saddlebrook Plat Adjustment 2012-03 and Saddlebrook Plat — ADS BayFilter Adjustment 2012-04). Saddlebrook Plat Adjustment 2012-03 allows the two existing TDAs onsite to combine runoff into one single drainage facilty. As a condition of this adjustment, the Project drainage facility is required to adhere to Level 3 Flow Control Criteria. The Project is required to provide Basic Water Quality treatment and Level 3 Flow Control, per the 2009 KCSWDM (Manual). All surface water runoff from impervious surFaces will be collected and conveyed to a storm detention pond located in Tract "A. From there, the water runoff will be conveyed through a BayFilter vault before entering the existing conveyance system within 156th Avenue SE. The BayFilter adjustment allows the use of a BayFilter for this project to meet water quality treatment standards. The following summarizes details regarding site areas: • Total site developable area: 4.60 acres • Percent impervious area before construction: 5.6 % • Percent impervious area after construction: 55.3 % • Disturbed area during construction: 4.61 acres • Disturbed area that is characterized as impervious (i.e., access roads, staging, parking): 0.95 acres TDA • 2-year stormwater runoff peak flow prior to construction (existing): 0.128 cfs • 10-year stormwater runoff peak flow prior to construction (existing): 0.223 cfs • 2-year stormwater runoff peak ffow during construction: 0.769 cfs • 10-year stormwater runoff peak flow during construction: 0.928 cfs O 2012 D.R.STRONG Consulting Engineers Inc. Page 4 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 Stormwater Pollution Prevention Plan • 2-year stormwater runoff peak flow after construction: 0.076 cfs , • 10-year stormwater runoff peak flow after construction: 0.213 cfs All stormwater flow calculations are provided in Appendix F. 1 �_J, . r-� ji � ; „ i , � �� O 2012 D. R.STRONG Consulting Engineers Inc. Page 5 of 44 ', Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 ' Stormwater Pollution Prevention Plan 3.0 CONSTRUCTION STORMWATER BMPS - 3.1 The 12 BMP Elements � 3.1.1 Element#1 — Mark Clearing Limits To protect adjacent properties and to reduce the area of soil exposed to construction, the limits of construction will be clearly marked before land-disturbing activities begin. Trees that are to be preserved, as well as all sensitive areas and their buffers, shall be clearly delineated, both in the field and on the plans. In general, natural vegetation and ; native topsoil shall be retained in an undisturbed state to the maximum extent ossible. p ! The BMPs relevant to marking the clearing limits that will be applied for this project include: • High Visibility Plastic or Metal Fence (BMP C103) The plastic fence will be placed around the perimeter of the developable area of the Site. BMP will be implemented at the start of construction. Alternate BMPs for marking clearing limits are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in , Appendix C after the first sign that existing BMPs are ineffective or failing. � 3.1.2 Element#2 — Establish Construction Access Construction access or activities occurring on unpaved areas shall be minimized, yet where necessary, access points shall be stabilized to minimize the tracking of sediment onto public roads, and wheel washing, street sweeping, and street cleaning shall be employed to prevent sediment from entering state waters. All wash wastewater shall be controlled on site. The specific BMPs related to establishing construction access that will be used on this project include: '� • Stabilized Construction Entrance (BMP C105) • Construction Road/Parking Area Stabilization (BMP C107) A Stabilized Construction Entrance will be placed at the intersection of, the proposed road, "Road A" and 156t" Avenue SE. This BMP will be implemented at the start of construction. Construction Road and Parking Area Stabilization will occur along the road into the site and in staging areas where parking of equipment will occur. This will occur as the project goes along. Alternate construction access BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective G 2012 D. R.STRONG Consulting Engineers Inc. Page 6 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 Stormwater Pollution Prevention Plan or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.3 Element#3 — Control Flow Rates In order to protect the properties and waterways downstream of the project site, stormwater discharges from the site will be controlled. The specific BMPs for flow control that shall be used on this project include: • Detention Pond A detention pond will be installed in Tract A. The pond will be constructed and used as a sedimentation device during construction. Alternate flow control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, the project must comply with Minimum Requirement 7 (Ecology 2005). In general, discharge rates of stormwater from the site will be controlled where increases in impervious area or soil compaction during construction could lead to downstream erosion, or where necessary to meet local agency stormwater discharge requirements (e.g. discharge to combined sewer systems). 3.1.4 Element#4— Install Sediment Controls All stormwater runoff from disturbed areas shall pass through an appropriate sediment removal BMP before leaving the construction site or prior to being discharged to an infiltration facility. The specific BMPs to be used for controlling sediment on this project include: • Silt Fence (BMP C233) • Storm Drain Inlet Protection (BMP C220) • Interceptor Swale (BMP C200) • Detention Pond Silt fence will be installed around the perimeter of the Site in areas where runoff could sheet-flow offsite. This BMP will be installed at the start of construction. Storm Drain Inlet Protection will be installed on all newly constructed catch basins throughout the site as well as the existing catch basins in 156th Avenue SE. The �2012 D. R. STRONG Consulting Engineers Inc. Page 7 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 Stormwater Pollution Prevention Plan existing catch basin protection will be installed at the start of construction, and protection for the newly constructed catch basins will occur as they are installed. The interceptor swales will be installed during site grading. The detention pond will be installed and used for sedimentation at the commencement of construction. Alternate sediment control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. In addition, sediment will be removed from paved areas in and adjacent to construction work areas manually or using mechanical sweepers, as needed, to minimize tracking of sediments on vehicle tires away from the site and to minimize washoff of sediments from adjacent streets in runoff. Whenever possible, sediment laden water shall be discharged into onsite, relatively level, vegetated areas (BMP C240 paragraph 5, page 4-102). In some cases, sediment discharge in concentrated runoff can be controlled using permanent stormwater BMPs (e.g., infiltration swales, ponds, trenches). Sediment loads can limit the effectiveness of some permanent stormwater BMPs, such as those used for infiltration or biofiltration; however, those BMPs designed to remove solids by settling (wet ponds or detention ponds) can be used during the construction phase. When permanent stormwater BMPs will be used to control sediment discharge during construction, the structure will be protected from excessive sedimentation with adequate erosion and sediment control BMPs. Any accumulated sediment shall be removed after construction is complete and the permanent stormwater BMP will be restabilized with vegetation per applicable design requirements once the remainder of the site has been stabilized. The following BMPs will be implemented as end-of-pipe sediment controls as required to meet permitted turbidity limits in the site discharge(s). Prior to the implementation of these technologies, sediment sources and erosion control and soil stabilization BMP efforts will be maximized to reduce the need for end-of-pipe sedimentation controls. • Construction Stormwater Filtration (BMP C251) • Construction Stormwater Chemical Treatment (BMP C 250) (implemented only with prior written approval from Ecology). 3.1.5 Element#5 — Stabilize Soils Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent erosion throughout the life of the project. The specific BMPs for soil stabilization that shall be used on this project include: O 2012 D. R.STRONG Consulting Engineers Inc. Page 8 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 Stormwater Pollution Prevention Plan • Temporary and Permanent Seeding (BMP C120) • Plastic Covering (BMP C123) • Dust Control (BMP C140) Permanent Seeding will occur as grading is completed. All stabilized sections will be seeded and vegetated. Plastic Covering will occur throughout the site as deemed necessary by the contractor and CESCL. Dust Control will occur throughout the site as deemed necessary by the contractor and CESCL. Alternate soil stabilization BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, no soils shall remain exposed and unworked for more than 7 days during the dry season (May 1 to September 30) and 2 days during the wet season (October 1 to April 30). Regardless of the time of year, all soils shall be stabilized at the end of the shift before a holiday or weekend if needed based on weather forecasts. In general, cut and fill slopes will be stabilized as soon as possible and soil stockpiles will be temporarily covered with plastic sheeting. All stockpiled soils shall be stabilized from erosion, protected with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. 3.1.6 Element#6 — Protect Slopes All cut and fill slopes will be designed, constructed, and protected in a manner than minimizes erosion. The following specific BMPs will be used to protect slopes for this project: • Temporary and Permanent Seeding (BMP C120) • Check Dams (BMP C207) I Permanent Seeding will occur throughout the site as slopes are stabilized. �� Checks Dams will be installed every 50' as shown on the plan. Alternate slope protection BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly �2012 D. R. STRONG Consulting Engineers Inc. Page 9 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 Stormwater Pollution Prevention Plan initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.7 Element#7 — Protect Drain Inlets All storm drain inlets and culverts made operable during construction shall be protected to prevent unfiltered or untreated water from entering the drainage conveyance system. However, the first priority is to keep all access roads clean of sediment and keep street wash water separate from entering storm drains until treatment can be provided. Storm Drain Inlet Protection (BMP C220) will be implemented for all drainage inlets and culverts that could potentially be impacted by sediment-laden runoff on and near the project site. The following inlet protection measures will be applied on this project: Drop Inlet Protection • Catch Basin Filters There are three existing catch basins which will require a filter. The outlet catch basin in Tract A will require a catch basin filter to be installed while the outfall system is being constructed for the detention pond. If the BMP options listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D), or if no BMPs are listed above but deemed necessary during construction, the Certified Erosion and Sediment Control Lead shall implement one or more of the alternative BMP inlet protection options listed in Appendix C. 3.1.8 Element#8 — Stabilize Channels and Outlets _ Where site runoff is to be conveyed in channels, or discharged to a stream or some ', other natural drainage point, efforts will be taken to prevent downstream erosion. The specific BMPs for channel and outlet stabilization that shall be used on this project include: • No BMPs implemented _ The project will not discharge to any outlets or channels; therefore no BMP's are I required. i� Alternate channel and outlet stabilization BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, all temporary on-site conveyance channels shall be designed, constructed, and stabilized to prevent erosion from the expected peak 10 minute velocity of flow from a Type 1A, 10-year, 24- hour recurrence interval storm for the developed condition. Alternatively, the 10-year, 1- hour peak flow rate indicated by an approved continuous runoff simulation model, O 2012 D. R.STRONG Consulting Engineers Inc. Page 10 of 44 Stormwater Pollution Pre�ention Plan Saddlebrook November 14,2012 5i01f11'uValcf I�OiIUiIOII f fCVcIlIlOII f increased by a factor of 1.6, shall be used. Stabilization, including armoring mater: . II adequate to prevent erosion of outlets, adjacent streambanks, slopes, and downstrear�� reaches shall be provided at the outlets of all conveyance systems. 3.1.9 Element#9 — Control Pollutants All pollutants, including waste materials and demolition debris, that occur onsite shall be � handled and disposed of in a manner that does not cause contamination of stormwater. �I Good housekeeping and preventative measures will be taken to ensure that the site will be kept clean, well-organized, and free of debris. If required, BMPs to be implemented to control specific sources of pollutants are discussed below. Vehicles, construction equipment, and/or petroleum product storage/dispensing: • All vehicles, equipment, and petroleum product storage/dispensing areas will be inspected regularly to detect any leaks or spills, and to identify maintenance needs to prevent leaks or spills. • On-site fueling tanks and petroleum product storage containers shall include secondary containment. • Spill prevention measures, such as drip pans, will be used when conducting maintenance and repair of vehicles or equipment. • In order to perform emergency repairs on site, temporary plastic will be placed beneath and, if raining, over the vehicle. • Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Demolition: • Dust released from demolished sidewalks, buildings, or structures will be controlled using Dust Control measures (BMP C140). • Storm drain inlets vulnerable to stormwater discharge carrying dust, soil, or debris will be protected using Storm Drain Inlet Protection (BMP C220 as described above for Element 7). • Process water and slurry resulting from sawcutting and surfacing operations will be prevented from entering the waters of the State by implementing Sawcutting and SurFacing Pollution Prevention measures (BMP C152). Concrete and grout: • Process water and slurry resulting from concrete work will be prevented from entering the waters of the State by implementing Concrete Handling measures (BMP C151). Sanitary wastewater: • Portable sanitation facilities will be firmly secured, regularly maintained, and emptied when necessary. �2012 D.R.STRONG Consulting Engineers Inc. Page 11 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 Stormwater Pollution Prevention Plan Solid Waste: � Othei : • Other BMPs will be administered as necessary fio address any additional pollutant sources on site. The facility does not require a Spill Prevention, Control, and Countermeasure (SPCC) Plan under the Federal regulations of the Clean Water Act (CWA). 3.1.10 Element#10 — Control Dewatering There will be no dewatering as part of this construction project. 3.1.11 Element#11 — Maintain BMPs All temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to assure continued perFormance of their intended function. Maintenance and repair shall be conducted in accordance with each particular BMPs specifications (attached). Visual monitoring of the BMPs will be conducted at least once every calendar week and within 24 hours of any stormwater or non-stormwater discharge from the site. If the site becomes inactive, and is temporarily stabilized, the inspection frequency will be reduced to once every month. All temporary erosion and sediment control BMPs shall be removed within 30 days after the final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be removed or stabilized on site. Disturbed soil resulting from removal of BMPs or vegetation shall be permanently stabilized. 3.1.12 Element#12 — Manage the Project Erosion and sediment control BMPs for this project have been designed based on the following principles: • Design the project to fit the existing topography, soils, and drainage patterns. • Emphasize erosion control rather than sediment control. • Minimize the extent and duration of the area exposed. • Keep runoff velocities low. • Retain sediment on site. • Thoroughly monitor site and maintain all ESC measures. • Schedule major earthwork during the dry season. In addition, project management will incorporate the key components listed below: (West Response) As this project site is located west of the Cascade Mountain Crest, the project will be managed according to the following key project components: Phasing of Construction O 2012 D. R.STRONG Consulting Engineers Inc. Page 12 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 Stormwater Pollution Prevention Plan • The construction project is being phased to the extent practicable in order to prevent soil erosion, and, to the maximum extent possible, the transport of sediment from the site during construction. • Revegetation of exposed areas and maintenance of that vegetation shall , be an integral part of the clearing activities during each phase of construction, per the Scheduling BMP (C 162). Seasonal Work Limitations • From October 1 through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of the local permitting authority that silt-laden runoff will be prevented from leaving the site through a combination of the following: o Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters; and o Limitations on activities and the extent of disturbed areas; and o Proposed erosion and sediment control measures. • Based on the information provided and/or local weather conditions, the local permitting authority may expand or restrict the seasonal limitation on site disturbance. • The following activities are exempt from the seasonal clearing and grading limitations: o Routine maintenance and necessary repair of erosion and sediment control BMPs; o Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil; and o Activities where there is 100 percent infiltration of surFace water runoff within the site in approved and installed erosion and sediment control facilities. , Coordination with Utilities and Other Jurisdictions • Care has been taken to coordinate with utilities, other construction projects, and the local jurisdiction in preparing this SWPPP and scheduling the construction work. Inspection and Monitoring • All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. This person has the necessary skills to: O 2012 D.R.STRONG Consulting Engineers Inc. Page 13 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 Stormwater Pollution Prevention Plan o Assess the site conditions and construction activities that could impact the quality of stormwater, and o Assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. ! • A Certified Erosion and Sediment Control Lead shall be on-site or on-call at all times. • Whenever inspection and/or monitoring reveals that the BMPs identified in this SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, appropriate BMPs or design changes shall be implemented as soon as possible. Maintaining an Updated Construction SWPPP • This SWPPP shall be retained on-site or within reasonable access to the site. • The SWPPP shall be modified whenever there is a change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state. • The SWPPP shall be modified if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven (7) days following the inspection. If the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.2 Site Specific BMPs Site specific BMPs are shown on the TESC Plan Sheets and Details in Appendix A. These site specific plan sheets will be updated annually. 3.3 Additional Advanced BMPs ��2012 D. R.STRONG Consulting Engineers Inc. Page 14 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 Stormwater Pollution Prevention Plan 4.0 CONSTRUCTION PHASING AND BMP IIVIPLEMENTATION The BMP implementation schedule will be driven by the construction schedule. The following pro�ides a sequential list of the proposed construction schedule milestones and the corresponding BMP implementation schedule. The list contains key milestones such as wet season construction. The BMP implementation schedule listed below is keyed to proposed phases of the construction project, and reflects differences in BMP installations and inspections that relate to wet season construction. The project site is located west of the Cascade Mountain Crest. As such, the dry season is considered to be from May 1 to September 30 and the wet season is considered to be from October 1 to April 30. • Estimate of Construction start date: 4/2/2013 • Estimate of Construction finish date: 8/1/2013 • Mobilize equipment on site: 4/2/2013 • Mobilize and store all ESC and soil stabilization products: 4/3/2013 - 4/6/2013 • Install ESC measures: 4/3/2013 - 4/10/2013 • Install stabilized construction entrance: 4/3/2013 • Begin clearing and grubbing: 4/11/2013 —4/18/2013 • Demolish existing buildings: 4/11/2013 —4/18/2013 • Begin Site Grading: 4/20/2013 • Begin implementing soil stabilization and sediment control BMPs throughout the site: 4/19/2013 • End Site Grading: 5/18/2013 • Begin Utility Construction: 5/21/2013 • End Utility Construction: 6/25/2013 • Begin Paving and Sidewalk Installation: 7/2/2013 • Permanent erosion control measures (hydroseeding): 7/24/2013 • End Paving and Sidewalk Installation: 7/23/2013 • Final landscaping and planting begins: 7/24/2013 O 2012 D. R.STRONG Consulting Engineers Inc. Page 15 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14.2012 Stormwater Pollution Prevention Plan 5.0 POLLUTION PREVENTION TEAM ' 5.1 Roles and Responsibilities I The pollution prevention team consists of personnel responsible for implementation of the SWPPP, including the following: • Certified Erosion and Sediment Control Lead (CESCL) — primary contractor contact, responsible for site inspections (BMPs, visual monitoring, sampling, etc.); to be called upon in case of failure of any ESC measures. • Resident Engineer — For projects with engineered structures only (sediment ponds/traps, sand filters, etc.): site representative for the owner that is the project's supervising engineer responsible for inspections and issuing instructions and drawings to the contractor's site supervisor or representative • Emergency Ecology Contact — individual to be contacted at Ecology in case of emergency • Emergency Owner Contact — individual that is the site owner or representative of the site owner to be contacted in the case of an emergency. • Non-Emergency Ecology Contact — individual that is the site owner or representative of the site owner than can be contacted if required. • Monitoring Personnel — personnel responsible for conducting water quality monitoring; for most sites this person is also the Certified Erosion and Sediment Control Lead. 5.2 Team Members Names and contact information for those identified as members of the pollution prevention team are provided in the following table. Title Name(s) Phone Number Certified Erosion and Sediment Control Justin Lagers 253.405.5587 Lead(CESCL) Resident Engineer MaherA.Joudi 425.827.3063 Emergency Ecology Contact NW Regional O�ce 425.649.7000 Emergency Owner Contact Justin Lagers 253.405.5587 Non-Emergency Ecology Contact Ken Waldo 425.649.7279 Monitoring Personnel TBD rJ 2012 D. R.STRONG Consulting Engineers Inc. Page 16 of 44 Stormurater Pollution Prevention Plan Saddlebrook November 14,2012 Stormwater Pollution Prevention Plan 6.0 SITE INSPECTIONS AND MONITORING Monitoring includes visual inspection, monitoring for water quality parameters of concern, and documentation of the inspection and monitoring findings in a site log book. A site log book will be maintained for all on-site construction activities and will include: • A record of the implementation of the SWPPP and other permit requirements; • Site inspections; and, • Stormwater quality monitoring. For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site log book. This SWPPP may function as the site log book if desired, or the forms may be separated and included in a separate site log book. However, if separated, the site log book but must be maintained on-site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. 6.1 Site Inspection All BMPs will be inspected, maintained, and repaired as needed to assure continued performance of their intended function. The inspector will be a Certified Erosion and Sediment Control Lead (CESCL) per BMP C160. The name and contact information for the CESCL is provided in Section 5 of this SWPPP. Site inspection will occur in all areas disturbed by construction activities and at all stormwater discharge points. Stormwater will be examined for the presence of suspended sediment, turbidity, discoloration, and oily sheen. The site inspector will evaluate and document the effectiveness of the installed BMPs and determine if it is necessary to repair or replace any of the BMPs to improve the quality of stormwater discharges. All maintenance and repairs will be documented in the site log book or forms provided in this document. All new BMPs or design changes will be documented in the SWPPP as soon as possible. 6.1.1 Site Inspection Frequency Site inspections will be conducted at least once a week and within 24 hours following any discharge from the site. For sites with temporary stabilization measures, the site inspection frequency can be reduced to once every month. 6.1.2 Site Inspection Documentation The site inspector will record each site inspection using the site log inspection forms provided in Appendix E. The site inspection log forms may be separated from this SWPPP document, but will be maintained on-site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. O 2012 D.R.STRONG Consulting Engineers Inc. Page 17 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 Stormwater Pollution Prevention Plan 6.2 Stormwater Quality Monitoring The Site will discharge into an existing storm drainage system. 13efore pro�ec�� discharge leaves the Site, it enters a detention pond which outlets into a BayFilter vault before entering the existing conveyance system located within 156t" Avenue SE. This will be sufficient in accommodating water quality requirements. Testing at the outlet will still occur as necessary. 6.2.1 Turbidity Sampling , Sampling and monitoring will be conducted during the entire construction phase of the � project. Samples will be collected daily at the downstream catch basin for both the pond and vault. If there is no flow in this catch basin, the attempt to sample will be ! recorded in the site log book and reported to Ecology in the monthly Discharge ' Monitoring Report (DMR) as "No Discharge". Samples will be analyzed for turbidity using the EPA 180.1 analytical method. The key benchmark turbidity value is 25 nephelometric turbidity units (NTU) for the downstream receiving water body. If the 25 NTU benchmark is exceeded in any sample collected from the tested catch basins, the following steps will be conducted: 1. Ensure all BMPs specified in this SWPPP are installed and functioning as intended. 2. Assess whether additional BMPs should be implemented, and document modified BMPs in the SWPPP as necessary. 3. Sample discharge daily until the discharge is 25 NTU or lower. If the turbidity exceeds 250 NTU at any time, the following steps will be conducted: 1. Notify Ecology by phone within 24 hours of analysis (see Section 5.0 of this SWPPP for contact information). 2. Continue sampling daily until the discharge is 25 NTU or lower Initiate additional treatment BMPs such as off-site treatment, infiltration, filtration and chemical treatment within 24 hours, and implement those additional treatment BMPs as soon as possible, but within a minimum of 7 days. 3. Describe inspection results and remedial actions taken in the site log book and in monthly discharge monitoring reports as described in Section 7.0 of this SWPPP. 6.2.2 pH Sampling Sampling and monitoring for pH will occur during the phase of construction when concrete pouring will be conducted until fully cured (3 weeks from last pour) and discharges are documented to be below pH 8.5. Samples will be collected weekly at the sedimentation pond prior to discharge to surface water. Samples will be analyzed for pH using a calibrated pH meter and recorded in the site log book. The key benchmark pH value for stormwater is a maximum of 8.5. If a pH greater than 8.5 is measured in the sedimentation trap/pond(s) that has the potential to discharge to surface water, the following steps will be conducted: �?�2012 D. R.STRONG Consulting Engineers Inc. Page 18 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 Stormwater Pollution Prevention Plan I 1. Prevent (detain) all discharges from leaving the site and entering surFace waters or storm drains if the pH is greater than 8.5 2. Implement CO2 sparging or dry ice treatment in accordance with Ecology BMP C252. Describe inspection results and remedial actions that are taken in the site log book and in monthly discharge monitoring reports as described in Section 7.0 of this SWPPP. 6.2.3 Temperature Monitoring No temperature monitoring is required for this construction site. O 2012 D. R.STRONG Consulting Engineers Inc. Page 19 of 44 I Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 . 1 Stormwater Pollution Prevention Plan 7.0 REPORTING AND RECORDKEEPING 7.1 Recordkeeping 7.1.1 Site Log Book A site log book will be maintained for all on-site construction activities and will include: • A record of the implementation of the SWPPP and other permit requirements; • Site inspections; and, • Stormwater quality monitoring. For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site log book. 7.1.2 Records Retention Records of all monitoring information (site log book, inspection reports/checklists, etc.), this Stormwater Pollution Prevention Plan, and any other documentation of compliance with permit requirements will be retained during the life of the construction project and for a minimum of three years following the termination of permit coverage in accordance with permit condition SS.C. 7.1.3 Access to Plans and Records The SWPPP, General Permit, Notice of Authorization letter, and Site Log Book will be retained on site or within reasonable access to the site and will be made immediately available upon request to Ecology or the local jurisdiction. A copy of this SWPPP will be provided to Ecology within 14 days of receipt of a written request for the SWPPP from Ecology. Any other information requested by Ecology will be submitted within a reasonable time. A copy of the SWPPP or access to the SWPPP will be pro�ided to the public when requested in writing in accordance with permit condition SS.G. 7.1.4 Updating the SWPPP In accordance with Conditions S3, S4.B, and S9.B.3 of the General Permit, this SWPPP will be modified if the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site or there has been a change in design, ' construction, operation, or maintenance at the site that has a significant effect on the '�, discharge, or potential for discharge, of pollutants to the waters of the State. The �, SWPPP will be modified within seven days of determination based on inspection(s) that additional or modified BMPs are necessary to correct problems identified, and an updated timeline for BMP implementation will be prepared. O 2012 D.R.STRONG Consulting Engineers Inc. Page 20 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14, 2012 � Stormwater Pollution Prevention Plan I 7.2 Reporting I 7.2.1 Discharge Monitoring Reports Water quality sampling results will be submitted to Ecology monthly on Discharge Monitoring Report (DMR) forms in accordance with permit condition S5.B. If there was no discharge during a given monitoring period, the form will be submitted with the words "no discharge" entered in place of the monitoring results. If a benchmark was exceeded, a brief summary of inspection results and remedial actions taken will be �� included. If sampling could not be perFormed during a monitoring period, a DMR will be ', submitted with an explanation of why sampling could not be perFormed. 7.2.2 Notification of Noncompliance If any of the terms and conditions of the permit are not met, and it causes a threat to human health or the environment, the following steps will be taken in accordance with permit section SS.F: 1. Ecology will be immediately notified of the failure to comply. 2. Immediate action will be taken to control the noncompliance issue and to correct the problem. If applicable, sampling and analysis of any noncompliance will be repeated immediately and the results submitted to Ecology within five (5) days of becoming aware of the violation. 3. A detailed written report describing the noncompliance will be submitted to Ecology within five (5) days, unless requested earlier by Ecology. Any time turbidity sampling indicates turbidity is 250 nephelometric turbidity units (NTU) or greater or water transparency is 6 centimeters or less, the Ecology regional office will be notified by phone within 24 hours of analysis as required by permit condition SS.A (see Section 5.0 of this SWPPP for contact information). In accordance with permit condition S4.F.6.b, the Ecology regional office will be notified if chemical treatment other than CO2 sparging is planned for adjustment of high pH water (see Section 5.0 of this SWPPP for contact information). 7.2.3 Permit Application and Changes In accordance with permit condition S2.A, a complete application form will be submitted to Ecology and the appropriate local jurisdiction (if applicable) to be covered by the General Permit. O 2012 D. R. STRONG Consulting Engineers Inc. Page 21 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 II Stormwater Pollution Prevention Plan APPENDIX A - SITE PLANS O 2012 D.R.STRONG Consulting Engineers Inc. Page 22 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 I ' I SE 1/4 SE OF SECTION 32, TOWNSH/P 23N, RANGE 5E, W.M. i . 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NO SIDpCPYING P''NA7ERlALS, YFHACI2AR BY: Date: �� PUBIIC YORI(S CXEGK OAMS SPAGING AND TRAfFfC.QP SiC14AGE Q�EWWNII/T QQ IUONJEI7Y SHALL DBP� GROSS SEGTIONS BE ALLON�D MfT1UN IHE lMNT p�7HE FfNCWG. wacx zooa "° BY: Date: BY: Date� e ^ ✓o TREE PROTFC710N DETAlL °RfPf�'"E BY: Date: t` r,�,,,�dr Nrs � air cai�xrs ann ywuun�4 sm3 nr oiaaia �w � j `�� D � D.R.STRONG �� As t+o�u �"''"" i� � CI TY OF SADDLEBROOK �>>-i4-i2 Cd 2 Warkig Dsye Beforo Yw CONSL4.TING ENGINEERS ��,� REN TON TESC NOTES AND DEfAILS p 1-800-424-5555 ``� q�� f��.no�� ,,,,,,, �K� llt0ks Undergand Locetion Center lO�AL �;y� a�xen�tx'+F+aenzw °`�jy� � .r r,++s-.0 � Picnning/Building/Public Works Dept �g � �•�'�'�W� O\ �.� N0. R�,�ISION 5Y DA-E AP?r2 ''"F"�"""' � � �._ g o,:17 A - NNNNAA APPENDIX B - CONSTRUCTION BMPS High Visibility Plastic or Metal Fence (BMP C103) Stabilized Construction Entrance (BMP C105) Construction Road/Parking Area Stabilization (BMP C107) Temporary and Permanent Seeding (BMP C120) Plastic Covering (BMP C123) Dust Control (BMP C140) Materials on Hand (BMP C150) Interceptor Swale (BMP C200) Check Dams (BMP C207) Storm Drain Inlet Protection (BMP C220) Silt Fence (BMP C233) Detention Pond 1 �2012 D. R. STRONG Consulting Engineers Inc. Page 23 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 Stormwater Pollution Prevention Plan APPENDIX C - ALTERNATIVE BMPS The following includes a list of possible alternative BMPs for each of the 12 elements not described in the main SWPPP text. This list can be referenced in the event a BMP for a specific element is not functioning as designed and an alternative BMP needs to be implemented. None Proposed O 2012 D. R.STRONG Consulting Engineers Inc. Page 24 of 44 Stormwater Pollution Pre�ention Plan Saddlebrook November 14,2012 i APPENDIX D - GENERAL PERMIT I' � ! O 2012 D. R.STRONG Consulting Engineers Inc. Page 25 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 � i APPENDIX E - SITE INSPECTION FORMS (AND SITE LOG) The results of each inspection shall be summarized in an inspection report or checklist � that is entered into or attached to the site log book. It is suggested that the inspection report or checklist be included in this appendix to keep monitoring and inspection I information in one document, but this is optional. However, it is mandatory that this SWPPP and the site inspection forms be kept onsite at all times during construction, and that inspections be performed and documented as outlined below. At a minimum, each inspection report or checklist shall include: a. Inspection date/times b. Weather information: general conditions during inspection, approximate amount of precipitation since the last inspection, and approximate amount of precipitation within the last 24 hours. c. A summary or list of all BMPs that have been implemented, including observations of all erosion/sediment control structures or practices. d. The following shall be noted: i. locations of BMPs inspected, ii. locations of BMPs that need maintenance, iii. the reason maintenance is needed, Miv. locations of BMPs that failed to operate as designed or intended, and v. locations where additional or different BMPs are needed, and the reason(s) why e. A description of stormwater discharged from the site. The presence of suspended sediment, turbid water, discoloration, and/or oil sheen shall be noted, as applicable. f. A description of any water quality monitoring performed during inspection, and the results of that monitoring. g. General comments and notes, including a brief description of any BMP repairs, maintenance or installations made as a result of the inspection. h. A statement that, in the judgment of the person conducting the site ; inspection, the site is either in compliance or out of compliance with the I terms and conditions of the SWPPP and the NPDES permit. If the site inspection indicates that the site is out of compliance, the inspection report shall include a summary of the remedial actions required to bring the site back into compliance, as well as a schedule of implementation. i. Name, title, and signature of person conducting the site inspection; and the following statement: "I certify under penalty of law that this report is true, accurate, and complete, to the best of my knowledge and belief'. O 2012 D. R.STRONG Consulting Engineers Inc. Page 26 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 I When the site inspection indicates that the site is not in compliance with any terms and conditions of the NPDES permit, the Permittee shall take immediate action(s) to: stop, contain, and clean up the unauthorized discharges, or otherwise stop the noncompliance; correct the problem(s); implement appropriate Best Management Practices (BMPs), and/or conduct maintenance of existing BMPs; and achieve compliance with all applicable standards and permit conditions. In addition, if the noncompliance causes a threat to human health or the environment, the Permittee shall comply with the Noncompliance Notification requirements in Special Condition S5.F of the permit. � O 2012 D. R.STRONG Consulting Engineers Inc. Page 27 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2o12 SITE INSPECTION FORM General Information Project Name: Inspector Name: Titie: CESCL# : Date: Time: Inspection Type: ❑ After a rain event ❑ Weekly ❑ Turbidity/transparency benchmark exceedance ❑ Other Weather Precipitation Since last inspection In last 24 hours Description of General Site Conditions: Inspection of BMPs Element 1: Mark Clearing Limits BMP: Inspected Functioning Location Y N Y N NIP Problem/Corrective Action � BMP: Inspected Functioning Location Y N Y N NIP ProblemlCorrective Action Element 2: Establish Construction Access BMP: Inspected Functioning Location Y N Y N NIP Problem/Corrective Action BMP: Inspected Functioning Location Y N Y N NIP Problem/Corrective Action Element 3: Contro!Flow Rares BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP O 2012 D. R.STRONG Consulting Engineers Inc. Page 28 of 44 Stormavater Pollution Prevention Plan Saddlebrook November 14,2012 BMP: Location Inspected Functioning ProblemlCorrective Action Y N Y N NIP Element 4: lnstall Sediment Controls BMP: Inspected Functioning Location Y N Y N NIP Problem/Corrective Action BMP: Inspected Functioning Location Y N Y N NIP Problem/Corrective Action BMP: Inspected Functioning Location Y N Y N NIP Problem/Corrective Action � BMP: Inspected Functioning Location Y N Y N NIP Problem/Corrective Action BMP: Inspected Functioning Location Y N Y N NIP Problem/Corrective Action Element 5: Stabilize Soils BMP: Inspected Functioning Location Y N Y N NIP Problem/Corrective Action BMP: Inspected Functioning Location Y N Y N NIP ProblemlCorrective Action �2012 D. R. STRONG Consulting Engineers Inc. Page 29 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 � BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP BMP: Inspected Functioning ' Location Y N Y N NIP Problem/Corrective Action Element 6: Protect Slopes BMP: Inspected Functioning Location Y N Y N NIP Problem/Corrective Action BMP: Inspected Functioning Location Y N Y N NIP Problem/Corrective Action BMP: Inspected Functioning Location Y N Y N NIP Problem/Corrective Action Element 7: Profect Drain Inlets BMP: Inspected Functioning Location Y N Y N NIP Problem/Corrective Action BMP: Inspected Functioning Location Y N Y N NIP Problem/Corrective Action � BMP: Inspected Functioning Location Y N Y N NIP Problem/Corrective Action O 2012 D. R.STRONG Consulting Engineers Inc. Page 30 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 � Element 8: Stabilize Channels and Outlets BMP: Inspected Functioning Location Y N Y N NIP ProblemJCorrective Action BMP: Inspected Functioning Location Y N Y N NIP Problem/Corrective Action BMP: Inspected Functioning Location Y N Y N NIP Problem/Corrective Action BMP: Inspected Functioning Location Y N Y N NIP Problem/Corrective Action Element 9: Control Pollutants BMP: Inspected Functioning Location Y N Y N NIP Problem/Corrective Action BMP: I Location Inspected Functioning Problem/Corrective Action Y N Y N NIP Element 10: Contro!Dewatering BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP O 2012 D. R. STRONG Consulting Engineers Inc. Page 31 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 BMP: Inspected Functioning Location Y N Y N NIP Problem/Corrective Action Stormwater Discharges From the Site � Observed? Problem/Corrective Action Y �N Location Turbidity Discoloration Sheen Location Turbidity Discoloration Sheen Water Quality Monitoring Was any water quality monitoring conducted? ❑ Yes ❑ No If water quality monitoring was conducted, record results here: If water quality monitoring indicated turbidity 250 NTU or greater; or transparency 6 cm or less, was Ecology notified by phone within 24 hrs? ❑ Yes ❑ No If Ecology was notified, indicate the date, time, contact name and phone number below: Date: Time: Contact Name: Phone#: General Comments and Notes Include BMP repairs, maintenance, or installations made as a result of the inspection. Were Photos Taken? ❑ Yes ❑ No If photos taken, describe photos below: C�2012 D.R.STRONG Consulting Engineers Inc. Page 32 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 APPENDIX F - ENGINEERING CALCULATIONS � ��2012 D. R. STRONG Consulting Engineers Inc. Page 33 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 EXISTING SITE HYDROLOGY For the purpose of these calculations the predeveloped site conditions were modeled as "till forest". Modeling input ' Land cover Entire Site Till forest(ac) 4.601 Till Grass (ac) 0.000 Wetland (ac) 0.000 Impervious (ac) 0.000 Scale Factor: 1.00 Time Step: Hourly Data Type: Reduced Project location: Seatac Total Area: 4.601 Table 1 Pre-Developed KCRTS Modeling Input Modeling results Entire Site � Flow Frequer.cy Analysis Time Series File:predev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.290 2 2/09/Ol 18:00 0.371 1 100.00 0.990 0.079 7 1/06/02 3:00 0.290 2 25.00 0.960 0.215 4 2/28/03 3:00 0.223 3 10.00 0. 900 0.007 8 3/24/04 20:00 0.215 4 5.00 0.800 0.128 6 1/05/05 8:00 0.188 5 3.00 0.667 0.223 3 1/18/06 21:00 0.128 6 2. 00 0.500 0.188 5 11/24/06 4:00 0.079 7 1.30 0.231 0.371 1 1/09/08 9:00 0.007 8 1.10 0.091 Computed Peaks 0.344 50.00 0.980 O 2012 D. R.STRONG Consulting Engineers Inc. Page 34 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14, 2012 � DEVELOPED SITE HYDROLOGY Soil type The soil types are unchanged from pre-developed conditions. Land covers KCRTS was used to model the developed peak runoff from the Site. The portions of the Site within the proposed clearing limits tributary to the proposed detention pond were modeled as "Till Grass" and Impervious as appropriate. Results of the KCRTS analysis are included in this section. Modeling input Land cover Entire Site � Till forest(ac) 0.000 Till Grass (ac) 1.956 Wetland (ac) 0.000 Impervious (ac) 2.452 Scale Factor: 1.00 Time Step: Hourly Data Type: Reduced Project location: Seatac Total Area: 4.408 Table 2 Developed KCRTS Modeling Input Modeling Results Entire Site F1ow Frequency Analysis Time Series File:rdin.tsf aroject Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flos� Rate Rank Time of Peak - - Peaks - - Rank Return Prob ;CrS) (CFS) Period 0.769 6 2/09/O1 2:00 1.57 1 100.00 0.990 0. 613 S 1/05/02 16:00 0.940 2 25.00 0.960 0. 928 3 2/27/03 7:00 0. 928 3 10.00 0.900 C . 647 7 8/26/04 2:00 0.815 4 5.00 0.800 C.783 5 10/28/04 16:00 0.783 5 3.00 0.667 C.815 4 1/18/06 16:00 0.769 6 2.00 0.500 0. 940 2 10/26/06 0:00 0. 647 7 1.30 0.231 1.57 1 1/09/08 6:00 0. 613 8 1.10 0.091 Ccmp�:ted Feaks 1.36 50.00 0. 980 ��2012 D. R. STRONG Consulting Engineers Inc. Page 35 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 BYPASS AREA HYDROLOGY Modeling Input Land cover Entire Site Till forest(ac) 0.000 Till Grass (ac) 0.103 Wetland (ac) 0.000 Impervious (ac) 0.090 Scale Factor: 1.00 Time Step: Hourly Data Type: Reduced Project location: Seatac '�, Total Area: 0.193 ' Table 3 Bypass KCRTS Modeling Input Modeling Results Bypass Flow Frequency Analysis Tirte Series File:bypass.tsf Prcject Location:Sea-Tac ---Annual Peak Flow Rates--- -----F1ow Frequency Analysis------- �=ow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.031 5 2/09/O1 2:00 0.064 1 100.00 0.990 0.024 8 1/05/02 16:00 0.037 2 25.00 0. 960 0.037 2 2/27/03 7:00 0.036 3 10.00 0. 900 0.025 7 8/26/04 2:00 0.033 4 5.00 0.800 0. 030 6 10/28/04 16:00 0.031 5 3.00 0.667 0. 033 4 1/18/06 16:00 0.030 6 2.00 0.500 0. 036 3 10/26/06 0:00 0.025 7 1.30 0.231 0.064 1 1/09/08 6:00 0.024 8 1.10 0.091 Co_�.�uted Peaks 0.055 50.00 0.980 The on-site bypass areas satisfy all the requirements set forth in the Manual, Section 1.2. Runoff from the bypass areas and the flow control facilities converge within a quarter-mile. The flow control facility is designed to compensate for uncontrolled bypass. The 100-year discharge from the bypass areas is 0.064 cfs, which is less than the 0.4 cfs threshold. There should be no adverse downstream impacts to the downstream drainage system created by the runoff from the bypass. �2012 D. R. STRONG Consutting Engineers Inc. Page 36 of 44 Stormwater Pollution Pre�ention Plan Saddlebrook November 14,2012 FLOW CONTROL SYSTEM The Project will utilize a detention pond meeting the Level Three Flow Control criteria. This King County KCRTS software was used to size the detention facilities. Flow Control Facility Design Output Retention/D2tention Facility Type of Facility: Detention Fcnd Side 51ope: 3.00 H: 1C' Pond Bottom Length: 98.29 ft Pond Bottom Width: 49.15 ft Pond Bottom Area: 4831. sq. ft Top Area at 1 ft. FB: 13490. sq. ft 0.310 Gc�es Effective Storage Depth: 6.50 ft Stage 0 Elevation: 489.00 ft Storage Volume: 53382. cu. �^t 1.225 ac-=t Riser Head: 6.50 ft Riser Diameter: 18.00 inches Number of orifices: 3 Full Head Pic= Orifice � Height Diameter Discharge Diameter (ft) (in) (CFS) (inj 1 0.00 1.03 0.073 2 4.74 2.27 0.185 6.0 3 6.00 2.09 0.084 6.0 � Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation Surf Area (ft) (ft) (cu. ft) (ac-ft) (cfs) (c=s) (sq. ft) 0.00 489.00 0. 0.000 0.000 0.00 4831. 0.01 489.01 48. 0.001 0.003 0.00 4839. 0.02 489.02 97. 0.002 0.004 0.00 4848. 0.03 489.03 145. 0.003 0.005 0. 00 4857. 0.04 489.04 194. 0.004 0.006 0.00 4866. 0.05 489.05 243. 0.006 0.007 0.00 4875. 0.06 489.06 291. 0.007 0.007 0.00 4884. 0. 07 489.07 340. 0.008 0.008 0.00 4893. 0.09 489.09 438. 0.010 0.008 0.00 4911. 0.21 489.21 1034. 0.024 0.013 0.00 5018. 0.34 489.34 1694. 0.039 0.017 0.00 5136. 0.47 489.47 2369. 0.054 0.020 0.00 5254. 0.60 489.60 3060. 0.070 0.022 0.00 5374. 0.72 489.72 3712. 0.085 0.024 0.00 5486. 0.85 489.85 4433. 0.102 0.026 0.00 5609. 0.98 489.98 5170. 0.119 0.028 0.00 5732. 1.11 490.11 5923. 0.136 0.030 0.00 5857. 1.23 490.23 6633. 0.152 0.032 0.00 5973. 1.36 490.36 7418. 0.170 0.033 0.00 6100. 1.49 490.49 8219. 0.189 0.035 0.00 6229. 1.62 490.62 9038. 0.207 0.036 0.00 6358. 1.74 490.74 9808. 0.225 0.038 0.00 6479. 1.87 490.87 10658. 0.245 0.039 0.00 6611. 2.00 491.00 11527. 0.265 0.040 0.00 6744. 2. 12 491.12 12393. 0.2�3 O.Q^-_2 0.00 5R6g, �2012 D. R. STRONG Consulting Engineers Inc. Page 37 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 2.25 491.25 13245. 0.304 0.043 0.00 7003. 2.38 491.38 14164. 0.325 0.044 0.00 7140. 2.51 991.51 15101. 0.347 0.045 0.00 7278. 2.63 491.63 15982. 0.367 0.046 0.00 7406. 2.76 491.76 16954. 0.389 0.048 0.00 7546. 2.89 491.89 17944. 0.412 0.049 0.00 7688. 3.02 492.02 18953. 0.435 0.050 0.00 7831. 3.14 492.14 19901. 0.457 0.051 0.00 7963. i 3.27 492.27 20945. 0.481 0.052 0.00 8108. ' 3.40 492.40 22009. 0.505 0.053 0.00 8255. 3.53 492.53 23092. 0.530 0.054 0.00 8402. 3.65 492.55 24108. 0.553 0.055 0.00 8539. 3.78 492.78 25228. 0.579 0.056 0.00 8689. 3.91 492.91 26367. 0.605 0.057 0.00 8840. 4.04 493.04 27526. 0.632 0.058 0.00 8992. 4.16 493.16 28614. 0.657 0.058 0.00 9134. �.29 493.29 29811. 0.684 0.059 0.00 9288. 4.42 493.42 31029. 0.712 0.060 0.00 9494. 4.55 493.55 32267. 0.741 0.061 0.00 9601. 4. 67 493.67 33428. 0.767 0.062 0.00 9747. 4.74 493.74 34113. 0.783 0.062 0.00 9833. 4.76 493.76 34310. 0.788 0.064 0.00 9857. 4.79 493.79 39606. 0.794 0.068 0.00 9894. 9.81 493.81 34804. 0.799 0.075 0.00 9919. 4. �3 493.83 35003. 0.804 0.084 0.00 9943. 4.86 493.86 35302. 0.810 0.095 0.00 9980. 4.88 493.88 35501. 0.815 0.109 0.00 10005. 4.91 493.91 35802. 0.822 0.120 0.00 10092. -^_.93 493.93 36003. 0.827 0.124 0.00 10067. �.95 493.95 36205. 0.831 0.128 0.00 10092. �.C8 494.08 37527. 0.862 0.146 0.00 10254. 5.21 494.21 38671. 0.892 0.161 0.00 10417. �.33 494.33 40130. 0.921 0.174 0.00 10568. 5.46 494.46 41515. 0.953 0.185 0.00 10734. 5.59 494.59 42921. 0.985 0.196 0.00 10901. 5.72 494.72 44349. 1.018 0.206 0.00 11069. 5.�4 494.84 45686. 1.049 0.216 0.00 11225. 5. 97 494.97 47157. 1.083 0.225 0.00 11395. 0'.00 495.00 47499. 1.090 0.227 0.00 11434. 0.02 495.02 97728. 1.096 0.229 0.00 11461. 6.04 495.04 97958. 1.101 0.234 0.00 11487. �.07 495.07 48303. 1.109 0.241 0.00 11527 . 6.G9 495.09 48534. 1.114 0.250 0.00 11553. 6. 11 495.11 48765. 1.119 0.261 0.00 11580. 6. 13 495.13 48997. 1.125 0.274 0.00 11606. 6. 15 495.15 49229. 1.130 0.283 0.00 11633. F. 17 495.17 49462. 1.135 0.287 0.00 11659. E.30 495.30 50989. 1.171 0.311 0.00 11833. 6.43 495.43 52539. 1.206 0.331 0.00 12007. 6.50 495.50 53382. 1.225 0.342 0.00 12102. 6.60 995.60 59599. 1.253 0.817 0.00 12237. 6.70 995.70 55830. 1.282 1.670 0.00 12374. 6.80 495.80 57074. 1.310 2.780 0.00 12511. 6.90 495.90 58332. 1.339 4.090 0.00 12649. 7.00 496.00 59604. 1.368 5.570 0.00 12787. 7.10 496.10 60889. 1.398 7.010 0.00 12926. 7.20 496.20 62189. 1.428 7.540 0.00 13066. 7.30 496.30 63503. 1.458 8.050 0.00 13207. 7.40 496.40 64830. 1.488 8.520 0.00 13348. 7.50 496.50 66172. 1.519 8.960 0.00 1349D. O 2012 D.R.STRONG Consulting Engineers Inc. Page 38 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 7.60 496.60 67529. 1.550 9.390 0.00 13633. 7.70 496.70 68899. 1.582 9.800 0.00 13777. 7.80 496.80 70284. 1.613 10.180 0.00 13921. 7.90 496.90 71683. 1.646 10.560 0.00 14066. 8.00 497.00 73097. 1.678 10.920 0.00 14212. 8.10 497.10 74526. 1.711 11.270 0.00 14358. �, 8.20 497.20 75969. 1.744 11.610 0.00 14505. �i 8.30 497.30 77427. 1.777 11.940 0.00 14653. I 8.40 497.40 78899. 1.811 12.260 0.00 14802. 8.50 497.50 80387. 1.845 12.580 0.00 14951. I Hyd Inflow Outflow Peak Storage I�I Stage Elev (Cu-Ft) (Ac-Ft) � 1 1.57 0.34 6.50 495.50 53383. 1.226 2 0.77 0.27 6.12 495.12 48858. 1.122 3 0.93 0.20 5.69 494.69 44050. 1.011 4 0.94 0.19 5.50 494.50 41929. 0. 963 5 0.82 0.11 4.88 493.88 35479. 0.814 6 0.51 0.06 9.46 493.46 31450. 0.722 7 0.61 0.06 3.92 492.92 26498. 0. 608 8 0.65 0.05 2.80 491.80 17247. 0.396 Hyd R/D Facility Tributary Reservoir POC Outflow Outflow Inflow Inflow Target Calc _ 0.34 0.06 ******** 0.37 0.36 2 0.27 0.03 ******** ******* 0.28 3 0.20 0.04 ******** ******* 0.21 � 0. 19 0.04 ******** ******* 0.20 5 0.11 0.03 ******** ******* 0.11 6 0.06 0.02 ******** ******* 0.07 '� 7 0.06 0.02 ******** ******* 0.07 8 0. 05 0.02 *x****** x**x*** G.07 ---------------------------------- R.oute Tir„e Series thrcagh �aci�i�y �nflow Time Series File:rdin.tsf Outflow Time Series File:rdout POC Time Series File:dsout In=1c��r/Outflow Analysis Feak Inflow Discharge: 1.57 CFS at 6:00 on Jan 9 in Year 8 ' Fe�k Outflow Discharge: 0.344 CFS at 12:00 on Jan 9 in Year 8 Feak Reservoir Stage: 6.50 Ft Peak Reservoir Elev: 495.50 Ft Pea'.� Reservoir Storage: 53383. Cu-Ft . 1.226 Ac-rt Add Time Series:bypass.tsf Peak Summed Discharge: 0.3�7 CFS at 12:G0 on Jan 9 in Year 8 � Foint of Compliance File:dsout.tsf F1ow Frequency Analysis Time Series File:rdout.rsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Ara��ysis------- �1ow Rate Rank Time of Peak - - Peaks - - Rank Return Prob {CFS) (CFS) (ft) Period 0.266 2 2/09/Ol 20:00 0.344 6.50 1 100.00 0.990 0.057 7 1/07/02 4:00 0.266 6.12 2 25.00 0.960 0.20^ 3 3/05/03 22:00 0.20� 5. 69 3 1�.00 0. 90� �2012 D. R.STRONG Consulting Engineers Inc. Page 39 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 0.048 8 8/26/04 7:00 0.188 5.50 4 5.00 0.800 0.060 6 1/08/05 5:00 0.107 4.88 5 3.00 0.667 0.107 5 1/19/06 3:00 0.060 4.46 6 2.00 0.500 0.188 4 11/24/06 8:00 0.057 3.92 7 1.30 0.231 0.344 1 1/09/08 12:00 0.048 2.80 8 1.10 0.091 Computed Peaks 0.318 6.35 50.00 0.980 Flow Frequency Analysis Time Series File:dsout.tsf Project Location:Sea-Tac ---Annual Peak F1ow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.278 2 2/09/O1 20:00 0.357 1 100.00 0.990 0.072 7 1/05/02 16:00 0.278 2 25.00 0.960 0.213 3 3/06/03 20:00 0.213 3 10.00 0.900 0.068 8 8/26/04 2:00 0.198 4 5.00 0.800 0.072 6 1/05/05 8:00 0.113 5 3.00 0.667 0.113 5 1/19/06 3:00 0.072 6 2.00 0.500 0.198 4 11/24/06 7:00 0.072 7 1.30 0.231 0.357 1 1/09/08 12:00 0.068 8 1.10 0.091 Computed Peaks 0.331 50.00 0.980 Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence Probab-lity CFS � s % 0.004 32796 53.483 53.483 46.517 0.465E+00 0.011 6148 10.026 63.509 36.491 0.365E+00 0.019 4821 7.862 71.371 28.629 0.286E+00 0.026 5268 8.591 79.962 20.038 0.200E+00 0.034 4349 7.092 87.05� 12.945 0.129E+00 0.041 3152 5.140 92.195 7.805 0.780E-01 0.049 1871 3.051 95.246 4.754 0.475E-01 0.056 1556 2.538 97.784 2.216 0.222E-01 0.064 1042 1.099 99.483 0.517 0.517E-02 0.071 54 0.088 99.571 0.429 0.429E-02 0.078 29 0.047 99.618 0.382 0.382E-02 0.086 17 0.028 9°.646 0.354 0.354E-02 - 0.093 17 0.028 99.674 0.326 0.326E-02 0.101 11 0.018 99.692 0.308 0.308E-02 0.108 15 0.024 99.716 0.284 0.284E-02 0.116 9 0.015 99.731 0.269 0.269E-02 0.123 7 0.011 99.742 0.258 0.258E-02 0.131 23 0.038 99.780 0.220 0.220E-02 I 0.138 14 0.023 99.803 0.197 0.197E-02 0.146 14 0.023 99.826 0.174 0.174E-02 0.153 9 0.015 99.840 0.160 0.160E-02 , 0.161 8 0.013 99.853 0.147 0.147E-02 0.168 13 0.021 99.874 0.126 0.126E-02 0.176 10 0.016 99.891 0.109 0.109E-02 0.183 11 0.018 99.909 0.091 0.913E-G3 0.191 11 0.018 99.927 0.073 0.734E-03 0.198 10 0.016 99.943 0.057 0.571E-03 0.205 14 0.023 99.966 0.034 0.342E-03 0.213 5 0.008 99.974 0.026 0.261E-03 0.220 4 0.007 99.980 0.020 0.196E-03 0.228 5 0.008 99.989 0.011 0.114E-03 0.235 2 0.003 99.992 0.008 0.815E-04 0.243 1 0.002 99.993 0.007 0.652E-04 0.250 1 0.002 99.995 0.005 0.489E-04 O 2012 D. R.STRONG Consufting Engineers Inc. Page 40 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 0.258 1 0.002 99.997 0.003 0.326E-C= 0.265 1 0.002 99.998 0.002 0.163E-C� Flow Duration from Time Series File:dsout.tsf Cutoff Count Frequency CDF Exceedence Probabilit�� CFS o $ $ 0.004 32785 53.465 53.465 46.535 0.465E+C0 0.012 6183 10.083 63.599 36.451 0.365E+C0 0.020 4885 7.966 71.515 28.485 0.285E+00 0.027 5255 8.570 80.085 19.915 0.199E+Q0 0.035 4253 6.936 87.021 12.979 0.130E+00 0_093 3171 5_171 92.192 7.808 0.781E-0_ 0.051 1952 3.183 95.375 4.625 0.462E-Oi 0.058 1473 2.402 97.777 2.223 0.222E-01 0.066 943 1.538 99.315 0.685 0.685E-02 0.074 123 0.201 99.516 0.484 0.484E-02 0.082 53 0.086 99.602 0.398 0.398E-02 0.090 25 0.041 99.693 0.357 0.357E-02 0.097 17 0.028 99.671 0.329 0.329E-02 0.105 14 0.023 99.693 0.307 0.307E-C2 0.113 13 0.021 99.715 0.285 0.285E-C2 0.121 8 0.013 99.728 0.272 0.272E-C2 0.129 13 0.021 99.749 0.251 0.251E-02 0.136 18 0.029 99.778 0.222 0.222E-C2 0.144 16 0.026 99.804 0.196 0.196E-C2 0.152 14 0.023 99.827 0.173 0.173E-C2 0.160 7 0.011 99.839 0.161 0.161E-C2 0.168 9 0.015 99.853 0.147 0.147E-C2 0.175 13 0.021 99.874 0.126 0.126E-C2 � 0.183 10 0.016 99.891 0.109 0.109E-02 0.191 11 0.018 99.909 0.091 0.913E-03 0.199 12 0.020 99.928 0.072 0.718E-03 0.206 9 0.015 99.943 0.057 0.571E-03 0.214 14 0.023 99.966 0.034 0.392E-03 0.222 6 0.010 99.976 0.024 0.245E-03 0.230 3 0.005 99.980 0.020 0.196E-03 0.238 4 0.007 99.987 0.013 0.130E-03 0.245 2 0.003 99.990 0.010 0.978E-04 0.253 2 0.003 99.993 0.007 0.652E-04 0.261 1 0.002 99.995 0.005 0.489E-04 0.269 1 0.002 99.997 0.003 0.32'0E-�� 0.277 1 0.002 :?. �?8 �.0�2 �."�03E-�4 Duration Comparison Anayls'_s Base File: predev.tsr" New File: dsout.ts� Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------�heck of Tolerance------- Cutoff Base New $Change Probability Base New $Chance 0.064 � 0.95E-02 0.88E-02 -8.0 I 0.95E-02 0.064 0.063 -0.5 0.081 I 0.63E-02 0.40E-02 -36.3 I 0.63E-02 0.081 0.067 -16.9 0.098 � 0.50E-02 0.33E-02 -34.2 I 0.50E-02 0.098 0.073 -25.7 0.116 I 0.37E-02 0.28E-02 -25.1 I 0.37E-02 0.116 0.086 -25.4 0.133 I 0.29E-02 0.23E-02 -18.3 I 0.29E-02 0.133 0.113 -15.1 0.151 I 0.22E-02 0.17E-02 -21.3 I 0.22E-02 0.151 0.136 -9.7 0.168 I 0.15E-02 0.15E-02 -1.1 I 0.15E-02 0.168 0.168 -C.3 0.185 I O.10E-02 O.10E-02 3.2 I O.10E-02 0.185 0.188 1.- 0.203 I 0.62E-03 0.65E-03 5.3 � 0.62E-03 0.203 0.204 O.l 0.220 I 0.34E-03 0.28E-03 -19.0 I 0.34E-03 0.220 0.214 -2.� C.238 � 0.21E-p3 0.13�-03 -39.� I 0.2-�-G3 0.233 0.229 -3.; O 2012 D. R.STRONG Consulting Engineers Inc. Page 41 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14, 2012 0.255 � 0.16E-03 0.65E-04 -60.0 I 0.163-03 0.255 0.234 -8 .1 0.272 � 0.11E-03 0.16E-04 -85.7 I 0.11�-03 0.272 0.240 -11.8 0.290 I 0.16E-04 O.00E+00 -100.0 I 0.16�-04 0.290 0.2?7 -�.3 Maximum positive excursion = 0.005 cfs ( 2.6'=) occurring at 0.190 cfs on the Base Data:predev.tsf and at 0.195 cfs on the New Data:dsout.tsf Maximum negative excursion = 0.031 cfs (-27.30) occurring at 0.114 cfs on the Base Data:predev.tsf ', and at 0.083 cfs on the New Data:dsout.tsf O 2012 D. R.STRONG Consulting Engineers Inc. Page 42 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14, 2012 Peaks Plot Return Period 2 5 10 20 50 100 o rdoul.pks in�ea-Tac ♦ dsout.pks 3 prcd2v.pk; R 000 � � � � � a ,o-' Y . � � J � QO LJ. U �+ d � `m � N � 'O 2 O ��3 � � 1 2 5 10 20 30 40 50 60 70 80 90 95 98 99 Cumulative Probabiliry Duration Curve � � � 0 rdout.dur n dsoutdur • m a� target.dur � N O N � � OOD � 0 N � O LL � .U..+ � � N � � � � � O L � ca O � � �t� o � L � o � 0 00 � I 0 o � 0 0 p O 10 5 10 10 3 ' 110 Z ' 10 � 1D° ProGabilfty Exceedence O 2012 D. R. STRONG Consulting Engineers Inc. Page 43 of 44 St�rmwater Pollution Prevention Plan Saddlebrook November 14,2012 Water Quality Treatment The Project is located in the Basic Water Quality (WQ) Treatment area. The Project will utilize a BayFilter vault meeting Basic Water Quality Treatment criteria. The design information is as attached. O 2012 D. R.STRONG Consulting Engineers Inc. Page 44 of 44 Stormwater Pollution Prevention Plan Saddlebrook November 14,2012 �e 5. SE 1/4 SE OF SECTION 32, TOWNSH/P 23N, RANGE 5E, W.M. SADDLEBROOK . � `O o 4'PIIfT m71f10E 5' ie•wcEr mueeae �� 4'O!/TLEI �p• BOOT RIN a 496.00 �� WRET SOCID 70P w � � N£1R W� �RMI=4.96.00 � O 2 B w � PLAN VIEW � am , _ . � ---.__ _----- —.__ . . __. p NEM CREST- 5f0 R�, . , , . � CL f8891 '�. ' ' �. W I ; � � � f ' I KflR � � � � � � CREST-A98.91 � ' I ' � IB"MLET P/PE � • ' _ _-._'� i -t'___-____ -_ '__— i ,. . WVFXT-48891 �� -_ �, .�� `� 2B' ... ; . I -_ • �. P/�- .> . ._ I . � ''- I i � -�. ` . ; 6'CNAMYMK FE �''______EK GRAD£ __ _- , .. . 'i i �'_____ . e ' Lpp.__'___ ..._ ___'_ t _— _-____ '__- _'_k — , '___ _'____ _—'.. .. ' ".''. _ � ... ( , 6'fi/AWLINK FENC£ .` : ' . '._, ' _ .,. '.. . , _ _ I . _ -_`_ I2�OUliFf P�f INIERT-486.61 '� f'�� •�-� �'� n. . � ..�. i [, .. L � ' - . �TERS Pl1ERT- OU�� O!/TiET PIY. I � I 1 . . , ' �:. .•= .'. . 4'W REf PIPE - ' .. . S40NN FOR Q£�- I , . . 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' � � � ' . � . 7NA7 ELENLY GISIA!@UTES TNE FLOW HETNEEN �� . j ' '� ' . - WA7fR WALf7Y FLOW o.a�z cFs cnarnmces n,�srs�u u a�ruNe+xrrr w+ �� ! SECTION A-A � ��. IXTE2vAL BYPA55 TNAJ Rq1TE5 Nfpi W7EN577Y GRAPHIC SCALE ORA/NALE AXEA - STOAAlS ARIX/ND THE SY51EM. 71iE FiLTER LAR7RlOCES 0 5 10 15 CAR7RfDGE DE51GY Fl.OW RAIF ,7p�y �O4E POLLUTAN75 FRbV RLNCfF BY FlL7RAA�Y � � N � n (urcfrna+/nrracrrNexr)u�ro aosawPrrow. . o . ^ ^ '" _ �� o � '� - - $ q 1 INCH=10 FT. /BAYALTER CAR1RlOC£S 2(&15ED UY NA55 LOAD/NG) h n n �n �n HORIZONTAL 0 2.5 5 7.5 PF00 W� 0+10 O+BO OrBO f+PO f+10 7+I0 � ADS BAYF/L TER DETAILS, PER ADVANCED ORAINAGE SYSTEMS, INC. 7 INCH=5 FT. SECAON A-A VERTICAL •R/P RAP PAD SPEC/FlCA AONS PoPAM 9fALL BE REASQVAHCY MELL LWAO£D N97N CRADAIlQV AS TA UVE STO.YAGE VO!UME GF Fp10WS: 5f0 - - . - , � STOWA £L. RE RED PROl�DEO AS-BUiLT � : � - � : T A 1 7 MAMYUI!S7AVE S7Z£.• 24 AYCHES(NOANN.IL OlAAIE7FR) ; � i � � 7 MElXAN STOWE 9ZE l6 WpffS ; � �i i � 25 YFAR <9 / �B 858 51 6B8 MINqI1Gl STONE 97£.• 4 NJCHES � 1 i � � � ( , 1 4, RIPRAP 97M'C GOYERNED BY SIPE SLOPES ON O(/iLET UiANNEL IS ' ` � I ' � � � I ASSLOVFD 70 BE APPROXIMA7Q.Y S 1 I I � DETENAON SUMMARY SHEET ; ------- ; --- ; --- ----- ------ i------- _ _ __.__ __.-- -- -_ — - - - - -__ � � N ' V$. ; 6•�� —�� ..�� ____ _______ _ _ __ _____ I . � I �_CRAOE_ _ __ _ _I � i .' � CON1Rp.SiRUCit/RE. _� -__'__"___"____-- ____ __ .•�� '��... . .. . .. ... .,:.. • SEE D£TA2 9iEET Ctf--__ . . . ... . . . ..,, . � i' ..�. .; -�..�. --. : -. .;� r�.. ___'. . _-_'___ _ I'_" ___� -.. ___ _— __ ___. _ _ _ __ '_.__...' 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Gf2APHIC SCP.LE SEC1)ON B-B �� p °*�O °'$O 0+80 1+0° r+so t+�o r+eo o-aaro-m rn+�a � 0 75 30 45 - B' �� -e �� RECOMMENDED FOR APPOVAL _ sxxrcac srcna+s I t iNcri=3o FT. BY: Dffie: L� = DETEN710N POND PLAN VJEW BY: Date: BY: Date: � E ;.�o BY: Date: � S6� ��AL,�I 1 tltt C011YEN15 DATED JAMIARY 10.�13 � 0,-�,3 � �•�%�� CI TY GF D.R.STRONG 5'16 �ps r,ip�p a „ � SADDLEBROOK tt-t4-t2 ! �� D � CONSULTWG ENG/NEERS �� Ce12 WorkFg Daye Belare You Dig w D � R E N TO N DETENTION POND DETAILS ' 1-800-424-5555 "a' � �°°�""�S"� � �asar�am,Pv.,rro�w�a�w�em�z+ �� p�Ny ��. UtCIIk�UderproudLocatknCmter /CN�L \,ti�'�� otnan�arv�zzsavz� � Planning/ouilding/?�C'ic Works Dept. C13 � �'�'�'�'W� C' �+.ersea,&.ccm NO. REVISION 6Y 6ATE APrR """"�"Oi''� c � � 13�17 A-NNNNAA January 30, 2013 Project No. 12040 Arneta Henninger Plan Reviewer, Development Services Division Renton City Hall 1055 South Grady Way, 6'h Floor Renton, Washington 98057 Re: Saddlebrook Plat, LUA 12-077, 14 Lots Dear Mrs. Henninger: This letter is provided as response to your letter, entitled "Saddlebrook Plat", dated January 10, 2013. Each item has been carefully reviewed and considered and the following is a summary of how each item was addressed. Horizontal and Vertical Control: Aqproved with condition • Need to label the Benchmark listed (2103 & 1909) in the plan view. The Benchmark 2103 and 1909 have been labeled and called out in the plan view. TESC: A rov � Road: Not Approved • Street names: 156'h Ave SE will remain 156th Ave SE (note Not Vesta; any earlier reference to this street being called Vesta is an error). 158th Ave SE will now be Yakima Ave NE north the internal street which is NE ist St and Yakima Ave SE south of NE 15t St. These are the correct street names. Plans need to show the location of street name signs; include City of Renton standard detail in the plan set. All references to Vesta have been removed from the plan set. Road `A' has been changed to NE 1St St and Yakima Ave NE and SE have been called out appropriately on the plan set. The locations of the street name signs have been called out on sheet C3. The City of Renton standard detail for ground mounted street name signs has been added to sheet C9. • See typical road section on 156th Ave SE under 6" crushed rock find the first use of word "Base" and edit to read "Top". The first use of the word "Base" has been changed to "Top", under the typical road section for 156th Ave SE. • See typical road section on Yakima Ave under 6" crushed rock find the first use of word "Base" and edit to read "Top". The first use of the word "Base" has been changed to "Top", under the typical road section for Yakima Ave. Arneta Henninger January 30, 2013 Page2of6 • Insert the word "Vertical" next to the cail out for "Curb and gutter" so as to leave no doubt. All references to curb and gutter now state "Vertical Curb and Gutter". • Regarding the way the typical roadbed sections are drafted, it appears that the proposal is to construct the entire road width with the way the callouts and leaders are drafted- staff does not think that was the developer's intent. Review how it is drafted and revise accordingly. The typical roadbed sections have been revised to show the portions that are to be constructed. • Sheet C9 show bearing on all centerline right-of-way. The Road and Storm Drainage Plan (Sheet C10 now) now labels bearing on all centerline right-of-way. • Show stationing on all centerlines. Include station equations & source (that is what is the source of the stationing of 32+08). The stationing on all centerlines has been shown on all pertinent sheets. The stationing has been revised to start at monument locations. Therefore, the station equations have been updated. � • Show road way geometry. ; , The road way geometry (Curb Return) has been provided on the Horizontal . Control Plan (Sheet C3). • Use a break line and show at least one cross street & bearing. A break line has been added to show the intersection of Yakima Ave SE and SE 136th St. The bearing has also been given for SE 136th St. • Call out location and station to install monuments. The location and station to install monuments have been called out on Sheet C10. It has been noted that the monuments are to be installed per City of Renton Standard Plan H031. • Call out location of street name signs. The locations of the street name signs have been called out on Sheet C3. • Call out location and station of barrier free curb cuts. The location and station for all barrier free curb cuts have been called out on Sheet C3. • Show Sta. "Begin Paving" Call out taper ratio. "Begin Sawcut" and "End Sawcut" have been revised to "Begin Paving" and "End Paving". The taper ratio, length and calculation have been called out where applicable. Arneta Henninger January 30, 2013 Page 3 of 6 • Label adjacent PID. All adjacent Parcels have been labeled on Sheets C2, C10, and SS1. � See storm pipe in 156th Ave SE see CB 6-review and determine if CB 6 could not drain directly to P101. CB 6 is needed for drainage and cannot be eliminated. • CB 7 should be a curb inlet; review and revise accordingly. CB 7 has been called out as a curb inlet in both the plan and profile views. • Tract A-label on Sheet C9 next to the pond that Landscaping to be installed by others outside of the fenced area. Also, that Landscaping shall be maintained by the HOA. A note has been added to the plan sheet which clarifies the landscaping around the fenced area of the pond. • Tract A in addition to the gate shown there also need to be an access gate to the overflow structure on the south or southerly end of the pond. A gate has been added near the overflow structure for access to this structure. • The landscape plan needs to be revised around said gate. The landscape plan has been revised around the added gate. • The plans need to provide additional design for the storm at both north end and south of 156�h Ave SE and Yakima Ave NE and Yakima Ave SE. You might need a trash rack and some sort of energy dissipater. Include some downstream contours. ,: A debris barrier, per City of Renton Standard Plan 223.00, and riprap pad have been added to the south end of Yakima Ave SE. � Review the sidewalk transition at �he same locations mentioned above. Design sidewalk to end with a concrete ramp to match existing grade. You may need to install end of sidewalk signs. A note has been added to each sidewalk ramp which states, "End of Sidewalk Ramp with Truncated Domes (12:1 Max. Slope)." All ramps have been graded to match existing grade with sufficient slope. • Add City of Renton standard detail STD Plan 202 Catch Basin Installation. This standard detail was already included within the plan set. It is located on Sheet C14. • Add this note to (all) plan views. Note: All Trench Restoration shall be per the current City of Renton Trench Restoration and Street Overlay Detail. Below that note add this- Per Section 7 Requirement for Patching, Overlay, Overlay widths, 1. Trenches (Road Crossings) d. If the outside of the trenching is within three feet (3') of any adjacent lane line, the entire adjacent traveled lane affected will be repaved. This note has been added to Sheets C10 and SS1. Arneta Henninger January 30, 2013 Page 4 of 6 • Install "No Parking This Side" signs on NE 1S' St on the side where the fire hydrants are located. No parking signs have been added to the north side of NE 1S' St. This has been called out on Sheet C10. Storm Drainage Plans & Report: Not Approved • !Are there any landscaping requirements applicable to this project? Will there be any landscaping proposed in Tract A? If yes, then Tract A will be owned and maintained by � the HOA. An easement over and across the Tract allowing the City access to inspect � and maintain the pond and all stormwater facilities in the Tract will be recorded. Tract "A" will be owned by the HOA and pond landscaping outside of the fenced area shall be maintained b the HOA. A note has been rovided on Sheet C10 Y P � stating the Tract shall have an easement over and across to allow for City access. • Were there any flow control BMP credits taken for the use of splashblocks on the lots? -� There was 700 s.f. of BMP credit taken for �each lot due to the use of � splashblocks. (50% of actual area routed to splashblocks) • Per section 1.2.4 a spill control structure is required for all projects that will result in more than 5,000 s.f. of new pollution generating impervious surface. � The restrictor within the control structure for the detention facility acts as a spill control structure. • The pre-developed area used for the sizing of the facility is bigger than the developed. Please explain, address and clarify. ,�� The developed area has a bypass portion. Once this is included the developed ( area it will be equivalent to th� pre-developed. • Include in the TIR sizing of the bayfilter by the manufacturer. � The sizing for the bayfilter by the manufacturer has been included in the TIR. • Some of the roadway improvements along 158'h Ave SE will be routed to the detention facility. Section 1.2.3.E requires that runoff discharged from the bypassed targeted surfaces and the flow control facility must be within a quarter mile. This is not the case on this project and therefore, mitigation for these areas is required. � A subsection called "TDA East Bypass Discussion", under Section IV of the report, has been added to the TIR clarifying exemptions for this area. • On the drainage plan please: a. Show direction of flow. �low direction arrows for the storm drainage have been added to the Sheet C10. b. Show and label all easements. '� All easements have been shown and labeled on Sheet C10. r ' ' Arneta Henninger January 30, 2013 Page 5 of 6 c. Will P9 conflict with the water hydrant? �There are no hydrants in this location, only street lights. d. Outfall protection for discharge into roadside ditch. � A debris barrier, per City of Renton Standard Plan 223.00, and riprap pad have � been added to the outlet into the roadside ditch. Sanitary Sewer: Not Approved • Label the existing sewer main in Yakima with size and drawing number (8" #S-3148); include a station equation. The existing sewer main in Yakima has been labeled with its size and drawing number. The existing sewer manholes have been stationed according to Saddlebrook's stationing along Yakima Ave. • Label the existing sewer main in 156`h with size and drawing number (8" #S-3338); include a station equation. The existing sewer main in 156th has been labeled with its size and drawing number. There is no station equation provided because there is no connection into the existing main within 156th Ave SE. • Add note that sewer stubs need to be 6 inches in diameter minimum. The call out for the sewer stubs has been revised to read, "Proposed 6" Side Sewer Stub @ 2.00% Min. (Typ.)." • Add City of Renton standard detail STD Plan 400.4 Typical Utility Cover Adjustment for pavement or Overlay for the sewer. City of Renton STD. Plan 400.4 has been added to Sheet SS3. Water: Not Approved • Please submit the water drawings as soon as possible to avoid any unnecessary delay. I will coordinate the plan review with the City of Renton Fire Marshal. I know that this is WD 90 however show the location of all existing Fire hydrants within 300 feet of the project. A copy of the water plans has been included with this package. Existing fire hydrants have been called out on Sheets C10 and SS1. • Direct the landscaper that there shall be a minimum of 3 foot clear radius at all fire hydrants. The landscaper has been directed to keep landscaping a minimum of 3 foot clear radius of all fire hydrants. Also, a note has been added to Sheet C10 stating this. Street Lightinq: Not Approved � All street lighting comments have been addressed by TraffEx. � . , - Arneta Henninger , January 30, 2013 Page 6 of 6 General • Delete shading it does not microfilm. Ail shading has been deleted from the plans. If you have any questions or concerns regarding any of the items submitted, please do not hesitate to contact me. Sincerely yours, D. R. STRONG Consulting Engineers Inc. Maher A. Joudi, P.E. Senior Project Engineer, Vice President MAJ/ylp Enclosures: 3 — Revised Plans (Civil, Landscape, and Illumination) 2 — Revised TI R R:�2012101120401CorrespondencelLetterslout1L130125_HE NNI NGER.doc