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Home My WebLink About03718 - Technical Information Report ,-- I ; �- op , � D. R. STRONG � . CONSULTiNG ENGiNEERS � � � , , � � �� ,._ 4 � - � `R��. R. �� _ � ��.�� . � �.. o .■.. • . •��■ ��■ . V ` _ _ _ � � - • � 2 .... � _: ._ i �� .. . . . , . . . . , . � � . . : � �� TECHNICAL INFORMATION REPORT (TIR) for FIELDBROOK COMMONS . 17040 108th Avenue SE Renton,Washington �g, A. � 4. oF wa�, �U �P� �y'�.,�r o� � w G �;_:;: �' ' ,.��I��.��,� �.lyl �I vaL l�. � I DRS Project No. 11062 Renton File No. LUA 2012-001 Owner/Applicant PNW Holdings LLC 9725 SE 36th Street, Suite 214 Mercer Island, Washington 98040 Report Prepared by 1 � C'�j� D. R. STRONG Consulting Engineers, Inc. °F R��V� � 620 7t" Avenue "��1�� ' Kirkland WA 98033 :� a. �"'�' �: (425) 827-3063 Report Issue Date ;;ON July 15, 2013 Revised December 2, 2013 02013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page i of iii Technical Information Report City of Renton � — — TECHNICAL INFORMATION REPORT FIELDBROOK COMMONS TABLE OF CONTENTS SECTIONI.............................................................................................................. .....1 Project Overview ....................................................................................1 ...................... Predeveloped Site Conditions......................................................................................1 Developed Site Conditions...........................................................................................1 Natural Drainage System Functions.............................................................................2 SECTION11....................................................................................................................11 Conditions and Requirements Summary..............................................:.....................11 SECTION III............................. 'I ......................................................................................13 Off-Site Analysis.........................................................................................................13 SECTIONIV ..................................................................................................................14 Flow Control and Water Quality Facility Analysis and Design....................................14 Existing Site Hydrology...........................................................................................14 DevelopedHydrology .............................................................................................16 BypassArea Hydrology ..........................................................................................19 PerFormance Standards .............................................................................................23 FlowControl System ..................................................................................................23 Water Quality Treatment System ...............................................................................38 Basic Dispersion and Infiltration Sizing ......................................................................40 SECTIONV ...................................................................................................................40 Conveyance System Analysis and Design.................................................................41 TDA 1 Backwater Analysis.........................................................................................42 TDA 2 Backwater Analysis.........................................................................................44 Backwater Analysis Map ..........................................................................46 .................. TDA 1 Backwater Analysis Results............................................................................47 TDA 2 Backwater Analysis Results............................................................................51 SECTIONVI ..................................................................................................................57 Special Reports and Studies......................................................................................57 SECTIONVII .................................................................................................................58 Other Permits, Variances and Adjustments................................................................58 02013 D. R. STRONG Consulting Engineers Inc. Fieldbrook Commons Page ii of iii Technicaf Information Report City of Renton SECTIONVIII ................................................................................................................59 , ESC Plan Analysis and Design ..................................................................................59 SECTIONIX ..................................................................................................................60 Bond Quantities, Facility Summaries, and Declaration of Covenant..........................60 Stormwater Facility Summary Sheet..........................................................................61 SECTIONX ...................................................................................................................63 Operations and Maintenance Manual ........................................................................63 List of Figures Figure1 TIR Worksheet...................................................................................................3 Figure2 Vicinity Map .......................................................................................................6 Figure 3 Drainage Basin, Subbasin, and Site Characteristics..........................................7 Figure4 Soils...................................................................................................................8 Figure 5 Predevelopment Area Map..............................................................................21 Figure 6 Post Development Area Map...........................................................................22 Figure 7 Detention & Water Quality Facility Details .......................................................39 G2013 D. R. STRONG Consulting Engineers Inc. Fieldbrook Commons Page iii of iii Technical Information Report City of Renton SECTION I , PROJECT OVERVIEW ', The applicant is seeking approval to construct 162 apartment units on 10.80 acres (Parcel Numbers 292305-9168, 292305-9022 and 292305-9023) (Project). The Project is located at 17040 108th Avenue SE in Renton, Washington. PREDEVELOPED SITE CONDITIONS Total site area is approximately 470,481 s.f. (10.80 acres) (Site). The Parcels are currently undeveloped and are heavily forested with moderate underbrush. The predeveloped Site is contained within two Threshold Discharge Areas (TDAs), TDA West and TDA East. TDA West has three Natural Discharge Areas (NDAs), NDA 1, ' NDA 2 and NDA 3. Runoff from NDA 1 discharges at the Site's southwestern property corner and heads south through the conveyance system in 108th Avenue SE. It eventually crosses 108th in a westerly direction into a stream through the Springbrook Project. Runoff from NDA 2 discharges at the Site's southern property line and heads south through the conveyance system in 109th Place SE. It eventually is collected in the conveyance system within Benson Drive S and converges with the path of NDA 1. Runoff from NDA 3 sheet flows to the east across the southeastern property corner of parcel number 292305-9023. It sheet flows across adjacent developed properties and into SE 173rd Street before converging with the downstream path of NDA 2. TDA East has two Natural Discharge Areas, NDA 1 and NDA 2. Runoff from NDA 1 sheet flows to the east and exits the Site near the northeast corner as sheet flow. The runoff is eventually collected in Soos Creek. Runoff from NDA 2 sheet flows to the east and exits the Site near the southeast property corner of parcel number 292305-9023. It reaches a closed depression and overflows to the east where it converges with the downstream path of NDA 1. DEVELOPED SITE CONDITIONS The applicant is seeking approval to construct a 162-unit apartment complex on 10.80 acres (Project). The developable area (Project Area) is approximately 7.43 acres (includes frontage improvements on 108th Avenue SE and SE 172nd Street). The building areas, associated walkways, driveways, parking and drive aisles will total , approximately 203,000 s.f. (includes bypass areas). The remainder of the Project Area '� will consist of residential landscaping and other pervious surfaces. �, Per Section 5.2.1 of the 2009 King County Surface Water Design Manual (Manual), '! projects are required to mitigate for impervious surface by use of Flow Control Best ', Management Practices (BMP's). The Project falls within the "Large Lot Low � Impervious" category, as the proposed impervious is approximately 42.5% of the total � Site area. However, to meet the intent of the Manual, we have analyzed the impervious i surface percentage based upon the developable area as approximately three acres of ' the site is encumbered by sensitive areas. With 4.54 of the 7.43 developable area �, categorized as impervious (61.1%), it would be prudent to analyze the Project as "Large ', Lot High Impervious". The Project is therefore required to mitigate for an impervious ! I 02013 D. R. STRONG Consulting Engineers Inc. Fieldbrook Commons Page 1 of 66 I Technical Information Report City of Renton area equal to 20% of the total [developable] lot area or 40% of the proposed impervious area, whichever is less; 64,750 s.f. and 79,105 s.f., respectively. Projects are required to first analyze the feasibility of dispersal and infiltration before choosing another method. The Site's location and on site wetlands lend portions of the Site to dispersion. Per the geotechnical report dated December 13, 2011 the site is not suitable for infiltration. � The Project proposes to utilize basic dispersion for Buildings H, K and L (16,585 s.f.) as depicted on the storm drainage plans. The project will utilize limited infiltration, by drywells, for buildings C, D, E, G, J, M, N and the Recreation Building (44,080 s.f.) and pervious concrete in a portion of the walkways (4,705 s.f.). These areas will be modeled as 50% grass, 50% impervious. Please see Section IV for limited infiltration and basic dispersion sizing. The Project is located within a Conservation Flow Control and Basic Water Quality Area. However as a multifamily development, it shall be required to adhere to the Enhanced Water Quality Treatment criteria. Runoff will be collected and conveyed to ; two wetvault facilities located in the western and eastern portions of the Site, respectively. Each facility will be followed by a StormFilter media filtration system to accommodate the Enhanced Water Quality Treatment requirements. 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 & AmC). The soils map also indicates Norma sandy loam (No) with less than 2 percent slope. Per the 2009 King ' County Surface Water Design Manual, this soil type is classified as "Till" material. The SCS Soil series descriptions follow Figure 4. There appears to be no upstream tributary area for the Site. i I ��2013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 2 of 66 Technical Information Report City of Renton II 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 PROJECT ENGINEER DESCRIPTION Project Owner: Project Name: PNW Holdings LLC Fieldbrook Commons Address/Phone: Location: 9725 SE 36th Street, Suite 214 Township: 23 North Mercer Island, WA 98040 Range: 05 East (206) 588-1147 Section: 29 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: Soos Creek Drainage Basin Black River 8� Soos Creek 02013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 3 of 66 Technical Information Report City of Renton Part 6 SITE CHARACTERISTICS ❑River: ❑ Floodplain � Wetland ❑ Stream: ❑ SeepslSprings ❑ Critical Stream Reach ❑ High Groundwater Table ❑ Depressions/Swales ❑ Groundwater Recharge ❑ Lake: ❑ Other: ❑ Steep Slopes Part 7 SOILS Soil Type: Slopes: Erosion Potential: Erosive Velocities: Alderwood 6-15% Moderate Slow to Medium IAJ�) Alderwood 6-15% Moderate to Severe IUledium (AmC) Norma (No) <2°/a Slight Slow �Additional Sheets Attached: SCS Map and Soil Description, Figure 4 Part 8 DEVELOPMENT LIMITATIONS REFERENCE LIMITATIONlSITE CONSTRAINT � Level 1 Downstream Analysis None � Geotechnical Engineering Study � Environmentally Sensitive Areas ❑ Level 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 Entrance �Remove and Restore Temporary ESC 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 �2013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 4 of 66 Technical Information Report City of Renton Part 10 SURFACE WATER SYSTEM ❑ Grass Lined ❑ Tank ❑ Infiltration Method of Analysis: Channel � Vault ❑ Depression KCRTS � Pipe System � Energy Dissipater � Flow Compensation/Mitigation ❑ Open Channel ❑ Wetland Dispersal of Eliminated Site ❑ Dry Pond ❑ Stream ❑ Waiver Storage ❑ Wet Pond ❑ Regional N!A Detention Brief Description of System Operation: Runoff from impervious surfaces will be collected and conveyed to the detention vault. From there it will be discharged to the existing stream flow and connected to the conveyance system on NE 116th Street. 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 observe were incorporated into this worksheet and the attachments. To the best of my kno dge the information provided here is accurate. . `'�, 7i'2�� F� Signed/Date 02013 D.R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 5 of 66 Technical Information Report City of Renton i FIGURE 2 VICINITY MAP � ��R �' �'� � � ; , , � � ;'�._ ; ; � __ � _ -_ , - , - - - �� _ , _ SE 16CTM Sf _.:_. ' i . __- i r^ ' t � � ' I �_� _��._ ._ i ,� ; � � ! I � � l ; _.. ' � � ; . , . � � � t � � �_ l� . _ :� _ . ; � . . _, � , �_ 1 , , � � : _ . . _. I , � � , , � ' ' . � - � �f� � ; ; �. .. �� j` ....:� — r . �'� � �p.'� ec�mm ri. ! -� i . . s[�aun�a. . _ ._. .. .�i �, '� �; . . _, , i , . _ . �Y i ��' ' g,mnisr � . ' `� , , �: �. � _ � _ ._ _ �_ ,- � ; , � ' � w �,�,�. .. _ .._ .._ i � • : . d �. . � � � � � ` � � — �;� . . . . . , � � i _—� i i i �! � Renton � � °� � I (�' I; � � k '\ t ii� �;i ,: � 'E _ � i: � stircyosY,. .:`_i � siraost� . �) � ... � . �.__._. . . i( A '�� .. � � %�� ; I ,� : i �' �� `��'�, ' '`�'` � - __ � 0�8 � /'�! � .. � � . � �� J �;� � �,.�n P i' Y ; � ��`��' � � � � � � � ' � ' � ,\�., � � � � I � � � �,..�,,, _ � - , e3 ,� p � �c�mo.K:w�a..,,, R o --- _ eoon i The information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King County makes no representations 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 'i map.Any sale of this map or information on this map is prohibited except by written permission of King County. 02013 D.R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 6 of 66 Technical Information Report City of Renton FIGURE 3 DRAINAGE BASIN, SUBBASIN, AND SITE CHARACTERISTICS C2013 D.R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 7 of 66 Technical Information Report City of Renton z/" � � No , ; � . . � m /'/ w o ° � , - ,�' ;-- 3 N � : . 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Soi Map--Kag Co�ny htea LY„ctvrup`or� � � � F _ � !c �... _a:`_C^ `_-,:fi:A `bJ'..c,;- -�_C _ '.L-0] ___ k^c'_O �c�] � �. STY:C' �t'2Tff �I_.... } . I' � ��i �I `is .t, �/: � � - � ', s :� �.�� '�� - i � b.� :, _� -� , - q. - f:.� � , ; — - — .,,.� , ",,��`_ �,��.�� ; ;. �-. �` `•. � �� ..� _ _ '�� _�'� � � Q� . �_� ' � � � �.�,.- : �- r , � . � . t „ . � °� ;; ,-- � � �� j � �( .'� i, t " , �" ' « �. ,�; . �� -�= . :� .. ar:^niC — — — :r2s'aT '"""" "r._G :�..._ :.,."" '.�'_. ._i:;:J ....._. .c::C _._... �.3::a+e:i.�.o:�rt:s�.cc�,�re;esz i i�c�c-.t � u 4 30 ul t".J /9D ;: �'v � 0 iW 29� I�f1 8dJ l5DA ��p :"'c�Sal Survey �9f_+(it�01'1 i�� Ooraetvffion Savice C:atiorai Coo�aThe Sod S�re� Fage 1 oi 3 King County Area, Washington 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 • Parent material: 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 ��2013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 8 of 66 Technical Information Report City of Renton • Capacity of the most limiting layer to transmit water(Ksat): Very low • to moderately low(0.00 to 0.06 inlhr) • 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 AmC—Arents, Alderwood material, 6 to 15 percent slopes Map Unit Setting • Mean annual precipitation: 35 to 60 inches • Mean annual air temperature: 50 degrees F • Frost-free period: 150 to 200 days Map Unit Composition • Arents, alderwood material, and similar soils: 100 percent Description of Arents, Alderwood Material Setting • Landform: Till plains • Parent material: Basal till Properties and qualities • Slope: 6 to 15 percent • Depth to restrictive feature: 20 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 16 to 36 inches • Frequency of flooding: None • Frequency of ponding: None • Available water capacity: Very low(about 2.3 inches) Interpretive groups • Land capability (nonirrigated): 4s Typical profile • 0 to 26 inches: Gravelly sandy loam G�2013 D. R. STRONG Consulting Enginzers Inc. Fieldbrook Commons Page 9 of 66 Technical Information Report City of Renton • 26 to 60 inches:Very gravelly sandy loam No—Norma sandy loam Map Unit Setting • Elevation: 0 to 1,000 feet • Mean annual precipitation: 35 to 60 inches • Mean annual air temperature: 48 to 52 degrees F • Frost-free period: 150 to 200 days Map Unit Composition • Norma and similar soils: 90 percent • Minor components: 7 percent Description of Norma Setting • Landform: Flood plains • Parent material: Alluvium Properties and qualities • Slope: 0 to 2 percent • Depth to restrictive feature: More than 80 inches • Drainage class: Poorly drained • Capacity of the most limiting layer to transmit water(Ksat): High (1.98 to 5.95 inlhr) • Depth to water table: About 0 inches • Frequency of flooding: None • Frequency of ponding: Frequent • Available water capacity: Moderate (about 8.4 inches) Interpretive groups • Land capability(nonirrigated): 5w Typical profile • 0 to 10 inches: Sandy loam • 10 to 30 inches: Sandy loam • 30 to 60 inches: Sandy loam IVlinor Components Seattle • Percent of map unit: 2 percent • Landform: Depressions Tukwila • Percent of map unit: 2 percent • Landform: Depressions Shalcar • Percent of map unit: 1 percent • Landform: Depressions Norma • Percent of map unit: 1 percent • Landform: Depressions Alderwood • Percent of map unit: 1 percent �;2013 D. R. STRONG Consulting Engineers Inc. Fieldbrook Commons Page 10 of 66 Technical Information Report City of Renton SECTION II CONDITIONS AND REQUIREMENTS SUMMARY The Project must comply with the following Core and Special Requirements: • C.R. #1 — Discharge at the Natural Location: Runoff from the Site will discharge at the natural location. • 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 located in a Conservation Flow Control Area and will therefore adhere to Level 2 Flow Control Standards, forested conditions. Two detention vaults will provide flow control as required. 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. Also match developed peak discharge rates to predeveloped peak discharge rates for the 2 and the 10 year return periods. Assum(ing) historic conditions as the predeveloped condition." � (KCSWDM, Sec. 1.2) Preliminary flow control calculations were conducted at this , time. Final sizing will be completed at time of final engineering. • 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 overFlow 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. • C.R. #5 — Erosion and Sediment Control: The Project provides the seven minimum ESC measures. A temporary erosion and sedimentation control plan will be prepared at time of construction plan preparation. • C.R. #6 — Maintenance and Operations: Maintenance of the proposed storm drainage facilities will be the responsibility of the City. An Operation and Maintenance Manual will be included in Section X at the time of construction plan preparation. • 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 ��2013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 11 of 66 Technical Information Report City of Renton maintenance financial guarantee for a period of two years, and 2) Maintain the drainage facilities during the two-year period following posting of the drainage defect and maintenance financial guarantee. I • C.R. #8 - The Project is located in the Enhanced Water Quality Treatment area. Two wetvaults followed by StormFilter media filtration systems will be utilized. • 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 Controls: The project shall comply with the 2009 Stormwater Pollution Prevention Manual with such measures as cleaning of the storm drain system, prohibiting illicit connections to the storm drainage system and stenciling the site storm drains among other BMP's. • S.R. #5 — Oil Control: Not applicable to this project. 02013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 12 of 66 Technical Information Report City of Renton SECTION III OFF-SITE ANALYSIS An offsite Level One Downstream Analysis was prepared by D.R. STRONG Consulting Engineers Inc. and is included in this Section. 02013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 13 of 66 Technical Information Report City of Renton LEVEL ONE DOWNSTREAM ANALYSIS Fieldbrook Commons 17040 108th Avenue SE, Renton,Washington �� A. J 0� I �� wn I��cdr . .� r 2 2 � f I ��I � �y~ � n� SIDN L r `�i � � � DRS Project No. 11062 OwnedApplicant PNW Holdings LLC 9725 SE 36'h Street, Suite 214 Mercer Isiand, Washington 98040 Report Prepared by 1 ' D. R. STRONG Consulting Engineers, Inc. 10604 N.E. 38th Place, Suite 101 Kirkland, WA 98033 (425) 827-3063 Report issue Date December 19, 2011 FIELDBROOK COMIVIONS LEVEL ONE DOWNSTREAM ANALYSIS DISCLAIMER:.........................................................................................................................................................1 TASK 1: DEFINE AND MAP STUDY AREA......................................................................................................1 TASK 2: RESOURCE REVIEW...........................................................................................................................1 FIGURE1.Vicinity Map............................................................................................................2 Figure2: Site Map.....................................................................................................................3 FIGURE 3. King County iMap Topography............................................................................4 FIGURE 4. King County Sensitive Area Map........................................................................5 FIGURE 5. City of Renton Erosion Hazards Map.................................................................6 FIGURE 6. City of Renton Landslide Hazards Map.............................................................7 FIGURE 7. City of Renton Coal Mine Hazards Map.............................................................8 FIGURE 8. City of Renton Steep Slopes...............................................................................9 FIGURE 9. City of Renton Flood Hazard.............................................................................10 FIGURE 10. City of Renton Seismic Hazards.....................................................................11 FIGURE 11. City of Renton Liquefaction Hazards..............................................................12 FIGURE 12. City of Renton Aquifer Protection Zones.......................................................13 FIGURE 13. USDA King County Soils Survey Map............................................................14 FIGURE14. FEMA Map.........................................................................................................17 TASK 3: FIELD INSPECTION............................................................................................................................18 UpstreamTributary Area......................................................................................................................18 General Onsite and Offsite Drainage Description.............................................................................18 TASK 4: DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS.................................18 Drainage System Description TDA West........................................................................................... 18 Downstream Path TDA West: NDA 1................................................................................................. 18 Downstream Path TDA West.� NDA 2.................................................................................................20 Drainage System Description TDA East............................................................................................23 Downstream Path TDA East: NDA 9 ..................................................................................................23 Downstream Path TDA East: NDA 2..................................................................................................23 TASK 5: MITIGATION OF EXISTING OR POTENTIAL PROBLEMS.........................................................25 APPENDIX A. OFFSITE ANALYSIS DRAINAGE SYSTEM TABLE & DOWNSTREAM MAP.........................................................................................................................................................26 APPENDIX B. BASIN RECONNAISSANCE PROGRAM ..............................................................................27 APPENDIX C. WETLAND INVENTORY..........................................................................................................28 '� APPENDIX D. DRAINAGE COMPLAINTS......................................................................................................29 �' O 2011 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Level One Downstream Analysis Renton,Washington LEVEL ONE DOWNSTREAM ANALYSIS DISCLAIMER: THIS REPORT WAS PREPARED AT THE REQUEST OF PNW HOLDINGS, LLC FOR THE 10.80 ACRE PARCELS KNOWN AS A PORTION OF THE SOUTHEAST QUARTER OF SECTION 29, T0INNSHIP 23 NORTH, RANGE 5 EAST, W.M., IN KING COUNTY, TAX PARCEL NUMBERS 2923059168, 2923059022 & 2923059023 (SITE). D. R. STRONG CONSULTING ENGINEERS INC. (DRS) HAS PREPARED ; THIS REPORT FOR THE EXCLUSIVE USE OF DRS, THE OWNER, AND THEIR I i AGENTS, FOR SPECIFIC APPLICATION TO THE DEVELOPMENT PROJECT AS � DESCRIBED HEREIN. USE OR RELIANCE ON THIS REPORT, OR ANY OF ITS CONTENTS FOR ANY REVISIONS OF THIS PROJECT, OR ANY OTHER PROJECT, OR BY OTHERS NOT DESCRIBED ABOVE, IS FORBIDDEN WITHOUT THE I �' EXPRESSED PERMISSION BY DRS. ' �'� TASK 1: DEFINE AND MAP STUDY AREA � i This Offsite Analysis was prepared in accordance with Core Requirement #2, Section I � 1.2.2 of the 2009 King County SurFace Water Design Manual and Section 2.3 of the ��, 2010 City of Renton Amendments to the King County Surface Water Design Manual ��, (Manual). The Site is located at 17040 108t" Avenue SE, Renton, Washington. The 'i Project is the de�elopment of three parcels into a 162 unit apartment complex. jI See Figures 1, 2 and 3 for maps of the study area. � � f I , TASK 2: RESOURCE REVIEW • Adopted Basin Plans: None at this time � !, • Finalized Drainage Studies: None available • Basin Reconnaissance Summary Reports: A report is available for Soos Creek � , Basin. A report is also available for Black River Basin. See Appendix B for a copies ' of these reports. • Floodplain/Floodway (FEMA) Map: No floodplains exist on site, See Figure 14 � • Other Offsite Analysis Reports: Preliminary Storm Drainage Report - Springbrook ' Ridge, CPH Project No. 0005-07-013, Dated February 4, 2009, Downstream �, Analysis performed in October 2008. • Sensitive Areas Map: See Figures 4-12 ! ! • DNRP Drainage Complaints and Studies: Per King County Water and Land � Resources Division, there are several complaints within the downstream path, 1 mile ' ' from the Site within the last 10 years. See Task 4. • USDA King County Soils Survey: See Figure 13 • Wetlands Inventory: Vol. 2 East (1990) — The wetland inventory revealed three wetlands within the downstream path of TDA East, see Appendix C. There are also several wetlands located on the Site. • Migrating River Studies: not applicable • King County Designated Water Quality Problems: None at this time �2011 D. R.STRONG Consulting Engineers Inc 1 Fieldbrook Commons Level One Downstream Analysis Renton,Washington FIGURE 1. Vicinity Map __ � � !; g�a � ; � .... . . ..L � -- � _.___.. - �---`-. 5£-,CdTHST___._— .-. —..-- � -- - , . 'I,, ` i ' . - .._'.. � . ; _ . . . _ ;. 1 _ ' ; ! � _� � . ---..e.._ , . � � � � � �� ' � _,�� .._ � �.. � 1.�_�_�_�_L � � E , } �_ . ; � i � ? ( 1�r � .j__ � ; ? � � ..... . � E �7 I t 7 �_ .._."_`. . ��, .,.,......-.._.. _.. .... '� � . ... 'v'� ; . .,_,....._. 7.__� � :.. ��. . _, � f < ' -� � } ' ' I � i - . �Q�-� 5£1BIH ft j'-I � � ._ . g fSII15T � t` ! j 3 �: .� , ` ':j � ' _ . _-.�__ ,; � � , , a _ �� 1 � � �— � _. �,:�.��, . : � ' �� _ t': i , .� ; , _ ' tR. s��n �� ' �- —- . �, _ �iI(_ i{ 'r ' � �... -_--- -� I - � � � ' ,� r z�=' .I', � ' . : .. ; F -�'i.-�.._..__._.._� ,.,_.. . �(I' . . 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I � `1 I O o '••�I JI�, +, I c� �0 � � � �O j' I I1 \ o O "" � C p I I , \ \ '- ,$l `,O � I i ��` �� f 's; O . ;� $ I - , \�� g' ' � � � � -— � � G`,z"��"-', O I O I -�V �g._�� O _'_' I ' N ' � I � �--=- ., o ; ;. ; - � ��,� � :� , �'� �:� �. - , ��_____ ° :�{, � G'� Oi ' �-�--'� �- � O I � ' � ------------------ I O -- I � I i xec29'cYY , � __" I GR,4�—IIC SCALE 0 �G 'CO 200 ; 1 INCH = `,00 FT. CO?YR.G1-QQ 2Gi1, D.R. STRONG COVSCLTIKG ENGINEERS WC. FIELDBROOK COMMONS � � �RAFTED BY: YLP � �.I'�. �� I :V�.�'��`:��. �ESIGNED BY: YLP FIGURE 2: SITE MAP CONSU_TING >f:G,`�EERS ?ROJECT ENGINEER:MAJ =NG.NEERS PLANNERS Sl;ftvE"GRS �ATE: �Z—�2—�011 1GE04 I:E 3Blh PLACE,AITE '.G7 ?,�^O.IECT NO.:�1062 NIRNLAND,lt'A 9S]33 125.82).3W3 O=F�,CE SHEET � OF� d00.962.1ap2 TO�,'��REE a25.927.2�23 FAX uwv.d•sUong.co^ FIGURE 3. King County iMap Topography � 1 ,� g I�IM R� s � � � � _ � ii�r :P f- � � !E�iOfN n _ 'v _ "— ,�.a....' � i� ' . . . . . ,, , ' : . ��. : t� � ;; ia � SITE � h -.___.._. 41 � XI i xl � '�.�� r.�, z 'i \l� , '. ;�� _ � _-___J �......__._..,__._ ,I -� �� - I'', i (� �..�.w I J �"5'_ �0 �� g �` �� a Rento ___ -__._ . _ � _ : -- - e � � ,Jz � ; ,;�+ � � o � ��s f � f �j �� ' ' Z5.- ... � ` `� i ��_ 'i �b `1 'y��' � \ � ,�� s[�rnosr /� \ � �&' - � \ / , � t� ~ .; � � �- � � .,, � : � � � � ��.� �- c��5 .�o o � ��s--�t�o �Q�� HighlightedFeature af IrtcorporatedArea f,. �_� County Boundary Streets X Mountalrt Peaks - -' w�qh,uar Coiitoiirs{5}tdark} ��`%1 Artm� ,tf 100t50atOfl� L�� r Parcels �,. Olha Highways I�I Lakes and Large Rivers LJ 1Vr $tfBdl7'15 �2011 D. R.STRONG Consufting Engineers Inc 4 Fieldbrook Commons Level One Downstream Analysis Renton,Washington FIGURE 4. King County Sensitive Area Map . . . . . .. —$E166TM51_— — ___.— . �I"___ . . _. .__- _._. . . . . �. . _. . ._"_ —__— _�"_..__ . . _—_— � _._'_' lr—_ . � I� � " I': � �'i �. i . ' . . l� i' , � � �if_ ; �iI � __ - ;� : "I I , ��` , �i�� g��n �� _'—`." � �i�_�� 'ff�msr .,�� ' � � : . . 1 ' � $I ��ci �,,�t� . . ��' d} i gi�7f11yT �II :t �� d ' j, � �' - u ti� )It I � � �: � � � �., ��_.. � . i, - !.. w � t �i � <�. �i I s�� ; `\� I Renton E: n�<a � g . �,n,on � �x:��`F��-F'=Ffi�--,�T�R� � �,�on. '; '+ � � � �� _ / ., ir' ��2<. j� _�� _�...t�tQ i�I_�— ��cWSt I 4l'T�/� rrttttt rHTt t : ��} �I .--- 't��pi I i �. � T � : I F jTl I '-- s �-.' 1 i I �'�, +R.�- � �� -�r�. �k_ � g,�=., �� T-}�q�~� � I-ili � i iiiilli �• _ � �'_� i 'L � .r�� ;�,, �� . �� -�� _ '` g� I .4'=+''_''-�L�.�L'-=-� � i_ i~ . ,Y E i . .st��,ni� .1f1 I�� hc� � �'- y� �'r , 3 �/ �- � :i . §; � ��:�?�� o } � eR '8� tz � � . . � . , P : I .' ' �� . . , I ' . , . . �. I.�. � �� a_ SE_GMRRD��.__-__ __"' '_ _.. _._=5EPE7RWIiSKY.RD_ � ____ —_ __ ..:_��____ � _ ____—_ �.� }� t . � � ' . . ;I IC)2a0�K:qGvry I'�� 0 7lOR � I Legend � �ghlighted Feature Parceis � SAO Seismic 5elected Faroels 5J�0 Stream S1�4 Erosion �-� �ounty Boundary � �� X MountainPeaks �/ C�2Pma�n;a1 CAO$teor�lin9 Con�Bon �/ ��2satnwn;d � ��reh � Clisz� Medium .. Un�lod � ��, � Lakes and Large Rivers Ffighways �,! 53reams �/ Incorpurat�d Area � FI°°dx`ay SV�ets � 70Q Year Flaadplain ;% ��;�h,,,�, � SR�Wetland `;-',�' �� 5A0 Larttlslide V'� � � SAO Coal Mina O 2011 D. R.STRONG Consulting Engineers Inc 5 Fieldbrook Commons Level One Downstream Analysis Renton,Washington FIGURE 5. City of Renton Erosion Hazards Map �fi- � 5 �C+ � I■ .'� �I � +�I a i �v�j I� � -.—� 4 . � 5 � t m 4rr� �; ! '� z � .^ 1` , � ��. �i++' _ =CICAt�. ._� ,$ _ � c�3 +�I ��tl ! � �� L. k ��i `6 ��_��- 'i r I � C I ' " �� I� r��. 'i ( �! i � 5G i(,y1„c -- .�� ,�I-��• `l ' I '' `' ��I, ( I. - `_� `` ' �',_ � i I � ,�LW.._ _:y'�sfs � �L� }II�_1I scimchs��`i� .s ea,� ��,1 � _��E �',I .sw� -� '� +�;�kl' dll �` {—,f --1--iI=��"1} •�mn� r�-•- '� 1 I��I � �I ';_ �l � . 'I w�� G�'' .� � �� ( 5�7?ic7`33 � �y� �rf I�ul u) �I �I(Tti _ ��7�31.. �i� � �. �. � i� --I � : � w n� . ' i ��__— I;� s I y 1 - 4� � ��p~ 't �� K' ��I _ '. �; sx�,:n ili 44� 1 ( i� �f� � H I , �I� �I �I �i`--? '!}' � '''" ( L-_ �' 1 �,�:��: �4^'��'`� -; •'i� �,3_�-�.� �L___.__ I� I � � �. i1 �i �. __ __,__�✓ �. � _� �, I ��,�..,� �� T— �; - _ If , _. =fi ...*.. ��4 � r. --__ ;a �l, .,_, : ��,�� _) , � F, —,��_ � ��c��t' — �..--____ a, � , :,a ��._ � -f f - -._i� �, �!�� fj . ��-��'� --- �ii T�� '� — <-��----' _- �-�4'-, �;s --- —..�_�5� I 1(,� .�� ,_ -_ - � - _ � _ _, -- � '' �� `i ' - a __ _ �� . � w �� -�-� ik�' �; r _ � 1D � � I�tl ��•�� y� S '' '� ;� - ��.,��:�. � �I �� ,i ,�� 1-i-� t �__ '� — �:� .---i �� . ; �; �._ -- — — . _. _ � '�` ,; i � _I� �._t�s --� a��,3, �.�� . - � : :. �; - � -- s��:� - __ �- ,:� ' —��—s�� ' ;,,��..� ��. _ _i� 3 r.� � �. �I �i � ] � 1� I �.. C�16Y9 '� _.�._� � :S t _ ._._ _ '__�� I � � t.1 � �IR�"4R5 I i �� e . � � ~ �� (i � �� I�� • il I� y+ 1 NTS EROSI4N HAZARDS �� Erosion Hazard Areas O 2011 D.R. STRONG Consulting Engineers Inc 6 Fieldbrook Commons Level One Downstream Analysis Renton,Washington FIGURE 6. City of Renton Landslide Hazards Map ! _ 5 ,I � ::� _ �• w : � �_�t�=,ti -.�—1 ..',', � �y � t ,� I �4 . .n4 "•�` �" +( ClE i] ,�� S,.stti i � i' n .��,. � �) � (U � u �� n r+ �'+ y} ��fd 5t '� `]��f � - �,' { SE Y2�• �J v „� � � 1 �'rri FS. G � '_ � ��_� �� '.c L y S 'i� T��ntM•.F.-Ir � -��p ro.l�:�'� � M � $ �� . . - .._.- - _-.. �*—�'-��.... � . .�. a � � w� �. �.� f �1' �n LL !4' ��o a v x £ � 'r�� `. .� g G +; L a[ � �y 1{Int ��1::1 - � �1 � � � t� c � � �` J 1 - { �' '� 't J � � .. � �a _ # :�j i9 Y � ._� � �1�_.f+xl =E!y'_I�FI � v� - . 31 :i � .. a�i 4 ,`"El.i:r� :,1.�� =t —� a i � s�� y = � ' � — _ �. — �E 18EIh�i NTS LANDSLIDE HAZARDS Hazard Severity ' Moderate � High - Very High �, King County Data ��2011 D.R.STRONG Consulting Engineers Inc 7 Fieldbrook Commons Level One Downstream Analysis Renton,Washington FIGURE 7. City of Renton Coal Mine Hazards Map . �. , _ � � j:s � � _ � �14 — � � G7t:r . h .� 3_T•'�� I� W 8E ifi -1 £E nian 4� S'�.`+_Ft :I � S �. ��LOY• . �t (�cl' �' � E . ..__.._. 't'icWn�i pR�� {>.� a � �55�'��Y I _ 9��o-11 l . L �L.��,_,��, -- :��. �, � � � # � � _ i7P�� -_ c �' Y �� _ _ ,� .� 4g 5 as cy1 't _ ��-a� '- _ _ v � , i�3 s� _�i� £ r� � •'�� , __. ._ _ ...-� '� s_.•�, � * � �� Pd.�a3f4'FJaC :JN.vR7. �--- . �J�� ' `� ' � � m �_� R-��/ �� I?e�.?� L w S �t i � � li �� s �'1 ( _ . 1` _ , �U �`'r s_.ti.� C�" - sciaUhFi S t.i . � ��, J. �1y\!it �� ;' q � .ry' J :'1'�� m . 1 m � ni 1 =E ii_,i - � � '� ''.� NTS COAL MINE HAZARD ' Severity ', - H1GH 'I � MODERATE ' � UNCLASSIFIED ' ��i ;�- Renton City Limits O 2011 D.R.STRONG Consulting Engineers Inc 8 Fieldbrook Commons Level One Downstream Analysis Renton,Washington FIGURE 8. City of Renton Steep Slopes � �} }`^ W 'I L � ,�: . ;.;`,. `. __;, � .. , '�:_I.`.s��diss_:1 ,.. �.•n� \� . ��, , ,` i. se,sa�nsc' JL �,sa�,st �� , * �' -' i 3 32M PI I ,��.� '� ~ S 32rd AI —__. a m s : �4•''�� J I � �4 SE 169t h St�I �,"� ��,r,:-, '- + �� `– � a 1f se,s�nsc '��y��ti� � W W I I r \t�t'.,�: w w ��SE 164th rL I i�$%� . m?��SL I .i+� t � I `�'� I ikl? S. � � � � � �1 _ �p ` '�'�'}` � � Sr1 � b � � L = . 'S`�.p� ¢ ¢ a a � ��SE770thSt n S��,S�i iLti , = t� �� g � � „ 1.--i �'� 1� 5 1 T2nd S� �L� N �t � I , '�I�--`1 � � a � .�� J sEl n�d�j�� c �� •{--J� • r••- ?� �`•' � .. b �� y 4 ' 6th m� � ��~. ' '"•�`�� 73rd 5� � � < � �� '��r=.� J _�. r- � ro Qi � r �- �1.j��-.�__ � �. a St �``�r �I ---_ . . \ ` ., . .- �1 (` �rJ �!�' \ti~~�', - � '�\J� � ¢ yr __Pctroris RdSE� t SE poNi�Y� __—��1 - �� 7 .r-- -- .�_ -----�—' ' _ry :�-_ , �• —_�� '-- — a !- _ �1; V � I W 4! , � � ��— �1 �. � �1�� _' o N � N N(.� y u�J �l, � ¢ � a �3 4�� s > ' J' �IE�it� S 179[h St r,�'' .. fr � 0 5 � h � t Q � �� } --� , � � � ^�� : � � � `�`'':�fJ �I ' — '' ^ ^ '''' �� se�eans� ��t�' � / � Se,eahri (1;�''t �. ''` . �- s�� ,-_ �� Wl y�f _� . NTS Steep Slopes Percentage Range >>s�io&<=2s�io ''.`�. >25%&<=40% K >40%&<=90% K >90% O 2011 D. R. STRONG Consulting Engineers Inc 9 Fieldbrook Commons Level one Downstream Analysis Renton,Washington FIGURE 9. City of Renton Flood Hazard i � � 7 e�p� � � � ,i i — � r--,� �;:..., � _ I `� y.� �32 d? r ��I � � � � �� ,,* j--��-' ' �� 3 � ��, �� PxidGL91 �.t�� .�� w '•`,-� p v�i ( � �S�T,�►. 'L`_$l�1 _93C('di�J •�II'�1�J �j ��__ + -.:�4�, 9 P � I t�' �1 ��". l 1 - -- ,c r g� ';_,,k_ I �; `'� �IwI e�e,�x i�f ��i`� ' I -L, �� , �b"-! p �Eo (.� � ti� jk�_ 1 � � I Cr�'�? t� .S (1TS�A J I��la w `r',.J I�I:7I `� – _5'-'. I_ � �.�I�— '.� ' � � �I �i� �__�, II - ��_.'.,�'�� y, �, � .�LJI—:vE,l4r.-+-a` I - � I �i��s,p�., �� 5' .`~� �-\� ��,f��.aar � i �1 . � � �� `� `C, _��:=-� __ _ �,�i.,,`I � ^) _� h (( � � SA�f�i��I' aJ.. ..ti� _- 7 t� _ _ i � �� _ ��I,� �t` __—�I --._— 0..,v.+lsk•hdae _ , 1 �I '�„_F.Fyy.�id.v�---__ .-- 'i h f'�—� �I� ��J r� —� ��^�Iiulr---�I I(' � __•-�'f �---`_�,%�� •! I I ' { f I 'f y1� � �� ;� Ef'i s � ��: �i , I (:' 7-1.0 I �� '�.I �!I � 1� I 4I f� sI �I lI �, � � �'' � �1� S Ran�_',-`� �I I 1��'�•�_ �I �-� �� _ �rt�'�ti�---- �li F' � I r'�—�� se�s 6 ��' I �-��.�-� �-r� , � -- -L. =-��. ,� � � f �,,..�R1 � �.� t�-.. '�_-,, � �' — - ,.��;,��I tir—=— r—_I - �,� ,• — m' I : b.—� .:��:. _ � � � �� , .�.,;, (� �.=i z, r -�_� $ ''- s. d v � ;'s�r=�-� I -_- LI� I ' ��I,. I �--�a � , —s�,�,� � y , � � �� '' :�, -�i I��= � � �` NTS Hazard Condition �j Flood Hazard O 2011 D.R.STRONG Consulting Engineers Inc 10 Fieldbrook Commons Level One Downstream Analysis Renton,Washington FIGURE 10. City of Renton Seismic Hazards i � i�( r� ' �i�� } �! �I t \.—' � � t '.� � �� I I�i . ��_u ��?� I� IL-I� _7_ .�£ct.7..1 �I ��Lirjnb��l��. �_ I I� � _. . i'.d P � � r 1 �i ._�y � V 1 P . }�� •...I �� I��I ^l�� . 'I i� !� �I ' l� LCISiifj a �� ? � �, � �l'..;f��l� __, ;, �6�Pf,� , << ir�I � �� ..t�.�.M 'd 5I'��'��I. f� ,,��i� I � �' �1- 1I \�'��JI�� ' ec%�r:_i � , �' S!L--�ti`'J . ( .. � � ,!I 1:•I�I I ��_ � 1 ��^ `_��.__.-�\��ixx�7� � �� nI ' _�U� I��tirna'_at;�� ! — � — 1 � � ss�s.� ),f t� . —`--�r ,�,-.., t��•�a_ �I ;�—li---_- � ' - - � _� � � � , —��#"�� 1_ I b �I � � '� _,�,��– ,:- -�.-��,.� ul j � .. 8-�Jj.�J„� re.� -a ' � a---- I� -.0 t i ' `7 `� J('—'! r';� �1', - � -- _ —I� �I � . a� �a�lili R�� , Ir � - _ �� -} - - � _ i �' -`-- �� "�! ') 't ' � , ;, �I' ,, i � � , ti - ��—� � � ' i�. '�l�S, �� ;� Ilr- i {� � 'R `��_ i ,.J ,: � �� h � �� ;r;�_ ( � � 1 i � 1J ��._a=r��" i -i ;�, Ih : �-� '� } 'l� II -' � '�1_,I � � 't� t 16i �� G<��..1��__ � II�--- I� __ ��'� 9k 1�M,q I�' .�.d I�F IUn ii '� �ff� . 5t'1 1 - II .. . �' f�� ,' " �'�, I` .�.1'�_��l�l �� " .,�.I�. . J' �`s*,j'iFi,F I I � �I I� �� T� i , �� l� ii�l� r�i•rf'�� - �' �I R I - '1� NTS Hazard Cvndition High Seismic Severity ��2011 D. R. STRONG Consulting Engineers Inc 11 Fieldbrook Commons Level One Downstream Analysis Renton,Washington __ _ _ . _ _ _ _ _ _ FIGURE 11. City of Renton Liquefaction Hazards 1�d s a r� r--.—ti i�i .� � i i� � � � � i I 5'.�O \ri+ _l �� II�II ��I �J _.,..L� 5Et89h57 '� \.,��:JI I ��I 5 SE1BDfii'..� �t6 �,ti-• -��s�s"°`t aJ ,� � � L_I. v�1n �, � ��I � SE:EOt+PI � i G � , �� ; .�.s z ; � �,��_ � � �� $`—t�( � �Yt ;�� ' � I �I�. ,\� !I� �I 6�� -- 5 . ' � . �� --�1r\ � I �. � �'y�. ��-��i_--- � I I ' — i�a!5t b� �'�. I I �� - . � � �.:,'_ ' 1 3c \�`—_.�Se`73r�SI I(-—_i w I— �f i �r l'_ ;�� :� 1I i� � '—'�(_�,�_ i ' � �`�=S9i�+ql �� -- �:t;t��, - a' � I �fR�-,� r-,_ `_- --�-_---- -,�;I� � �I � ! � � �I'�J I `�---, :� '';\ ' �' � �� ___� � r ;l .J,r i; �;t� `��;.��'�.�—�,..A�� f(` _�'� -== -_ -` r –, � . '-,- -- - �'�� -�_— ,; -- --- r:--_ --- __ �c=- 1 i � I /i�~ �� i� I � `1 �� , __��' .__�+ � ,� _�.,� ��r"' • � � WI �� f= �,�- �, �? � �rr �r'��,�_y417oF si�,' i � �I l� ' -6 �I�/�6 I—S s I �—j � � r! ��i�y� �� '�� ' �� f! � � �� sE��zs a� i 1E7 � 9J�d�j/ il -__ _ 1 �,'i /j..--J _I{9Et89l�81 ■ �� /J I- � BE1�Oip� -- 1��.—��... � i�—�� JJ __I� ��j= . �i � ra' I � " I 51si1;�� r__� ''� � rr�' +� I " ; �a-� � � �� ,S��J �� I � l�: i� .�=F��'°�' ��I i g � � � --�� -,� ._,. NTS HAZARD C�NDITION Liquefaction Susceptibility S high �: moderate to high ! low to moderate O 2011 D.R.STRONG Consulting Engineers Inc 12 Fieldbrook Commons Level One Downstream Analysis Renton,Washington FIGURE 12. City of Renton Aquifer Protection Zones , , � -,� �'` � � '�.s 1 � � � r, W1 ' � , `�'",��_ `+�' r� `•��ccn,• $ � L '��' � � � �'� �i %-� � �� S � �� .� � � 1 � '� `��h� __�___�.� ;�' �-`_ �w ` `� �`�--r� _ +;I -�r � ,9s � � SC'6BH+51 �' IEtr,Sk �� =, �`''— � s'zr'= ,_5 JeTd fl '�Y � n `� fC =� r`-1 - �I r� �.'' '" g,tisT so ,�.� �v �'� �.�'+ t1�-1,��_ �_�t�)_ `��t.l' � . Y� --I��-� . /2��X• Y� L��1 `�t[1�•,l ��y � _ -:�� 1 �_ . _ ��_ �)I � �� l�, � �; � � �( �� -!��t�� r �� J1� ti a J� �; 4 , �7 ��M��C � �� L il }��y �� f�=- ,��f� i �' a,� �--� .�' s��, U, � f �r i,��d sr, � �:'�3ra.�� f� ��-,��` =_—_____-C, �r � � L�- �� I �, �� . ��'!�� I I •� - ,__ b �_ --_��'-`� �(—� +r fn. _ Pehn.r.�,Rd�E��.�1, '�L�_" .1 ' ��-. �r _ . .'f� _ .- .- �� -.- I /' 'ti{� ="k"�� R �a �„� li�� ,�`�-- `� � � -1 �,'. `� � `H � tiJf' i��f 5�� _ �51��'. � .,S f �� s < � L � � i��L�... �1 / �� _�_�� :f = � �j _I(' �I'(��'TI�—�— � , �1 :� ` �I `� ¢ ra s� a'�e si .�1 �. � ^ . J L�f�� isc�,st � 1 1'—� � 4— SE 1EO�h ry L—., } \ �� 9� ��JL,_�,��-��' �' � �. � �,� ;��_I —J'i—l� � .� :,��,� i �, � � � � .� � i �:� �u t , - ._ � ��.�� ^. �5 �{ � 1'�' �� f�'_�� .0 1��St - NTS Rentan Muniapal �de _ _ . _ Zone1 �,'!,�;,`,.i Zone 1 Modified �� Zone 2 Citv Limits O 2011 D. R. STRONG Consulting Engineers Inc 13 Fieldbrook Commons Level One Downstream Analysis Renton,Washington � FIGURE 13. USDA King County Soils Survey Map sod Ma�IGnv CoinH Nea,WasFcngt°r� g � F � H � � - -_-.�:0 ct':C '�C'eK. `_:,3(.] 5�°9 S6C9W Sh"3s] 6T ZT V {.. " �� <T2TU � .. �.� F_-� .., Tf . F y� � � ; �} I � f� � � - ~!� � �:. . i��.•.'�'" '; �I ,�...T-_.. ,- r� I � � I! - - _ r - - ��- .� � - � �� :j I, _ _ � 'i �'.�`� � ��3 j - s' , r. � ;, � }��'� . . �t � ` �� • :�* �'�t �' /f ��Y�� rt�-.�Y�f�� .. r � � 'Iv"' Viid:l_ �—_ eT26� AT aa 56' _— :Fi:>iu `.ri.'.f:� �h50 s.',S `fifiSi "a�2D] =E63� `",a9D ..«__] � MapColel2�t�LqfRCa;As@tp5'xli�cteet r'+ � y 0 30 dU I21 1�s �i �'�y � o ,m �n �w eoo �(7vsav�an Sar�iee Na4orelwCooD�'e�5oi Slrve�l PaS�of 3 King County Area,Washington AgC—Alderwood gravelly sandy loam, 6 to 15 percent slopes Map Unit Setting • Elevation:50 to 800 feef • Mean annual precipitation:25 to 60 inches • Mean annual air femperature:48 to 52 degrees • Frost-free period: 180 to 220 days Map Unit Composition • Alderwood and similar soils:95 percent • Mrnor components:5 percenf Description of Alderwood Setting • Landform:Moraines, till plains • Parenf material:Basal till with some volcanic ash Properties and qualities • Sfope:6 to 15 percent • Depth to restnctive feature:24 to 40 inches to dense material • Drainage class:Moderately wel!drained i • Capacity of fhe most limiting Iayer to transmit water(Ksat): Very!ow � • to moderately low(0.00 to 0.06 in/hr) • Depth to water table:About 18 to 37 inches O 2011 D. R. STRONG Consulting Engineers Inc 14 Fieldbrook Commons Level One Downstream Analysis Renton,Washington • Frequency of flooding:None • Frequency of ponding:None • Available wafer capacity: Very IoU�(about 2.5 rnches) Interpretive groups • Land capabrlity(nonirrigated):4s Typical profile • 0 to 12 inches:Gravelly sandy loam • 12 to 27 inches: Very grave!!y sandy loam • 27 fo 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 AmC—Arents,Alderwood material, 6 to 15 percent slopes Map Unit Setting • Mean annual precipitation:35 to 60 inches • Mean annua!air femperature:50 degrees F • Frost-free period: 150 to 200 days Map Unit Composition • Arents, alderwood material, and similarsoils: 100 percent Description of Arents,Alderwood Material Setti ng • Landform: Ti!!plains • Parent material:Basal fill Properties and qualities • Slope:6 to 95 percent • Depth to restrictive feature:20 fo 40 inches to dense materia! • Drainage class:Moderately well drained • Capacity of the most limiting layer to transmit water(KsatJ: Very low fo moderafely!ow(0.00 to 0.06 in/hr) • Depth fo water table:About 16 to 36 inches • Frequency of flooding:None • Frequency of ponding:None • Availabfe water capacity: Very fow(about 2.3 inches) Interpretive groups • Land capability(nonirrigated):4s Typical profile • 0 to 26 inches: Gravelly sandy loam • 26 to 60 inches: Very gravelly sandy loam No—Norma sandy loam Map Unit Setting • Elevation:0 to 1,000 feet • Mean annua!precipitation:35 to 60 inches • Mean annua!air temperature:48 to 52 degrees F O 2011 D. R. STRONG Consulting Engineers Inc 15 Fieldbrook Commons Level One Downstream Analysis Renton,Washington • Frost-free period: 150 to 200 days Map Unit Composition • Norma and similar soils:90 percent • Minor components: 7 percenf Description of Norma Setti n g • Landform:Flood plains • Parent material:Alluvium Properties and qualities • Slope:0 to 2 percent • Depth to restrictive feature:More than 80 inches • Drainage class:Poorly drained • Capacity of the most limiting layer to transmit water(Ksat):High(1.98 fo 5.95 in/hr) • Depth to water table:About 0 inches • Frequency of flooding:None • Frequency of ponding:Frequent • Available water capacity:Moderate(about 8.4 inches) Interpretive groups • Land capabilify(nonirrigated):5w Typical profile • 0 to 10 inches:Sandy loam • 10 to 30 inches:Sandy loam • 30 to 60 inches:Sandy loam Minor Components Seattle • Percent of map unit:2 percent • Landform:Depressions Tukwila • Percent of map unit:2 percent • Landform:Depressions Shalcar • Percent of map unit: 9 percent • Landform:Depressions Norma • Percent of map unit: 9 percent • Landform:Depressions Alderwood • Percent of map unrt: 1 percent O 2011 D. R. STRONG Consulting Engineers Inc 16 Fieldbrook Commons Level One Downstream Analysis Renton,Washington FIGURE 14. FEMA Map I �„K:tyy�y,l _ti ;i'? ; ^W'? ..c��1:;� • � � � 1 C- `, y �rl ��f �t { � � '" a, � i i ;,� � , ��k�= M1 $ � � � � ,,;;�.�„d�. . .'� `�R � �r��:r�� ' � �:� ~`��•�� s�� 'n`r �f:j ��: �.� � �, � , '�`�� '4: �i :.s. �Ik� , 3 � I ('� i �� ' i � � s �: j :>1,�, �. � �t , 1 , ` � � !�r-�T.l•9�! ,'�,�F�sy i� 'i't i_ +� � j �-�; I Jy . ;, k �T�i u :, i � i t ;�� ,,� �, , �, �J � ;� ..,� � -; �_ }-�� . ' i I I i �; � �-�,�„� � � �,, �� 1,,, � , ; i I ��,I ��' � � , ' � ��;+, T � �,` � ;�,�r:,l� 1 , ', � , ��: � ri+ i � r ��d'Md . �� - .'Q � ,1 �I k I � � .��{ � ��' ' � ��.. i ��. �� + I � � �.• �' ' � �i � � �`�� '` I I I . �i ! •'�'�* � 7r � � ��{{,�� ' � � �i Y. � K '� i . � � I , \ •s e {i . �' c �i' �tJ�l1jG9,� � � ,� u' I � � S tf �,. ! i � , � �� . � �, .�; - I7pt�� , . �- t'_ �rh � .�: f �,_ r . .t . . � , �� °t'1 E.t`"'. .R� �� _, • �; ' . `:1. In-d'e� if 1+'t�f r' � . . . . . ,' NTS . Revised FEMA Preliminary DFIRM IVov. 2010 �4�E , �a�; Renton City Limits Regulatory � __� Poten6al Annexation Area Boundary - Zone A � Fioodway Non-Regulatory Base Flood Elevation (ft) � Zone X Zone A-Special flood hazard areas inundated by 100 year flood (regulatory floodplain) Zone X-Areas of 500 year flood,Areas less than 1-ft depth during 100 year flood,Areas protected by(evees from 100 year flood (non-regulatory floodplain) �2011 D. R.STRONG Consulting Engineers Inc 17 Fieldbrook Commons Level One Downstream Analysis Renton,Washington TASK 3: FIELD INSPECTION Upstream Tributary Area The upstream basin area was evaluated by examining the King County topographic map (see Figure 3) and by conducting field reconnaissance. The Site is situated on a plateau with no upstream tributary area. General Onsite and Offsite Drainage Description The Site is divided into two distinct Threshold Discharge Areas (TDA's), TDA West and TDA East; they are further divided into three and two Natural Discharge Areas (NDA's), respectively. For purposes of this discussion these subbasins will be referred to as TDA West: NDA 1, TDA West: NDA 2, TDA West NDA 3, TDA East: NDA 1, and TDA East: NDA 2. (See Downstream Analysis Map) TDA West: NDA 1 slopes to the west at 5 to 10 percent. The runoff exits the Site via sheet flow into a Type 2 catch basin located on the north side of SE 172"d St. near the intersection of 108th Way SE. TDA West: NDA 2 slopes to the southwest at 15 to 20 percent. Runoff exits the Site via sheet flow into a T�rpe 1 catch basin located on the north side of SE 172"d St. near the intersection of 109t PI. SE. The area of TDA West: NDA 3, is approximately 7,090 SF. Runoff generated by this area appears to sheet flow into neighboring yards, but due to the size of the NDA and its ground cover, the quantity of runoff is negligible. For purposes of the Level One Downstream Analysis, the apparent path was observed and would converge with the downstream path of TDA West: NDA 2 at point H1 (730'). TDA East: NDA 1 slopes to the east at 5 to 15 percent. Runoff exits via a wetland system across the eastern property line and eventually reaches into Soos Creek. TDA East: NDA 2 slopes to the southeast at 5 to 15 percent. Runoff exits the Site via sheet flow into a closed depression. Per Palm Court's engineering plans (B96C0118), the closed depression overFlows to the east via a pipe and converges with TDA East: NDA 1 at point B2 (700'). TASK 4: DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS Drainage System Description TDA West 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 Black River Drainage Basin; more specifically the Panther Creek Subbasin. The downstream area was evaluated by reviewing available resources, and by conducting a field reconnaissance on November 29, 2011 under overcast conditions. Downstream Path TDA West: IVDA 1 Point "A" is the natural discharge point of this subbasin. It is located at a Type 2 catch basin on the north side of SE 172"d St. near the intersection of 108th Way SE. (±0') From Point "A" to Point "B", runoff is conveyed south as pipe flow via an 18-inch Corrugated Metal Pipe (CMP). Trickle flow was observed. (±0'-80') �2011 D. R.STRONG Consulting Engineers Inc 18 Fieldbrook Commons ' Level One Downstrearn Analysis Renton,Washington Point "B" is a Type 2 catch basin. It is located on the east side of 108t" Way SE in the grassy planter area. Trickle flow was observed. (±80') From Point "B" to Point "C", runoff is conveyed west as pipe flow via an 18-inch CMP. Trickle flow was observed. (±80'-155') Point "C" is the outlet of the 18-inch culvert. The pipe outlets into a ditch on the west side of 108th Way SE. Trickle flow was observed. (±155') From Point "C" to Point "D", runoff is directed south as channel flow. The channel is approximately 5 feet wide and 5 feet deep. It is heavily vegetated with bramble and Alder. The water depth in the channel was approximately 6 inches at the time of the analysis. (±155'-455') Point "D" the ditch enters a wetland. (±455') From Point "D" to Point "E", runoff is conveyed in a northwesterly direction through a wetland. The wetland area is a moderately dense forest with dense underbrush. No flow was observed. (±455'-925') At Point "E", the runoff is collected in a concrete storm drainage vault with a 2 foot by 4 foot grate. Runoff enters the vault through the grate. The grate was partially blocked with debris at the time of analysis. (±925') From Point "E" to Point "F", runoff is conveyed south as pipe flow via an 18-inch concrete pipe. Moderate flow was observed. (±925'-940') Point "F" is a Type 2 catch basin. It is located on the north side of Benson Dr. S. ' Moderate flow was observed. (±940') From Point "F" to Point "G", runoff continues south as pipe flow via an 18-inch concrete pipe. Moderate flow was observed. (±940'-1000') Point "G" is a Type 2 catch basin. It is located on the south side of Benson Dr. S. Point "G" also defines the point of convergence of the downstream path of TDA West: NDA 2. Moderate flow was observed. (±1000') From Point "G" to Point "H", runoff heads northwest as pipe flow via an 18-inch concrete pipe. Moderate flow was observed. (±1000'-1285') Point "H" is a Type 2 catch basin. It is located on the south side of Benson Dr. S. Moderate flow was observed. (±1285') From Point "H" to Point "I", runoff heads southwest as pipe flow via a 24-inch concrete pipe. Moderate flow was observed. (±1285'-1305') O 2011 D. R.STRONG Consulting Engineers Inc 19 Fieldbrook Commons Level One Downstream Analysis Renton,Washington Point "I" is the 24-inch concrete pipe outlet. The pipe outlets into a well-defined channel. Moderate flow was observed. (±1305') From Point "I" to Point "J", runoff continues in a westerly direction through the channel. It is approximately 4-5 feet wide and 3-4 feet deep with well-defined banks. The water depth was approximately 5 inches at the time of analysis with moderate flow. (>1320') Point "J" is a manmade rock-lined depression. Trickle flow was observed. (>1320') Downstream Path TDA Wesf: NDA 2 Point "A1" is the natural discharge point of this subbasin. It is located at a Type 1 catch basin on the north side of SE 172"d St. near the intersection of 109th PI. SE. No flow was observed. (±0') From Point "A1" to Point "B1", runoff is conveyed south as pipe flow via a 12-inch CMP. No flow was observed. (±0'-50') Point "B1" is a Type 1 catch basin. It is located on the east side of 109th PI. SE. No flow was observed. (±50') From Point "B1" to Point "C1", runoff heads west as pipe flow via a 12-inch CMP. No flow was observed. (±50'-76') Point "C1" is a Type 1 catch basin. It is located on the west side of 109th PI. SE. No flow was observed. (±76') From Point "C1" to Point "D1", runoff heads south as pipe flow via a 12-inch CMP. Trickle flow was observed. (±76'-216') Point "D1" is a Type 1 catch basin. It is located in the cul-de-sac of 109t" PI. SE. (±216') From Point "D1" to Point "E1", runoff heads southwest as pipe flow via a 12-inch CMP. Trickle flow was observed. (±216'-391') At Point "E1" the 12-inch CMP appears to tee into a 12-inch concrete pipe that heads west. This junction was not observed; however field investigation of the area lead to this conclusion. (±391') From Point "E1" to Point "F1", runoff heads west as pipe flow via a 12-inch concrete pipe. (±391'-699') Point "F1" is the 12-inch concrete pipe outlet. It outlets into a roadside ditch on the east side of 108t" Ave. SE. Trickle flow was observed. (±699') O 2011 D. R.STRONG ConsuRing Engineers Inc 20 Fieldbrook Commons , Level One Downstream Analysis Renton,Washington ,I From Point "F1" to Point "G1", runoff heads south through the channel. The channel is grass-lined and is approximately 3 feet wide and 1.5 feet deep. Trickle flow was observed. (±699'-815') Point "G1" is the inlet of a 12-inch concrete pipe. It was blocked with debris at the time of analysis. No flow was observed. (±815') From Point "G1" to Point "H1", runoff heads south as pipe flow via a 12-inch concrete pipe. No flow was observed. (±815'-825') Point "H1" is a Type 1 catch basin. It is located on the north side of SE 173`d St. Point "H1" also defines the point of convergence of the downstream path of TDA West: NDA 3. No flow was observed. (±825') From Point "H1" to Point "11", runoff heads south as pipe flow via a 12-inch concrete pipe. Trickle flow was observed. (±825'-877') Point "11" is a Type 1 catch basin. It is located on the south side of SE 173rd St. Moderate flow was observed. (±877') From Point "11" to Point "J1", runoff heads west as pipe flow via an 18-inch concrete pipe. Moderate flow was observed. (±877'-917') Point "J1" is the 18-inch concrete pipe outlet. The pipe outlets into a grass swale. The outlet of the pipe was fully submerged at the time of analysis. (±917') Point "J1" to Point "K1", runoff heads northwest as channel flow. The channel is approximately 4 feet wide and 2 feet deep. The channel was overgrown with vegetation. (±917'-1117') Point "K1" to Point "L1", runoff is directed southwest through the channel. The channel ' is approximately 2 feet wide and 1 foot deep. Trickle flow was observed. (±1117'- ', ; 1377') � ' Point "L1" is a concrete storm drainage vault with a 2 foot by 4 foot grate. The grate , was partially covered with debris at the time of analysis; however, runoff was still able to '�� enter through the grate. (±1377') ', From Point "L1" to Point "M1", runoff heads northwest as pipe flow via a 12-inch concrete pipe. (±1377'-1397') Point "M1" is a Type 1 catch basin. It is located on the east side of 108th Way SE. Trickle flow was observed. (±1397') From Point "M1" to Point "N1", runoff heads northwest as pipe flow via a 12-inch concrete pipe. Trickle flow was observed. (±1397'-1427') O 2011 D.R.STRONG Consulting Engineers Inc 21 Fieldbrook Commons Level One Downstream Analysis Renton,Washington Point "N1" is a Type 1 catch basin. It is located on the west side of 108t" Way SE. Trickle flow was observed. (±1427') , From Point "N1" to Point "01", runoff heads southwest as pipe flow via a 12-inch concrete pipe. Trickle flow was observed. (±1427'-1591') Point "01" is a Type 2 catch basin. It is located on the south side of Benson Dr. S. Trickle flow was observed. (±1591') From Point "01" to Point "P1", runoff heads northwest as pipe flow via a 12-inch concrete pipe. Trickle flow was observed. (±1591'-1747') Point "P1" is a Type 1 catch basin. It is located on the south side of Benson Dr. S. Trickle flow was observed. (±1747') From Point "P1" to Point "Q1", runoff heads northwest as pipe flow via a 12-inch concrete pipe. (±1747'-1972') Point "Q1" is a Type 2 catch basin. It is Iocated on the south side of Benson Dr. S. Point "Q1" also defines the point of convergence of the downstream path of TDA West: NDA 1. Moderate flow was observed. (±1972') �2011 D.R.STRONG Consulting Engineers Inc 22 Fieldbrook Commons � Level One Downstream Analysis Renton,Washington i Drainage System Description TDA East 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 Soos Creek Drainage Basin, more specifically, the Soos Creek Subbasin. The downstream area was evaluated by reviewing available resources, and by conducting a field reconnaissance on November 29, 2011 under overcast conditions. Downstream Pafh TDA East: NDA 1 Point "A2" is the natural discharge point of this subbasin. It is located approximately 90 feet south of the northeast property corner. Runoff exits the Site as sheet flow to the east via a wetland system. From Point "A2" to Point "62", runoff heads southeast as sheet flow through dense vegetation within the wetland area. No flow was observed. (±0'-390') From Point "B2" to Point "C2", runoff is conveyed in southeasterly direction through the wetland. The wetland is flat and is densely vegetated with cattails. No flow was observed. Point "B2" also defines the point of convergence of the downstream path of TDA East: NDA 2. (±390'-960') From Point "C2" to Point "D2", runoff continues in an easterly direction as channel flow. The channel is approximately 5 feet wide and 3 feet deep. There is sporadic vegetation throughout the channel. The water depth was 1 foot deep at the time of analysis. No flow was observed (±960'-1220') Point "D2" is the inlet of a 24-inch CMP culvert with a trash rack. Moderate flow was observed. (±1220') ' From Point "D2" to Point "E2", runoff heads southeast as pipe flow via a 24-inch CMP. Moderate flow was observed. (>1320') Point "E2" is the 24-inch pipe outlet. The pipe appears to outlet into a pond located on the Gainsborough Commons development; just west of 116th Ave. SE and just north of SE 175th St. The pipe outlet could not be observed due to fencing. (>1320') '� i Downstream Path TDA Easf: NDA 2 ', Point "A3" is the natural discharge point of this subbasin. It is located approximately 40 I feet north of the southeast property corner. Runoff exits the Site as sheet flow to the east. From Point "A3" to Point "B3", runoff heads east as sheet flow through dense vegetation and into a closed depression. No flow was observed. (±0'-75') O 2011 D.R.STRONG Consulting Engineers Inc 23 Fieldbrook Commons Level One Downstream Analysis Renton,Washington At Point "B3", the runoff is collected in the closed depression area. The depression is vegetated with thick bramble. The water depth in the depression was approximately 1 foot at the time of analysis. No flow was observed (±75') From Point "B3" to Point "C3", runoff travels through the closed depression. No flow was observed (±75'-250') Point "C3" is a Type 2 catch basin with a vertical elbow. Runoff exits the closed depression at this point at times of overflow. (±250') From Point "C3" to Point "D3", runoff heads east as pipe flow via an 18-inch pipe. (±250'-450') Point "D3" is the 18-inch pipe outlet. The pipe outlets to a forested hillside. The pipe outlet could not be visited due to dense vegetation. (±450') From Point "D3" to Point "E3", runoff heads east as sheet flow through dense vegetation. (±450'-700') Point "E3" is a wetland. It defines the point of convergence of the downstream path of TDA East: NDA 1. No flow was observed. (±700') A review of the King County Water and Land Resources Division — Drainage Services ' Section Documenfed Drainage Complaints within one mile of the downstream flow paths revealed several complaints within the last ten years along all downstream paths for the Site. Many of which were found to be water quality audits, which are not pertinent to this analysis. The remaining complaints are listed in the following table. The drainage complaint reports can be found in Appendix D. Draina�e Complaint Number TDA ype Summarv 2001-0742 East 1 R/D pond is overflowing 2002-0774 East 1 Sediment build-up 2003-0030 East 1 Maintenance issue 2003-0824 East 1 Maintenance issue 2004-0579 East 1 Water level in pond rising 2004-0908 East 1 Maintenance issue 2005-0032 East 1 Concern of future problem, but nothing found 2005-0195 East 1 Wetland overflow due to debris O 2011 D. R.STRONG ConsuRing Engineers Inc 24 Fieldbrook Commons Level One Downstream Analysis Renton,Washington TASK 5: MITIGATION OF EXISTING OR POTENTIAL PROBLEMS The drainage complaints ►isted in Task 4 require no mitigation by this Project. All were found to be maintenance issues and should be resolved by either City Maintenance (public systems) or the respective property owners (private systems). No further analysis should be required of this Project. 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 will be collected and released per the Manual's requirements to accommodate Level 2 Flow Control and Enhanced 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. ; , -, ; , � , ; O 2011 D.R.STRONG Consulting Engineers Inc 25 Fieldbrook Commons Level One Downstream Analysis Renton,Washington APPENDIX A. OFFSITE ANALYSIS DRAINAGE SYSTEM TABLE � DOWNSTREAM MAP II �2011 D. R.STRONG Consulting Engineers Inc 26 Fieldbrook Commons Level One Downstream Analysis Renton,Washington OFFSITE ANALYSIS DRAINAGE SYSTEM TABLE SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT#2 TDA WEST: NDA 1 Basin: Black River Subbasin Name: Panther Creek 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 Surtace area A Type 2 CB On North Side of SE 172"d St.near t0' None Observed None Anticipated Trickle Flow from North intersection with 108�'Wa SE A-B Southerly Pipe Flow 18"Corrugated Metal Pipe(CMP) 0'-80' None Observed None Anticipated B Type 2 CB On East Side of 108�h Way SE near t80' None Observed None Anticipated Trickle Flow intersection with 172"'St.(Located in Grass Planter Area B-C Westerly Pipe Flow 18"CMP 80'-155' None Observed None Anticipated C Pipe Outlet 18"CMP,Outlet into Ditch,West Side t155' None Observed None Anticipated Trickle flow of 108th Wa SE C-D Southerly Channel 5'Wide and 5'Deep, Heavily vegetated 155'-455' None Observed None Anticipated 6"Water Depth Flow with Bramble and Alder D Wetland Channel Enters Wetland ±455' None Observed None Anticipated D-E Northwesterly Channel Moderately dense forest with dense 455'-925' None Observed None Anticipated Flow underbrush E Concrete Storm 2'X4'Grate ±925' None Observed None Anticipated Grate Partially Blocked with debris Draina e Vault E-F Southerly Pipe Flow 18"Concrete Pipe 925'-940' None Observed None Anticipated Moderate Flow F Type 2 CB On North Side of Benson Dr.S ±940' None Observed None Anticipated Moderate Flow F-G Southerly Pipe Flow 18"Concrete Pipe 940'-1000' None Obsenred None Anticipated Moderate Flow G Type 2 CB On South Side of Benson Dr.S ±1000' None Observed None Anticipated Moderate Flow Point Q1 on TDA West: NDA 2 G-H Northwesterly Pipe 18"Concrete Pipe 1000'-1285' None Observed None Anticipated Moderate Flow Flow 02011 D. R. STRONG Consulting Engineers Inc. Fieldbrook Commons Level 1 Downstream Analysis Renton, Washin4ton H Type 2 CB On South Side of Benson Dr.S t1285' None Observed None Anticipated Moderate Flow H-I Southwesterly Pipe 24"Concrete Pipe 1285'-1305' None Observed None Anticipated Moderate Flow Flow I Pipe Outlet 24"Concrete Pipe,Outlet to Well- t1305' None Observed None Anticipated Moderate Flow Defined Channel I-J Channel 4-5'Wide and 3-4'Deep,Well-Defined 1305'-1705' None Observed None Anticipated 5"Water Depth; Moderate Flow Banks J Manmade Rock-Lined East Side of S Cedar Ave. ±1705' None Observed None Anticipated Trickle Flow I De ression c�2011 D. R. STRONG Consulting Engineers Inc. Fieldbrook Commons Level 1 Downstream Analysis Renton,Washinqton OFFSITE ANALYSIS DRAINAGE SYSTEM TABLE SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT #2 TDA WEST: NDA 2 Basin: Black River Subbasin Name: Panther Creek 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 A1 Type 1 CB On North Side of SE 172"d St. near ±0' None Observed None Anticipated No Flow intersection with 109th PI.SE A1-61 Southerly Pipe Flow 12"CMP 0'-50' None Observed None Anticipated 61 Type 1 CB On East Side of 109`"PI.SE ±50' None Observed None Anticipated B1-C1 Westerly Pipe Flow 12"CMP 50'-76' None Observed None Anticipated C1 Type 1 CB On West Side of 109th PI. SE ±76' None Observed None Anticipated C1-D1 Southerly Pipe Flow 12"CMP 76'-216' None Observed None Anticipated Trickle Flow D1 Type 1 CB Located in Cul-de-sac of 109�h PI.SE t216' None Observed None Anticipated D1-E1 Southwesterly Pipe 12"CMP 216'-391' None Observed None Anticipated Flow E1 Tee Tee into 12"Concrete Pipe that heads ±391' None Observed None Anticipated Junction was not observed west E1-F1 Westerly Pipe Flow 12"Concrete Pipe 391'-699' None Observed None Anticipated F1 Pipe Outlet 12"Concrete Pipe, Daylight into ±699' None Observed None Anticipated Trickle Flow Roadside Ditch, East Side of 108�h Ave. SE F1-G1 Southerly Channel Grass-Lined Ditch, 3'Wide and 1.5' 699'-815' None Observed None Anticipated Trickle Flow Flow Dee , East Side of 108`h Ave.SE G1 Pipe Inlet 12"Concrete Pipe t815' None Observed None Anticipated Blocked with debris G1-H1 Southerly Pipe Flow 12"Concrete Pipe 815'-825' None Observed None Anticipated No Flow 02011 D. R. STRONG Consulting Engineers Inc. Fieldbrook Commons Level 1 Downstream Analysis Renton,Washinqton H1 Type 1 CB On North Side of SE 173rd St. near -�825' None Observed None Anticipated No Flow intersection with 108`"Ave.SE(Point of Conver ence with TDA West: NDA 3 H1-11 Southerly Pipe Flow 12"Concrete Pipe 825'-877' None Observed None Anticipated Trickle Flow 11 Type 1 CB On South Side of SE 173`tl St. near 1877' None Observed None Anticipated Moderate Flow intersection with 108th Ave.SE 11-J1 Westerly Pipe Flow 18"Concrete Pipe 877'-917' None Obsenred None Anticipated Moderate Flow J1 Pipe Outlet 18"Concrete Pipe,Outlet into Grass t917' None Observed None Anticipated Pipe Fully Submerged Swale J1-K1 Northwesterly Channei Overgrown with vegetation, Flow 917'-1117' None Observed None Anticipated Flow Disappears 20'from Pipe Outlet,4' Wide and 2'Dee K1-L1 Southwesterly Channel Grass-Lined Channel,2'Wide and 1' 1117'-1377' None Observed None Anticipated Trickle Flow Flow Dee L1 Concrete Storm 2'x4'Grate t1377' None Observed None Anticipated Grate Partially Covered with debris Draina e Vault L1-M1 Northwesteriy Pipe 12"Concrete Pipe 1377'-1397' None Observed None Anticipated Flow M1 Type 1 CB Located on East Side of 108�'Way SE ±1397' None Observed None Anticipated Trickle Flow M1-N1 Northwesterly Pipe 12"Concrete Pipe 1397'-1427' None Observed None Anticipated Trickle Flow Flow N1 Type 1 CB Located on West Side of 108`h Way SE ±1427' None Observed None Anticipated Trickle Flow N1-01 Southwesterly Pipe 12"Concrete Pipe 1427'-1591' None Observed None Anticipated Trickle Flow Flow 01 Type 2 CB Located on South Side of Benson Dr.S ±1591' None Observed None Anticipated Trickle Flow 01-P1 Northwesterly Pipe 12"Concrete Pipe 1591'-1747' None Observed None Anticipated Trickle Flow Flow P1 Type 1 CB Located on South Side of Benson Dr.S t1747' None Observed None Anticipated Trickle Flow P1-Q1 Northwesterly Pipe 12"Concrete Pipe 1747'-1972' None Observed None Anticipated Trickle Flow Flow Q1 Type 2 CB Downstream Path at this Point ±1972' None Observed None Anticipated Converges with TDA West: NDA 1 Point G 02011 D. R. STRONG Consulting Engineers Inc. Fieldbrook Commons Level 1 Downstream Analysis Renton,Washinpton OFFSITE ANALYSIS DRAINAGE SYSTEM TABLE SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT#2 II TDA EAST: NDA 1 Basin: Soos Creek Subbasin Name: Soos Creek 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, swale, Constrictions, under capacity, ponding, tributary area, likelihood of problem, See map Stream,channel,pipe, drainage basin,vegetation,cover, % 1/4 mi=1,320 ft overtopping,flooding, habitat or organism overflow pathways,potential impacts. Pond;Size:diameter depth,type of sensitive area,volume destruction, scouring, bank sloughing, Surface area sedimentation, incision,other erosion A2 NDA 90'South of Northeast Property ±0' None Observed None Anticipated Corner A2-62 Sheet Flow Dense Vegetation,Downstream Path 0'-390' None Observed None Anticipated No Flow at Point 62 Converges with TDA East: NDA 2 Point E3 62-C2 Southeasterly through a Dense Cattails, Flat 390'-960' None Observed None Anticipated No Flow Wetland C2-D2 Easterly Channel Flow Well Defined 5'Wide and 3'Deep, 960'-1220' None Observed None Anticipated 1'Water Depth, No Flow S oradic Ve etation D2 Pipe Inlet 24"CMP Culvert with Trash Rack ±1220' None Observed None Anticipated Moderate Flow D2-E2 Southeasterly Pipe Flow 24"CMP 1220'-1570' None Observed None Anticipated Moderate Flow E2 Pipe Outlet 24"CMP into pond located on t1570' None Observed None Anticipated Could not be visited due to fencing Gainsborou h Commons 02011 D. R. STRONG Consulting Engineers Inc. Fieldbrook Commons Level 1 Downstream Analysis Renton.Washinaton OFFSITE ANALYSIS DRAINAGE SYSTEM TABLE SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT #2 TDA EAST: NDA 2 Basin: Soos Creek Subbasin Name: Soos Creek 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, swale, Constrictions, under capacity, ponding, tributary area, likelihood of problem, See map Stream,channel,pipe, drainage basin,vegetation,cover, % 1/4 mi=1,320 ft overtopping,flooding, habitat or organism overflow pathways, potential impacts. Pond;Size:diameter depth,type of sensitive area,volume destruction, scouring, bank sloughing, Surface area sedimentation, incision,other erosion A3 NDA 40'North of Southeast Property t0' None Observed None Anticipated Corner of Parcel#292305-9023 A3-63 Sheet Flow Dense Vegetation 0'-75' None Observed None Anticipated No Flow 63 Closed Depression Thick Bramble f75' None Observed None Anticipated 1'Water Depth 63-C3 Depression Overflow Thick Bramble 75'-250' None Observed None Anticipated C3 Type 2 CB Type 2 CB with a vertical elbow f250' None Observed None Anticipated Not observed C3-D3 Easterly Pipe Flow 18"Pipe 250'-450' None Observed None Anticipated D3 Pipe Outlet Daylight to Hillside t450' None Observed None Anticipated Not observed D3-E3 Sheet Flow Dense Vegetation 450'-700' None Observed None Anticipated No Flow E3 Wetland Downstream Path at this Point t700' None Observed None Anticipated No Flow Converges with TDA East: NDA 1 Point 62 n2011 D. R. STRONG Consulting Engineers Inc. 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STRONG DESIGNED BY: YLP LEVEL ONE DOWNSTREAM ANALYSIS CCNSCLTING ENGINEERS PROJECT ENGINEER:MAJ i =NG:�.E=75 PLANVERS SU2`F_YORS DAiE: 72-12-2011 iceoa ne zatn a�ncE,sui�im pROJECT NO.:11062 � KIFNLAV�, WA 48033 4zs.a27.3aa3 orFic_ SHEET 2 OF 2 g�X1.5E2.1q02'OLL F�EE � 425_827.2423 FAx � wx�w.Cr;tro-�g.com i APPENDIX B. BASIN RECONNAISSANCE PROGRAM O 2011 D. R. STRONG Consulting Engineers Inc 27 Fieldbrook Commons Level One Downstream Analysis Renton,Washington � .,I�\�/'Y`2\��. ---��r'=;� j �-�`'; _�_ _ i'� ` - i r '� _ • �:� \,� c11_. ' I �. �:- + -,�u. - �I ' - . - BLACK RIVER t3ASIN �� "-=,:'-=r=°�� ' �, ' `. , , �� --" �� . � r�� ' ' ' I if� _ � � � Basin Boundary � ` \ � � • - � _- Subcatchment Boundary � �, , t -- 1 \i � `` - __ -- - 5 - � ; ..\ , i � � � O , _ .I � '. � Soleamion Point " , � ,� ; °o� ` ; ' , ; o,.' ' -, ...� � � _ � - ,� ',i � a� - �\ 000s Tributary Number =�� ' ` n � - , �-; ..'� � — , p �' i �0301 Proposed Project �� o ' � \ ' ` . 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" I _ �:�''--F.,;,--�.�r'•>' .i - :,' `�,:� � - _ �' - \ r ' I • ' - .- ` �J I a��o�a �+ ��'s� �'W� �\ _ ��D� . / �I, ' a , _ -p - ` _ •�•r}. $ � .�•i �/� � I� � 9 �'J ` ` � �� _ +I i. f,i"��1� � � 4-� 3�' � _ � � 1 - ��1 _ � -�. �� "�- - � °� :i O '�'rr'' I. , t..._ \ r `�rc� � � /� '; L,, __ � � �-�.., , � / l. r�i i , -�_ _ i,.. �,��: r . I �, �i 'I . - . --- F � • , �. . . . � ; �. _ + J�J \ � ~ - _.__ ------ --—.----, � - ti, _ ? / �-� ,. -.,.+- �:. . _._ i � ..� - - - - � - _ ' I , � . �, .- _._ .� , ; , .. , ,; ,-,, ;. _ , . � � _ _ . _ • i �� ,t_ ... � ' Trib. �C Collect. Cxisting Anticipated Item River Mile I'oint Catc�o�y Prop. Proi. Conditions and Problems Conditions and Problems ,Recommendations 25 0006C 5 I-IaUitat Rolling Hills Creek cxhib- Little chanoe due to riprap None. its oil sl�een on water in alona stream to protect upper portion of the creek. sewer line that parallels Little or no fish haUitat stream. (or potential) exists. 2G 0009 9 Geolo�y Bank and lowcr-slope erosion Flows in tributary will in- - R/D in upper basin. RM .00- in small tribut�ry channel, crease; e�osion will continue - Remove fill along stream. .15 especially Uehind consti�ua causing sedi�nentation down- tion equipment lot. stream and perhaps tltreaten stability of buildinb. 27 0009 9 IIabitat Lots of litter; strcam has Worseninb of water quality, - Rcduce the volume and ratc of water I2M .15-.20 e�:tcnsiye downcuttinb, Uank sedimentation, and erosion. to non-erosive Icvels by new R/D. erosion, and bedload - Consider restricting future develop- movement. ment (down-zone). - Community action projccts could remove litter. 28 0020 12 Habitat Sediment has destroyed fish Possible floodinb and sedi- Remove sedimentation source (see also RM .20 habitat. City of Kent mentation along S .192nd St. '1'rib. 0023, RM.95). removes sediment each year. 29 0020 21 Geolody Bank erosion,.landslidino Problems will continuc. - Control storm flows. Increasc R/D RM ..50- in canyon due to outfalls above RM .40 in 0021; reroute or .70 at enci of SE 196th St. and contro( flows from vicinity of SE from R/D on 200th plus 200th (tightline west on 200th). natural sensitivity - Provide energy dissipation at R/D (landslides). Hcaw damage outfall (RM .40). in Jan. 36 storm. Sedi- - Restrict development on north side mentation above old road, of 0021 (runoff to be tightlined or and in trout farm bclow routed around ravine). Talbot Rd., as we(I as ero- sion in che ravine. 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'E � AYE �? � � L , • • � �� SE 'a: i d f •' \ 1 C7 -. • �/ ' 8 Q I ��a s�o�Qj � �� y�� } �if, f�'4, � \��` �� .:.f/� •�E se :a sr � � ;� �_ � "�: °,_\ 1�:=�`Y .. �.. � '"....f.� i. ' ( cear,a�on � '�, ! �sej�y��f*�i• W� t'y +�.��L �r - �G� � roSats�; sE x�e sT[ � � � a > ,sr I �F_�� ___'_� 1 .. .' u ' .v� • 7'� �` <: � -i � -2�L�T� O V S,` _ _" �> ".'__ . > � Sc _I i<�� . ,: . � / _ � ..... _ � ,,: ;-: . • r �.�. . I i._� .. s� o� n.�..�!�„ ..';� !.; ` � � a -; y„ API'L'NUIX A L'S'I'IMl�'I'C:U COS'I'S: PIZOPOSL?U CAI'1'I'AI. IMI'ROVL'MLN'I' I'IZO.ILiC('S SOOS CRL'LK L3ASIN . ° Indica�es projecl was idenlified by Iho Surface Water Management Division prior lo reconnaissance. NOfE: All projecls are localed on map included in Ihis report. Prc>jccl Collccl. Lstimated Costs Numl,cr Poinl Projcct Dcscription Prohlcm A�dccsscd and Commcnts 5-101" 20 Conslruct low bcrm (approx. 2') an�i Milibalcs increasc�l upstream pcak $153,000 pro��orlion:il �iischargc-control wcir flows an�i runofl' volumcs. (likely to bc much at ouUcl to wctland. ('I'his projcct less duc to land is incicpcnJcntly juslifiablc.) WcUand acquisilion cost) ratin; is #2: [3iolo�ical a�.5cssmcnl is ncccic� lo �issurc lhis projccl docs not Jccrcasc h:ihital vulucs. S-IO2" 9 L?xcavalc an�l hcrm to construct ngional Mitigalcs incrcascd upstream pcak $194,000 facili�y at lowcr cnJ of wcUand. flows and runoff. 'I'his location scrvcs (dcpcndent on land 1'rc�vicic pro�or�ional wcir �ischarge. '1'rib. 0073 and 007C>. (Good location.) costs) WcUan�i r��tin� is #l. 13iolo6ical ass�ssmcnt is nccci��i to a�.surc this I�rojcct �iocs not �ccrcasc habital valucs. 5-IU3' ('oul� not Ic�calc or vcrify. A�c1rc�.5 in basin plan. (Climinate for now.) 5�IO-1`� 17 COIISIfuL'I a proporlional control wcir Mili�atcs incrcascd upstrcam pcak flows $250,000 Wcllan�ls �1-11(� ��t SLi 22a1h SL hri�l�;u. (Nro.jcct shoulci an� runoff. (I�icst sitc thal coulcl hc ju�tificci hy a fulurc basin aJJress flows soulh of I'clrovitsky.) rlan.) Wcllan�l ratin�; is #2. 13iolorical c�ss�ssn�cnt is ncccic� lo assurc Ihis ��rojcct �iocs not �lccrcasc hahitat valucs. I':5(:Ii.rU'�\ ,^-1 APPENDIX B CAPITAL IbiPROVEMENT PROJECT Rr��1KING SOOS CREEK BASIN Prior to the Soos Creek watershed field reconnaissance, 13 projects had been identified and rated using the CIP selection criteria developed by the Surface Water Niana�ement (SWM) Division and the Natural Resources and Parks Division. Following the reconnaissance, 20 projects remain proposed for this area. They include the 7 new, previously unidentified and unrated projects plus the initial 13 projects. The previous SWM capital improvements project list for the Soos Creek Basin had an estimated cost of 53,450,000, while the revised list decreases to an estimated cost of 52,62?,000. This ?��'o reduction in estimated capital costs is due mainly to downward revised cost fi�ures for acquirin� or securin, easements over wetlands. The followin� table summarizes the scores and costs for the CIPs proposed for the Hylebos Creek Basin. The projects were rated according to previously established SW1�1 Pro�ram Citizen Advisory Committee criteria. The projects ranked below are those for which the first ratin� question, ELEMENT 1: "GO/NO-GO," could be answered affirmatively. The projects can now be considered for mer�ing into the "live" CIP list. Any project scoring over 100 points should be considered for incorporation into the si�-year CIP plans. RANK PROJECT NO. SCORE COST � 1 5415 135 S 156,000 ' 2 5�17 127 2?i,000 3 5�07' 113 ?28.000 4 �41-� 105 169.000 5 5-�09* 100 2?1.000 6 �416 98 63.-100 7 �402�` 95 194.000 8 5�101" �9 1J3.000 9 5406` 33 17.800 TOTAL 51.�30.000 " Indicates project was identified by SWI�i prior to the reconnaisance. AI'PGNUIX C UL"1'�111.L:1� I�INUINGS t1NU KL;COMML;NUA'1'IONS SOOS CItI:L'K L3l�SIN � 1111 ilems hsled 17ere are located on linal display rnaps in the oflices of Surface Water Managemenl, buildinc� and Land Clevelopment, anA Dasin Planninc�. 'I'ril�. �t Cc�llccl. L'�:istin� Anlicipatc�i licm I:ivcr Milc 1'oint C�i�c�;ory Prop. Proj. Con�litions an�l I'rohlems ('onJitions ��nJ Prohlems Recommcndations I OU72 l Ily�rolo�ry Sce Ilcm �i. Main st�m will be strained to New dcvclopmcnls in upland area ItM ?.�a accommo�alc increascd volumc shoul�i investigatc infiltration of - of runoff from developing n�noff as much as possible. Uirect arcas upsU•c��m. 13ank erosion dischargc to strcam, af�er tighUining (c�usinb incrcased siltation down sensilive slopcs, is undesirable illlli �18�)Ilill (�CSII'lICl10(1� il(1(� ��ilS� C�]OICC° alternativc. slopc failures (Icading to proper�y clamagc) will result. 2 O(l72 1,3,10, I lahita� [Iahitat of upper strcam Morc filling of wctlands. I'rohibit filling within 100-yr. RM .GO 1�,17, boo�i from buffcr of cxtcn- Sc�iimcnt from adjaccnt dcvcl- floodplain or in wetlands. Work with IS,1'), sive wetlands and mainten- opment will fill portions of landowncrs to fenceg alongsiJe stream 2O ance by Counly P�irks Dept. wctlan�is an� stream channcl to kecp farm animals out. I'rohlcros on 562 acres qf due to low bra�iients. More wctlancls inclu�ic illc�*al debris, pollution, and flood- fillin�, livcslock-rclalc�i ing will result from additiona bank ccosion, cJcbris in �icvelopmcnt. slrcam. 'I'hcrc is a �rcatcr cJcbrcc of �cvclopmcnt a�ljaccn� to strc��m. Main stcm �rovi�cs imporlant rc��rinb hahilat for s.ilmoni�l spccics. I':�('13.i\PC C-I _ � 'I'rih. �� Cc�llcc:�. l�xistind nn�icip��c� licm Rivcr Milc I'c�in� Cutc�;ory Prop. Proj. Con�itions. an�i I'rc�hlcros (.on�itions and Prohlems Rccommcn�iations ?3 (1(l72 20 Ily�rolo�;Y 5401 1�actois cxplaining lack of Rcccn� installccl ��nitary Prolcct and cnhance wctland. A RM la.2S prohlcros in Ihis arca: scwcrs makc it likely that hi�;h-Jcnsity multi-family devc;lopmcnt l) this uppermosl subarca arca will approach its may be proposcd adjacent to wctlan�i has no othcr trihutary anlicip�itc� clensity soon. duc to incrcasing devclopment pres- arcas; 2) �Jcvelopmcnt is Wctlan�i will continuc to sures in arca. mocicratc ancl many homcs �irc provi�lc acicqualc buffcr for situatc�i on larbc scvcral- �iownstrcam syslcm, providcd acrc parcclti; 3) an cxtcn- it is not dcgr.tdc�1 by tllcgal sivc wcllan� (#5401) acts filling or cicaring. Channcl as cffcctivc n�itural R/D upstrcam of wctland is likcly silc, as cvi�iuncc� at to cxpericncc sbme capacity collcclion �oin�. problcros; thcse should bc aclJresscd by ncw dcvclopmcnts as thcy occur, possibly with County coordinating a coopera- tive funding of convcyancc impcovemenls. ?-I 0072�1 1 Ilabilat '1'here are scvcral scvere More devclopment at collec- - Repair erosion of R/D p�nd at RM 2AQ bank cuts, as weU as dcbris tion point 2 and at Grcen upper end of tributary. in slrcam. Ilabitat for River Community College will - Remove debris from stream. fish is poor. increase flows. Increase�l flows will result in more bank crosion, scdimcnt, and I<��.s of habilat. ?5 Ot172n 1 Gcolocy Urain pipc un�crcuts to IIIbI�IIbI�IS potcntial for L'valua�c sourcc an�J cslablish hM .?S form crosional chutc. continucd or increasc�l altcrnate mcans of convcyancc. Natural s�rings havc down- crosion in loosc colluvium cul �i" into soils I':SC'13.,�11'(' ('-7 APPENDIX C. WETLAND INVENTORY v 2011 D. R. STRONG Consulting Engineers Inc 28 Fieldbrook Commons I�� Level One DownStream Analysis Renton,Washington � � �� y,N.y � .:�. . �'� � .1.� � ^ t °3 � � Y 1 S : ". , . , I. r�\', � � � � �� , � ' . j _ .{ . 4 ;,�.-. � i�� . P:��y,r. � 1-r �'�''� 1 Y�; �. -' � �� - � � -� �. ..� �� ! # t. f �.�,.,�� ♦ t � y /.' ..� ;y. 3r�.��;t�' i yF "� � ' �•' � " � •- : ��" � �?�, '" � "`t�� y J!� +� g 4+�� a F 'F j � ,� , �S ��'Q�.�k �'�. �'$; � `A .'9' �'A��..a $� �� 1 f. f � �.�.� t. ��''��''� � ' ,¢�,�, .�`i,.�° �'�$ , � � ' '` � ��`i�! ,�� ` �.- . _ �.� .„_ �'�'° .t�,'�� `,"'� ,,,,�� . . �';� .;w �'`' ' �� '�` , � ,;i' ' r ��;�, + � t k .. ' . 1P � ,�� '�a ,~ : '\ � a�"`a. �� :�.;� Q! _ ��'- ��S��a, ;_� .#.:'�I �, �� °.-*1. �.,�-�'' :a .4 'p A . �� ,�� '. :,�* f'' Yn r.: .it €,.., _ v�, ;. "w { �L r a �'�� ~ ! „�`��V � _ 4 ��. ` i � . . . � �4 �(:.J - � { ♦ `�6,w ��' yl _��s��4 ��.�.- ?1/,il � � „ . i'.. , . . �aR�� ' � A ��. �*��.' � .� �,n�.�f�� ; 7 ' � '/, y��a. r., � �»�„��.y� � �A�y*`,*'� � � :� �� -� '..�#n . �^i._��`�. �."€ � .k7j~ r�.. ,�1�� +'i� �� ;�,a',�LL�$.} �f � i ;..RI�+ '•� �S ��.. � i_ :'`r i^ 1-`iS �� .ti`-+�- . �;-,k � F - �'�� _Ms .^�s�3 -J � � ��' � � ^s�.'�'1. �': � L a_.-� r.'S�-'l �"�'" �j r,,,� g`�'�`i:i � �� b :1 � ��_ ,Y.` .�'K, '+a? �"1. '��;y�''�. .�� .;,,. +k ��-q�,±'�'.y�ti�'ltatg.-r ;� y,y�� y.� ♦ il�' �� y n��` �� ` � �+ 4{%T��j��. ry� €'i'F" ' sf5 4 �. �� -,:.�� '4-'"a' _. y -� '�t, '. 'f�.� � 11 1 ��Q�' 'J' ��°� *. '�'� :!:� '� � � ' v. f�` � n�7„',��i S/" MY¢,(��., r, ,"71!'�..� ( � �..� �� W --E `�F4.i� � ��t� .� a :�.�1'.-d�'�7:'��jfi� :'�.R7`� y%�t 'a u U'� a �t � .,� + � ��,.,�jb,� ,1 �w t*.�! 4 V ,r".-a. a .- '{Y ,�.��' , : �-I�' �� ' � h f, •y �,_i � �.- �� . � �� , h.' y,f ,j�I/ }�,r `'� y ' t �"7t �'"; ��, �A � � . r.�� {i.Y• ''4f r � . ". 't �,'S.Y-4 �. ,-i� '`� R ,1�� r:yi� ..��a. ..#a�.�. w ..:Q� �� ' #' I /.a '� , i, _ � _ . � ) '. � . rfi , . � � �f-, �� 7 [ �El �'� � �� ' �T.. � "�4 �'� � . L� eNS � ,�`-�, ;ICis + :� ,r '\ �'h'' ( �..�j ,� ".i h. 1?5r'_�. :e • f �l ,�'..,� '�;(�� '►��. Si-�� ` y `�,; .,, •^ `'_`-�'jj �t ,.i., ° �� F� .� * � s ` �i � � y � :{k+ ��:; . �cd,� '.p.'� �� .. .+�, i( 1' ;' r - ' � a '�� ? � _ `r - � �" �� % �� i`� . �'-' . ':,�1 �f � s r_: , 3�' � y rt * � - `�! i�' � !.. �•'�'�. F#� � v t r'r.. ' �`h '� f ' ' ' �T} �'�'�`�"r�� W�. "'Y ;A , '+� 4� � .��j: � , :�a �' .eyr, �:=i' �': , : -' . .�...1 ' + ��; ,� � � ._ �� 4 � � I s . t z r `t�,�+y' ��, � � }� 3�' �e �, i r� '�� .} ' f c`"� - � � 7�-�:. �j, �( , '"K -�c,;. � �+ � y � 4 A S ..... . . SE � � �• �176 • St �� .'"l +a��+KF -.� . a�.ul.+ ".-a�- i� .. .. ,�it�'�' ,�_`�,, —� � " ---�� `r'4p ; : �� ;'.`��"� �+::..l� � �h�l ` �� .fi - � � r�� 1- Photo Date: OS/Ol/80 Inventory Date: 08/04/81 N.A Scale: 1"=500' WETLAND: Soos Creek 1 COMMUNITY PLAN AREA: Soos Creek LOCATION BASIN OR (5,T,R):NE-SE 29,23N,SE DRAINAGE: Green River SE-SE 29,23N, SE ACREAGE: 7.1 SEN5ITIVE AREA MAP#: 5 CLASSIFICATION: Fish &Wildlife Service Common Name PEMS Palustrine Emergent Narow- Shallow Marsh leaved Persistent (Cattail) NOTE: Wetland boundaries shown are appro�mate. Further field studies are necessary to confirm the actual delineation of the wetland according to the Federal Manual forldentifying and DelineatingJurisdictional Wetlands. Soos Creek 1 OBSERVED SPECIES (refer to Appendix 1): Trees: Shrubs: SX Herbs: SP TL Sedges/Grasses/Ferns: SE JE JX JT LMPA SV Birds: M�i RB MW Mammals: Fish: Other: HYDROLOGY: Inlet: Type: Condition: Outlet: Type: Open channel. � Condition: Partially blocked. Outflow enters: Stream. Water movement through wetland: No visible movement (but water moving from outlet). Observed water quality in wetland: - , SIG1vIFICANT HABITAT FEATIJRES: i � I GENERAL OBSERVATIONS: Fill has been pushed into wetland in NE corner. , WETLAND RATING (see Introduction for criteria): 2 . NOTE: Species listed are only those observed dwing field visits. Further field studies are necessary to obtain a complete list . including rare,threatened,and/or endangered species. - '3♦ , h`{. .�.y _Y .. . ` .. ry� . . . . . . � - � �4 �}, r r - '� y� 'tv+R.t; n , ., ��y -:d� � ' " F'S !S4"` �., � � -�� t,t`A '� � �,,�u� �� '� S� ¢ q,�� ,n e� . . rzr ��' i�:a _�,. + � E+� s�� .. r ,�g +]E#,�� .e t� s}. -... � �1�� 't��,"�j�, .�I''�!'7�Sr e �_ �!�"� . „ ��,�5.�� `iM}!' . 4� �L. . ,+ii S �. .� a.- ,i"�'R. i � �i. 4v� � F+- � '-- �� t� B d� � #J4 � ;F .� ` y_ �' + � , a ' °�: '� �`, � �. '.�s e � f �{ �' y -� .h rs�r .f .• _�;� �.�i*� -�` : f ��;. :� . � '� � � r� __r:. Y �. ,�. ,� q: t .M `a S�C.s.K' '� r �1 `y�� 4 .� .Y k ^ ?, .� �5� _�{• � �.,�-. . . h _{, . � � � -�..� � �t � L�" �£ _ � '�, �� ,f� . e �� .. � e�.�:.�t,,!Jyl.. 'w+ _'.�-:r A*�. S_y� �srt 1 .r. 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Y.. � .� 1 � . - 1.�:: ,� . r ; '1� r�? � {w ; ..<� fl�fiY ,�,� �t� 'e �:.�1�" � ` �' = 3.��:F� t^ ,� , � ; �.�"� � �� .'�l , .,l r '``? . , s�r=n .� `'� "``+ + -j�a .�h: '1 j` . i �e � l�it ` � ,l"� 1 ,,.x�� .;� 1`.i'� �'` 2�d � . �`� • ��J:.� '��r `']4:�� 1a'� a�.'i Y� � Y� . i `.-� _,.� ._ � Ti � �t . �� ua.. Y y ,..ti F" e 3�''� } , . � ^�r � H �..4` ��y �l ��- s }�^ '� �_ �r��«`Z*�sT.yt .y��`R- �� - �y�t�"� .�.;• - �� -�'' a` 'r'r�'�� F.;F. }"x �Y't�-�r r., - J f e r � � _ .,� ! ,�C` e:a �w .r. � � .�� r,� �� + �� _y y f, y .:. !.�. � , 'L�� - .� /f ;lr �t .a. .4� .F `> . a :�-� � .1 .r3 ;- � �,, ��," - ;,:.;�. J. �ti' ,i,�y �i ,..r r Y -s r"�i K , .r� y * '7ti.� ,� f ��` � '� r'�1'� �" ,Rt''-.: � . �7� }, �, i. y �, , :k. � �.� � w. ��' ,:�: , ; .� � � � „' �. ," �.�.,.: �'� '4-�� } " ��, �.•_. y.. 3-,�,: -• �,� � ., � �� _.,, . �`. �^"' :"7 �� t +� �� ,.� t' -..�.` . ��."d�s�4 �br.��'�. _ �. I f } ��,� �t T r�1:'� �� .�? 'r ��1' ➢ � � '•� . � f'". .�� 4.:1�h. �t_ ±7� y s�':.' . •� �:/+ �c?�� ..:L. y 'ri! `>_ ..�Y. S" .^. 1 `� �^ � � "Y � F � � � � �. (� I ' � _ �yAY' y� � . J.` . . _V J . _ .I �� • �> / y t �, s± y� ;�1� `l � �:-t:.' �, � ,� ',` .. � � � r� 'y'� �� .�'�' � h,. .,��` � . `� .,,, � _ ;� n . �� .t � 1 ;� . ;�,,� �' ��r . . . . � �� . 7'�', Photo Date: OS/Ol/80 Inventory Date: 08/(W/81 N' Scale: 1"=1000' WETLAND: Soos Creek 2 COMMLTNITY PLAN AREA: Soos Creek ' LOCATION BASIN OR (S,T,R): 33,23N, SE DRAINAGE: Green River SE 28, 23N, SE ACREAGE: 134.0 SENSITIVE AREA MAP#: S ' , CLA�SSIFICATION: Fish &Wildlife Service Common Name I PSS 1 Palustrine Scrub-Shrub Broad- Scrub-Shrub leaved Deciduous (Willow) PSS3 Palustrine Scrub-Shrub Broad- Bog leaved Evergreen (Labrador Tea) I PF04 Palustrine Forested Needle-leaved Forested Evergreen (Hemlock) PEMS Palustrine Emergent Narrow- Shallodv Marsh leaved Persistent (Cattail) POW �alustrine Open Water Open VVater NOTE: Wedand boundaries shown are approximate. Further 6eld studies are necessary to confum the actual delineation of the wetland according to the Federal Aianual for ldentifying and Delineating Jurisdictional Wetlands. Soos Creek 2 OBSERVED SPECIES (refer to Appendix 1): Trees: AR PT TS TP Shrubs: AC CS GS LL RP RS SX SD Herbs: LA MU OS PH RR SD TL Sedges/Grasses/Ferns: SE BXAXAF GX EX JE JX LMPA Birds: DF GB MA YS TS BS RB AR ST MW SS YT YW WW RS Mammals: Fish: Other: I�'DIZOLOGY: Inlet: 1�+pe: Conditie. Outlet: Type: P� Cond�r- Outflow enters: Strear Water movement thro� Observed water quality in wetla�� ^'T.�.'?�',�?i'l f"�,'1,F.:T"'i'1Jf,1'��^i''A..''�`?f,"L'A,riT��?--� ; ��t��a��T. ��iS��A3��5: �.itter from park on soutn �dgL; f�Yil pus��si i�to�ve�la��fro�n west e�i. gands artificial;bog area is drying u�; Ca�cade Sewer District issued special permit FS-123-83 for sewer hne crossing the neck of the w�t1�n�, 11/1/84: Field checked.11/27/85: Iliegal filling at 12627 Petrovit�<<-;� Road. 7/1/�6: Building Permit #86-1785. Wetland extends nort� across Petrovitsky Road - r�f�r to .lg'�0 ��r��i�i�� rRa_� I�o�� FoIi�� f�� , �pproximate delineation. 6�,'ETLAl�TD RATII�G(s�e Introd��tion for crit�ria): 1 (�) , NOTE: Species listed are only those observed during field visits. F�rth�r r��id s��'i��er�ssary�o �L�ai; 3 ce��let�tis� ' including rare,threatened,and/or endangered species. i I�I �.s ' .� � ' � �� =�a \i "� � �`�:� ��'� `z��^��'� a '� � I " � 1g_ � � � F{ � �£�, 4 ��.. �{�, I� . �=R 4 ' �� ' �y.i��` -� ��, p � � �.$� '+s �.� '$ . ., "l�'�, � ,R ' �'. .a. .. .. -� . '� � . �� ,.�� g ., �� .�a�� . � I� .� � i � � �. � �__ ��`''.,� ;� � � �� , �� ;.� _� . � x ��. s" I � ��` �� e. �� . .:a �.. � ,.Y � :,: � �� i. '��' � `� �Z � YI t�3`�x -E� � i '`�, �� i ,..� �� 'S♦` r `�' �`a-:.F�i t. �� "}��3 � ,I �, '��: - r- � r�,�. i'. ,:� �. :'�, � �_:: - t� .� .•_;� I �. s� �f � i ;' ��Y.._ _y ... ` ti'� y�_.:. � ��i � � � as r �� Y:SF:172nd Ct. E: �� , �� ;� '� I . . ,.,�?. , k ;� x��.:�� 'e. ��',i�,. 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'�.� .e �,�� a� �`Z� � ^..a:. f �� f� ' r.g': � .� . .� w`./� �:. 3 y s� � ; . _. � . ? � � .. �; 3i -�,,��'Fx'}•' I .... � � �.. � � � � : � � . �� 2 ...� ��°'; -i �_ osY '�A'�-�.. .� : ��• �� 4 '� , _ � `_ t�� '�� - }{ +:gl . . t •� �y �r �`i`a� . .. _ � r� "'°a - �i. _� ... � �� 5 �3 � � � �" - q.x-�" �� .� `y�... i ' . . �i �� :Ivan Pelrutittsky 1�ci. � �� rr� �;�� ,� _ - � ` � .�.�. �. ��.,�" ' �� ^ �.� > �� t, i � �, y� p�'� "c'�-" � : ��x� � I i �*� '�v �'� � L�. � � � �� „: � �� `'�, �. ��,�� Y� ��` t �� F �� 3 v�_` � .�' � �� '�,f��'�' -,�,,#'��` ., � � � ��.. i�, v :z �� , . ��-� � �j� � �.�� y ��3 � �� , �� r�t�s'�-��,. �`�� sk� �.a��,s ,� �.��ro�'� �,�'r, � :` ` , �� a _ ,�,�� -�� `. �-N -.x-- ::a "xi �.• $ � V -'u -'-,." 2 .,`i .'�a.�k � -. ��_ - ., �.s._...c�d.��.,��„�...�. �c.��:��...��3'a._ � , _...�..,.x:'�-<..��..��..n . . ' PhotoDate: 7/23/89 Invento,ryDate: 6/1�/90 � A Scale: 1"=500' � WETLAND: Soos Creek 104 COMMiTNIT'Y PLAN AREA: Tahoma/Raven Heights LOCATION BASIN OR {S,T,R):SW-SE 2�, 231�T, SE DRAI�TAGE: Ceda��iver ACREAGE: 4.2 SEIe15ITIVE AREA Id•i�P#: 5 CLASSIFICATI01�1: Fish &Wildlife Service Common Name PF06 Palustrine Forested Deciduous Forested (Alder) , NOTE: Wetland boundaries shown are appro�mate. Further field studies are necessary to confirm the act�lal delineation of the wetland according to the F'ederal Manual for ldentifysng and Delaneating Jurisdictlonal Wetlands. Soos Creek 104 OBSERVED SPECIES (refer to Appendix 1): Trees: �IM FL PT'TS AR TP Shrubs: RD SX SD Herbs: FR VA L�4 TL G1Z Sedges/Grasses/Ferns: VO JE PV PO Birds: RB YT BSAR GFBP Mammals: Fish: Other: HYDROLOGY: Inlet: Type: Stream. Condition: Outlet: 1�pe: Open channel. Condition: Outflow enters: Stream. Water movement through wetland: Channel flow with some movement -standing flow. Observed water quality in wetland: Water is brown and cloudy du� to algae and scum. � 5IGNIFICANr HA�ITAT�ATiJRES: Several snags less �han 18 inches in diaxne�er and 25 feet t�ll. '' � I GENERAL OBSERVATIOlV5: This farested vvetland is h�althy and relat�vely u��disturbed jinc� its i�itial log�ing- approxirn�ttely 40 years ago, There is some filling along � the vyestern ed�eo The site is part of a lon�north/south e�et corridor and is contibuous with Soos Creek 2. Ivan Petrav�ky 1��.d�ise�ts �h�se vvetlands; �hus, any hydr�logic c�r�-�ection is �ul�er�e�o WETLAND ItATING �s��, Ia�tr�d�ction for eriteria�e 2 NOTE: Species listed are only€hose��served during�aeld v3sits. l��rthPr fexd stuc�ies�e nec;.ssa�y�y to o��i�a co�zpl�te LsE incluaing rare,thaeatened, and/or endangered sgecies. - -^- - . . -- - �� .��. ��-�+ �� i i� :�� a ;.�� i � � �� 5 � ��'''_` ', J`9, i��r�l J' ,.�- . .� � ... ��'- ":! } J)'� � ' ' - - - _ i '<�. � �Y,a�}� � . �i � 81. �= J - _1 . - Lj�.i(, . , �. . - — . .;�. �.�3 �_��-� �v:', � '�: � . lY�� ». /�.�. ,��f �'�__ � � ',1T� �--/�1 �1� �,, ��1 ,�_ _. . - _- i-. . -� .J'1ti _— , _ _; �. � .. - --�--- ._ . � .. {.. . - .. . 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F 1 t \- ,t-. � f. ; , � ; , ] _ i . q: _ �• � �: � _I._ .;_•��, 'i�- i � � � �47E_` .�!.I jr'; �� --- I - -- . -- _ .. . . . . . _.. . . , .. - . - .. . - . . _-. � � - -- .- . � �`�� 1�� ,�,.) _I, , - _ _ �-ti��:�,4 `,I � - -, � r.,;. ✓,�.� _�j �. .i-�:,,j� � :`��, �->_z� ,�,. :� ��7: '� r�.:�; --- , '' �,`�, , �A.,� f � � f . (1.� �� i , � - .,.t� � , ��i�l I �:;._;�:� ;� i �� :; , The boundaries of tFe sensitive areas di;- ' I I'�_i �b� d 4 �i� . e-.� r ic . :i - � � � � � Played on these maps are approximate. o r,' J .� �,a i a�� irr o- ' i - - _ — _ _ _;_ i /aUditicnal sensitive a.re�s tnat have noc c�u,t t - _t. I:� . � W2UA�dS '"' ' oeen mhpP�d may e2 pre;eni on a dev.;l c �tic,n or � � a.�� r1 �5a - �� ;- � - r+:�,� opme�it proposal site. WL2re differences : i �e i � 7 tn s t a v: �i Open Water �a 7�13 � occu; be;wzen •sr�at �s illustrated on thes � i�2 t�/ ,I � �i _i� t �� h - Ri � �yI � map5 and the sita conditions,tire actua!pre >..� ir t�e U Fi h �1 ��I� �rf ( sence or ahsence on ,he siie of the sensitive - �7 r t 1� I� � b �L c: I,: - � Basin BoundariP.s ��I�g 14 � area - as clefined in ti�e S2nsitive .4rea - , ti. � ,� ,, IJ ;,.iin � �, /`r �I Grdinance-is the legal con tro{. � _ i� rn m-��,� �_;, , tt,� n� 5" -_ Sufrbasin Boundaries �, ; i_ _. �- . � . _�.:a' c. aii� __ , .. ,. �;�_. ,L �I I .. . -- - - - -- - � � . I APPENDIX D. DRAINAGE COMPLAINTS O 2011 D. R. STRONG Consulting Engineers Inc 29 Fieldbrook Commons Level One Downstream Analysis Renton,Washington K[NG COUNTY VVATER AND LANQ RESOURCES DMSION r � DRAINAGE YNVESTI�ATIUN REPORT fNVESTIGATION REQUEST Typ��_ PROBLEI�1: . RSCE[VED BY: �. Date: �� l'�'� 6� Q�'C��Y: FEL�No. 2�01 - (7 p� Received from: (Day) �� (Eve) { ) NA".V1E: �xoiv� �3S -�3a7 ADDRESS: `7 � '� � # �ity State Zip LOCA'fIOV aT'PROBI.EM, !F DIFFERENT: ' � ,4ccess Perrriissio,� Granred � Call First {�,Vould Like To Be Presen � � � rn !.� c�. ( ��''� � 5� �2�-- � Y�� .� q��g Plat nan�e: ��e �� Q �� Lot No: Block Na: Other agencies in�olved: No field investigation requireci � 4 ' ;�To ��c�� 'i��x�ca � L�i,1N',i'PR�?�GRAM�TAE��; :,: �,, �,: v.: d� .�, .,.. �.. �.:�:�'. �.'.� ..2�. �� ``' �/a S T R Parcel I�To.�� Kroll �d�Yi'`Th.Bros: Ner�� RDP _,�___ Basin�_ Council District�,._ Charge Na. RESPo�tisE: Citi�en notifted on `�DI by: ,��p one letter in pzrsan, � � �� - �. -� �-.�- - �,r ',--r - /f- g'-o f �+d��..t�e�1.�. DISPOSITION: Turned to on 1 ! by OR: further action r mm�ded be use: � Lead agency llas been notified: /T• Probletn ��as been corrected. No problem has been identified, Prior investigatian addresses problem� SEE FILE# Private prablem - NDAP�vill not cvnsider because: ��'ater originates onsite andlor on eighboring parcel. Other(Specify): DATE C:LUSEi): l��/ 1� f By: C'!,�'�l�J�f�'' COP+IPLAI:dT 01-0742 J'ED1NY C_ARTEP. �t CASCADE PARK COh`DOS D36368 ; 11802 SE PE^_'RO`3ITSKY R�AD T$ 6�6E7 �, Invest�gated bv ALAN M$Y�RS 17.-15-01 � I toured the site about 1 P:� the day after the heavy rains had ended. I The Soos Creek channel on the narth side of 118`h Ave SE bet�veer_ Jnits C and B on the attached s�te plan was fairly full with a xater level about 3-4 feet below the road level. The debris level along the edge of the channel showed that a water level had been about 1-1.5 foot higher than the existing level. Based on the sloa� rotation of the water surface at the south end of the channel, the channel was slowly draining south through the 2-24i�ch cul�erts urder 118t'' Ave SE_ The tennis co�arts on the south side of the road were wet and looked as � though several _'eet af water had been ponded there recently. ^he NW-SE channel located just south of the Recreati�n Building was vary full and ' appeared �o be draining SE at the outlet of the culverts under �18�'. I �.�ia pho�e, I talked to Carter an 11-20-�1. She said the channel north of 118tr' had flooded to within about one foot of the top of its banks and ahout 2 feet of tvater had panded in the tennis courts on the south side cf 118tr. After conferring in our office w�th Larry Gettle ar.d �Iike hlalrerich, I called Carter back on 11-28-01 and told her �ne flooding in the channel and tennis courts were normal far a heatiy 3 day rai�fall with partial plugging of one or more downstream culvert entrances . I thanked her for tier complain� and gave her our 2Go-296-1900 complaint nurtioer and the roads 24-hour compiaint number at 2D6-296-81G0 . The phe�os I ta�k at the s_te wer? nc� founc. `n :r.y di�i�al camera. - -� KIl�1G COUNTY WATER AND LAND RESOURCES DIVISION - s:. DRAINAGE INVESTIGATION REP4RT � , " � f, INVESTIGATION REQUEST T3rpe _� PROBLEM: Q/ ( � RECEIVED BY: -V � Darte: d K'd b : FILE NO. 2��2 - � Received from: , • (Day) �� (Eve) �_� NAMB:� � ,L� PHONE ��15�� ADDRESS: 1�a2�� x�" ,�,�,ls�d[�. IL�""��_.,_�ity State Zip O�� 3 GOCA"i'ION OF PROBLEM,IF DIFFERENT: '��n`� ' `�� `- t,�� l II Access Permission Granted ❑ Call Fi�st (Would Like To Be Present) ❑ . � L� C!`� + � � � � � a- 3(v �' �i��-�t- 11!o�"' j��;c� . �►�-� � F - Plat name: �9��j'" Lot No: Block No: ` Other encies involved: No field investi ation�re u.ired ;�•: _ _ ,, _ , � TO_BE,COMPLETED SY COMPLAIIVT P120GRA1VI STAEF ' �: -' � s�..� a� 1/a S T R Parcel No. ��O Kroll ' Th.Bros: New �" RDP Basin .�� Council District;,,�_ City Chazge No. : RESPONSE: Citizen notified on � ^Z4'�3 by: phone �,letter in person � �j .� �?��t�� r� �: � DISPOSITION: Turned to on / / by OR: No further action recommended because: � -`'.-� Lead agency has been notified: �`' Problem has been corrected. No problem has been identified. Prior investigation addresses problem: '- SEE FILE# I �' Private probiem-NDAP will not consider because: - Water originates onsite and/or on ighboring parcel. ' Other(Specify}: :, DATE CLOSED: � /Z /��By: � � ��/�i ��•eo-v�2� _ • CDC Management Services, Inc. , www.cdcmanagement.com ' December 2, 2002 Larry Gettle, Supervising Engineer Stormwater Services Section King County Water and Land Resources Division Department of Natural Resources and Parks 201 South Jackson Street,Suite 600 Seattle, WA 98104-3855 RE: � Your Letter to Roger Stephens Dated Navemher 22,2002 D96365 Gainsborough Commons Condas, 17405 116`�' Ave SE Dear Larry: lrour Ietter was directed to me as Roger Stephens no longer works for CDC Management and i manage the property. In response to the above referen�ed letter items needing maintenance, those items will be corrected by Gainsborough Commons by January 6, 2003. However, I have a question that requires an answer. In your letter, you state as follows: "...problems which, if left alone,cauld cause flooding,water quality, and potential liability problems. Property owners are responsible for completing repairs and maintaining their systems according to King County Standards." Now, my question to you is who is responsible for maintenance of the 3b'*drainpipe under 116th Street that continues to be blocked so the water in the pond for which Gainsborough Commons is responsible will flow as it was designed to flow and if the drainpipe is nat cleaned soon wil!cause flooding. Who monitors and inspects this drainpipe? Soos Creek nor King County acknowledge nor accept accountability much less direct me to someone that could provide a resoiution to this serious drainage blackage at the 116'h Street 3d"drainpipe. Resp 1 , 1 � �/�.�i � o e u�e�u , A-��/ Community ssocia on Manager ( , Cc: Michael A. Malnerich ' Gainsborough Commons Board of Directors 11211 SLATER AV�.N.E. SUITE 200 KIRKEANd,WA$8033 (425)897-3400 SEATTLE(206j 622-8182 FAX(42�}897-3401 II January 20,2043 � Bonnie Jean Klubberud,CMCA Community Associatian Ma�iager CDC Management Services,Inc. 1 i211 Slater Avenue NE Suite 240 Kirkland,WA 98033 RE:D963d5 Gainsbo�rough Commans Condas, 17404 116`h Ave SE I}ear Bonnie; � � Pleas�e�cuse my delay in responding to yaur December 2,�002 letter identifying yourself as the contact person f�r this property, indicating maintenance items �vill be corrected, and requesting a determinati�n of respansibilily for the inaintenance of the culvert under 1 i6�'Avenue SE. I ha��reviewed our response activities concerning the drainage system from the condos to the east, prior correspondence to the condo management company and King County Roads Maintenance response to the situation. From these revietiv� i can gravide yau the following infarmation Yau are correct in identifying that flooding will affec#the Condo property as a result of the dawmstream drainage system. The floading problem would not be created by the maintenance or lack c�f maintenance af the culvert under 116`h Ave Southeast. Nowever this culvert is part of a l�ery flat and easily obstructed conveyance system. 1�ti'hen the condos a•ere constructed the flaw controt pond was actually constructed within the exis�ing natural drainage channel that traversed the property, Th�se types of installations arz no Ionger allowed in the drai.nage standards. In stream systems ha��e proven to be difficuIt ta operate, suseptable to periodic Elooding, and resrricted maintenance activities da to sensitive area.regulations. The County did respond to flooding problems associated with the dr�inage in 1997. An assessment of the flooding probiems at that time determined that sediment build-up in the cross culvert under l lfi�h Ave SE and downstream channel were contributing factors to the flooding. The sediment deposition appeared to be the result of migraiion of sediment frorn the Gainsborougli Con�mons flow control pdnd. �'�'e did contact Gary Vilsen of Vangard Management at the time. ln our cornmunications we agreed to do a "one time" channel cleaning. King County has no easements or maintenance responsibility for the � drainage system dawnstream of 11G`h SE. The `one time"cleaning was dependent upon �� the condos removin�the sediment from their pond and keep the pond clean. . �� ; _ ,� ,� �� 116'b Avenue Southeast is a County maintained roadway. 1'he right-of way widt s..XcX �� I feet. The culvert within the road right-of-way would be King County's responsi ' �J � . maintain. I did ask Roads 1��[aintenazice staff to review the culvert crossing a.nd determine I / a respanse. Their onsite evaluatioa does coni�T-m again sediment impacts to the culvert. This sediment would only be contributed from properkies west af the�crossing. Roads staffdid go on to indicate that because of the age of the pipe,apparent pipe deteriararion, comglaints of private property damage, and the amount af water the culvert is conveyinb '- that a review for replacement should be canducted. ' Even if the pipe under 116'h is cleaned or replaced it would not be a solution to the _ potential flooding problenzs at the cando. As stated above dotivnstream blackages and continued sediment deposits will continue to restrict fiows in the channel. Continued , scheduled maintenance activities at the candos will help the flaw condi#ian. This channel _ has been determin�d to be an"unclassified"streaFn. As a result any maintenance activities will require�nd pertnit appraval from Wa�shington State Department of�lildlife and alsa Site Develapment Services,King County Department af Developrnent and Environmental Services. � Hopefully this letter responds to the question you raised in your December 2"d letter. T w7111eE yau knaw if I hear of any proposed project at the culvert crossing under l 1 btt'Ave SE, If you have any additional questians or I can pravide further information please feel free to contact me at(206)296-5326. Sincerely, Larry Gettle,Supervising Engineer Storrnwater Services Section Gettle, Larry �....._....��, To: Cronin, Lflri Subject: RE; Thanks for checking the pipe Lorf. Are you forwarding to Jake or RI�1DU fer their revie��v ar,d consideration? In my respanse letter to Gainsborough C�mmqns Management Company I wlll indicate DOT is evaluating exlsiing conditidn to defermine appropriate action, +f any. Thanks again. -----Original Message_____ ' from: Gronin,lori ' Sent: Tuesday,]anuory 14,2003 7;57 AM 70: Gettfe, Larry;Packard,Ada SubJect: Larry, The pipe under 196 SE just north of Petravitsky is an old galvanized pipe that we have had several complaints on. . On the west end of the pipe in lhe Gainsborough Commons is a concrete wall(baifle)that I believe was inslalled to stop sediment from gettEng inta the pipe. Upon looking in the easi end of the pipe it appeared to be flow�ng at full eapacity however t thought I saw a build up of sediment that got higher the farther west I IoQked. E gat�n HPA to vaetor ouf the pipe. Because of the diameter there is naf a flushing nazzle designed lhat will actually clean it all out. I climbed over the fence and looked into the rvest end of the pipe.There appears to be something perhaps hanging down about twenty feet in(around the curb area). I thought it may have been a CiB that was paved aver so 1 brought ouf a metal detectot and of course all I kept picking up was the pipe. I was led to this conclusion also because the C/B to the noRtt has a pipe in if that runs south and i faund no C/B that it connects into. Perhaps the pipe coming from the nor�h just T's lnto the 36"pi{�e and that is what I'rrz seeing. t must add that the west end of said pipe is perched. Between the glare of the water and the pipe being perched,even with a good spotlight, I could not decipher whal is ir th�pipe. It�s my conclusion that due ta the age of the pipe,the apparent deterioration, the complaints af private properly damage and the amount of water the area gets we shoufd seriously look into pe�rnanently fixing the problem by replacing it with an adequa'e box culvert or pipe thaf r-zn be cleaned in the iuture. Hape this informatian is helpful. Lori 1 FILE r�o. 03-0030 FCC � KI N G C O U N TY NAME Jason Schout Department of Natural Resources ADDRESS 17425119"'LN SE Water and Land Resource Division PHONE (4251221-2427 TB PAGE 656-E7 KROLL PAGE 602�'4' DATE 1-16-03 DRAINAGE INVESTIGATION REPORT FIELD INVESTIGATION nZAINT.DNISION 4 INITIALS-D•IAM DETAILS OF INVESTIGATION: Complaint states- Soos Creek drainage through Madison Apartments not maintained causes drainage to backup and impact their drainage. Site visit on 1-16-03. Site visit found Soos Creek flows through Cascade Park Condos as an NTs open channel. It then enters a 24" concrete pipe with a trash rack on the southwest corner of the Madison apartments and is conveyed along the south side of the apartment complex. During inspection found the trash rack blocked with leaves and other debris causing channel to backup. I cleared the trash rack and then talked to the manager at the Madison apartments to keep trash rack clear of debris because it causes problems upstream. They agreed to keep clear and monitor on a regular basis. This item was also mentioned on the MCL for 2002 that was sent to the Madison Apartments. Called citizen and said manager had agreed to maintain trash rack and closed complaint with information provided. Photos taken # 1 showing trash rack before cleared. #2 showing trash rack after debris removed. SKETCH: Cascade Park Condos , i � � � �� , I� � c, Madison y i�' > i o � Apartments :� � '� Soos Creek I 1 2 '-' � : � � i i Trash Rack j SE Petrovitsky Road � FILE ti0. 03-�824 KING COUNTY NA37E CHRISTOPHERWONG Department of Natura(Resources ADDRESS 17311 -117T"AVE SE Water and Land Resource Division pHONE 425-271-0829 TB PAGE 656-E7 DRAINAGE INVESTIGATION REPORT �OLLPAGE 602 DATE 12-09-03 FIELD INVESTIGATION �tAINT.DIVISION 4 �n�r[.�Ls-nsa�i DETAILS OF INVESTIGATION: COMPLAINT STATES: CREEK IS FLOODING YARD. N SITE VISIT ON 11-20-03: INVESTIGATION FOUND A PIPE OUTLET AT THE MADISION APARTMENTS WAS BLOCKED WITH LEAVES AND DEBRIS.THIS PIPE CONVEYS FLOWS FORM SOOS CREEK NORTH SIDE OF NTS PETROVITSKY TO THE SOUTH SIDE OF PETROVITSKY.THE PIPE IS A 24"CONCRETE PIPE WITH A TRASH RACK. SPENT TWO DAYS OFF AND ON GETTING THE TRASH RACK CLEARED OF DEBRIS. ONCE PIPE WAS CLEAR OF DEBRIS LEVEL OF WATER DROPPED AND CHANNEL FLOWS RETURNED TO NORMAL. NO PHOTOS TAKEN. SKETCH: � HOUSE 17311 - � - � SOOS CREEK � DRAINAGE CHANNEL � SOOS CREEK `DRAINAGE CHANNEL � - - � � W N � W � Q CASCADE PARK I MADISION x APARTMENTS I APARTMENTS ~ I ti � I T \ - � � � � � -' -I�TRASH RACK I I SE 176T" ST (PETROVITSKY ROAD) � FILE NO. 04-0579 FCC K I N G C O U N TY NAA�IE PATRICK ROONEY Department of Natural Resources ADDRESS 17405-116T"AVE SE Water and Land Resource Division pHONE 425-897-3400 TB PAGE 656-E2 KROLL PAGE 601 DATE $-09-04 DRAINAGE INVESTIGATION REPORT �.�INT.DIVISION 3 INITIALS-N1AM FIELD INVESTIGATION DETAILS OF INVESTIGATION: COMPLAINT STATES:WATER LEVEL IN POND RISEN PAST FEW YEARS. CONCERNED THERE MAY BE N BLOCKAGE/RESTRICTION DOWNSTREAM OF POND WHICH IS CULVERT UNDER 116T"AVE SE. NTS SITE VISIT ON 7-09-04. INVESTIGATION FOUND THE OUTLET PIPE FROM GAINS BOROUGH COMMONS TO BE JUST ABOVE WATER LEVEL.THE DOWNSTREAM OF THE CULVERT WHICH IS ON 116T"AVE SE WAS HALF FULL OF WATER.THE DOWNSTREAM CHANNEL IS HEAVELY VEGETATED.THE OUTLET FOR THE DOWNSTREAM CHANNEL LOCATED AT 117T"AVE SE WAS EXPOSED AND WATER LEVEL WAS AT THE BASE OF THE PIPE. IT APPEARS THE CULVERT UNDER 116T"AVE SE MAY HAVE SEDIMENT BUILT UP IN THE PIPE. DID NOT FIND ANY SEDIMENT BUILD UP AT PIPE OUTLET.VEGETATION IN THE CHANNEL MAY ALSO CONTRIBUTE IN RESTRICTING FLOWS.PROPERTY MANAGER IS CONCERNED THIS MAY CAUSE FUTURE PROBLEMS BECAUSE BUILDINGS WERE FLOODED IN THE PAST. PHOTO TAKEN#1 SHOWING THE OUTLET PIPE FROM GAINS BOROUGH COMMONS. #2 SHOWING OUTLET END OF PIPE ON 116T"AVE SE. #3 LOOKING EAST AT THE DOWNSTREAM CHANNEL FROM CULVERT OUTLET. #4 LOOKING WEST AT THE DOWNSTREAM CHANNEL FROM CULVERT ON 117T"AVE SE. #5 SHOWING CULVERT ON 117T"AVE SE. CASCADE PARK GAINSBOROUGH APTS COMMONS 3 � � 4 R/D POND DRAINAGE CHANNEI � 36"CMP W �o N N o W W � Q � Q U � = LL � � O r � a �- � � � K I N G C O U N TY FILE NO. ZOO4-O9O$ Department of Natural Resources NA141E Ga lene Robmso '' � Water and Land Resource ADDRESS 7425 119th LN SE #D40 Division PHONE 425-271-8060 TBPAGE 656E7 ' DRAINAGE INVESTIGATION REPORT ��1AINT.E 602 DATE - - 4 i FIELD INVESTIGATION DIVISION � INITIALS• SAB � � DETAILS OF INVESTIGATION: i � N NTs ! 12-15-04 met onsite with Gaylene to investigate her report of Soos Creek not flowing properly i� and backing up into the apartment property she manages. Investigation revealed that Soos Creek flows Southeast through the property and was backing up into her property. A cursory look at the downstream portion of the creek showed no blockage or back up. A blockage was found on the property immediately to the East where the creek flows into a 24" Concrete pipe and is then piped across Petrovisky Rd. After unplugging the trash rack the ponding subsided and the creek was flowing freely. I spoke with Gaylene and Steve (the groundskeeper for the property to the East) indicating that this issue is easily remedied by periodic maintenance to the trash rack and that it would be beneficial for them to work together on this problem. SKETCH: � _ � �� ,` __ _ i _ � � � � � � : � � � � � � � � � �So �G_- --f------------ � �\�'reek �� / � I � ,� t�, I i \ �. � J �-1------------- � �"� �� r Q',�� I �b, � 17425 /j�� / � Cascade % �g'�� ' ,� I(3� i Park � , � �� I Condos. � � I � Za��cP i � �� Pondi g I �► � , i Area � • ------------------� �--------- ----------- SE Pertovitsky RD FILE NO. 2�05-�032 � KING COUNTY �A��E — Cecil Won Deputment of Natural Resources ADDRESS 17311 117�'Ave SE Water and Land Resource Division pHONE 425-271-0829 TBPAGE 656 E7 KROLLPAGE 602 DATE 1-20-05 DRAINAGE INVESTIGATION REPORT h1AlYT.DIVISION 4 [n7TIALS-JRS FIELD INVESTIGATION I spoke with the complaint on 1-19-05 by phone. Mrs.Wong just wanted someone to look at Soos creek and make sure there where no problems downstream.There has been a history in the past of problems downstream causing water to back up and flood their yard. 1 checked the system downstream and at the complainanYs address and found little to no debris causing a problem. i � V � < fD � m 17317 � Soos Creek 2005-0195 OFILE NO. KING COUNTY nANIE Ruth La Department ofNatural Resources .anpxEss 17645 122 PL SE ; Water and Land Resource Division 425-235-1989 Ts PACE 656 F7 �� rxovE HItOLL P:1GE 605 DATE 4-22-05 i DRAINAGE INVESTIGATION REPORT niAINT.DIVISIOY 4 IATI"IIALS-JRS �I FIELD INVESTIGATION i DETAILS OF IWESTIGATIOV: II N I I visited the site on 4-22-05.At the time of my visit I meet with the complaint Ruth Lapp.Mrs.Lapp is nTg I concerened�aith water coming over their private road.At the time of my visit the water was not over topping the road but it appeared that it had recently.This roadway is adjacent to a wetland the Big Soos creek crosses under the road near the southern end of the roadway.Mrs.Lapp is wncemed that the water over the road will damage the road and wanted to know if there was a King County facility near by no functioning properly and releasing to much water to quickly and causing this problem. When I looked at the inlet end of the 36 inch tile going under the road for the Big Soos creek I noted that there was debris partly blocking the end of the tile.Including a partial sheet of plywood which is it tumed right��ould completely block the inlet.I belie��e this is what was causing the water to top over the road.I cleared the debris from the tile end.The Big Soos creek flows next to the wetland and appears to be partly fzd by it so if the creek backs up it causes the water to rise in the wetland SKETCA: SE Petrovitsky Road 0 0 ° � Q 0 � N � a a � � o m , 3 � SECTION IV FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN The continuous simulation model, the King County Runoff Time Series, KCRTS, was used to analyze the pre and post developed runoff rates. 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. Results of the KCRTS analysis are included in this section. EXISTING SITE HYDROLOGY I' Modeling input — TDA 1 �tand Use Summary ��'I'-'� -drea- � � Till Forest; 3.85 acres � Till Pasture 0.00 aaes I Titl Grass D.00 acresi Ouhvash Forest 0.00 acres � Outwash Pasture 0.00 acres� Outwash Grass: 0.00 acres i Wetland 0.00 acres Imperviousl 0.00 acros �--------- ; Total---— ; 3.85 acres i - � Scale Faclor: 1.D0 Hourly Reduced Time Series: predev » Compute Time Series I ! Modify User Input I ' --------------—----------- File ior computed Time Se�ies[.TSF] Modeling results —TDA 1 Flow Frequency Analysis Time Series File:predev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flo�•� Frequency Analysis------- Flot•r Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.243 2 2/09/Ol 18:00 0.311 1 100.00 0. 990 0.066 7 1/06/02 3:00 0.243 2 25.00 0.960 0. 180 4 2/28/03 3:00 0. 187 3 10. 00 0. 900 0.006 8 3/24/04 20:00 0.180 4 5.00 0.800 0. 107 6 1/05/05 8:00 0.157 5 3.00 0. 667 0 . 187 3 1/18/06 21:00 0.107 6 2.00 0.500 0 . 157 5 11/24/06 4:00 0.066 7 1.30 0.231 0 .311 1 1/09/08 9: 00 0.006 8 1. 10 0.091 Ccr.zputed Peaks 0.288 50. 00 0. 9�0 �;2013 D. R. STRONG Consu'ting Engireers Inc Fieldbrook Commons Page 14 of 66 Technical Information RepoR City of Renton Modeling input —TDA 2 �Land Use Summary ��'" �� _ Area ? Till Forest 3.58 acres Ti�l PasWtel 0.00 acros Till Grass 0.00 acres Outwash Forestl 0.00 acres � 6 k Outwash Pasture 0.00 acres� � � i Outwash Grass 0.00 acres Wetiand� 0.00 acresi Impervious 0.00 acres; _ - - —' -Total - , 3.58 acrosl 1 Scale Factor: 1.OD Hourly Reduced Time Series: predev » Compute Time Series I Modily User Input � �— File tor computed Time Series(.TSF] , Modeling results —TDA 2 Flow Frequency Anal_ysis Time Series File:predev.tsf '� Project Location:S�a-Tac ---Annual Peak Flcw Rates--- Flos�r Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.226 2 2/09/O1 18:00 0.289 1 100.00 0. 990 0.061 7 1/06/02 3:00 0.226 2 25.00 0. 960 0.167 4 2/28/03 3: 00 0. 173 3 10.00 0. 900 0.006 8 3/24/04 20: 00 0. 167 4 5.00 0.800 0.100 6 1/05/05 8: 00 0. 146 5 3.00 0. 667 II' 0. 173 3 1/18/06 21:00 0. 100 6 2.00 0.500 0. 146 5 11/24/06 4:00 0.061 7 1.30 0.231 0.289 1 1/09/08 9:00 0.006 8 1. 10 0.091 ' Computed Peaks 0.268 50. 00 0. 980 �2013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 15 of 66 Technical Information Report City of Renton DEVELOPED 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. The Project proposes to utilize basic dispersion for Buildings H, K and L (16,585 s.f.) as depicted on the storm drainage plans. The project will utilize limited infiltration, by drywells, for buildings C, D, E, G, J, M, N and the Recreation Building (44,080 s.f.) and pervious concrete in a portion of the walkways (4,705 s.f.). These areas will be modeled as 50% grass, 50% impervious. The following chart shows the actual surFace areas (pervious and impervious) proposed, as well as, the inputted areas for facility sizing due to the BMP reduction. Area Breakdown TDA 1 Predev Forest 167866 3.854 RD In Impervious(Actual) 97533 2.239 Impervious(Input) 82142.5 1.886 Flow Control BMP Reduction Till Grass(Actual) 54603 1.254 Till Grass(Input) 69993.5 1.607 Flow Control BMP Increase Bypass Impervious 5052 0.116 Till Grass 10678 0.245 TDA 2 Predev Forest 155853 3.578 RD In Impervious(Actual) 100425 2.305 Impervious(Input) 83407.5 1.915 Flow Control BMP Reduction i Till Grass(Actual) 51240 1.176 ; Till Grass(Input) 68257.5 1.567 Flow Control BMP Increase Bypass Impervious 0 0.000 Till Grass 4188 0.096 02013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 16 of 66 Technical Information Report City of Renton I Modeling input— TDA 1 �Land Use Summary `�""= Area-- — ? ; Till Forest' 0.00 acres Till Pasture� 0.00 acres Till Grass 1.61 acres � Outwash Foresti 0.00 acres Oulwash Pasture; 0.00 acres � Outwash Grass 0.00 acres Wetland 0.00 acres� Imperviousl 1.89 acres �- ---- _ J rotal — ; i _3.d9 acres; Scale Factor: 1.00 Hourly Reduced Time Series: rdin » Compute Time Series I � Modify User Input I I -- _ .. ---------- — File fo�computed Time 5eries[.TSF� Modeling results —TDA 1 ' Flow Frequency Analysis Time Series File:rdin.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- II Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period ; 0. 601 6 2/09/01 2:00 1.23 1 100. 00 0. 990 0.476 8 1/05/02 16:00 0.726 2 25 . 00 0. 960 0.725 3 2/27/03 7:00 0.725 3 10.00 0. 900 0.500 7 8/26/04 2:00 0. 636 4 5.00 0.800 0. 605 5 10/28/04 16:00 0.605 5 3.00 0. 667 0.636 4 1/18/06 16:00 0. 601 6 2.00 0.500 0.726 2 10/26/06 0:00 0.500 7 1.30 0.231 � 1.23 1 1/09/08 6:00 0. 476 8 1. 10 0.091 � Computed Peaks 1.06 50.00 0. 980 02013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 17 of 66 Technical Information Report City of Renton Modeling input—TDA 2 I' -;� � - �LandUseSummary �� '� `` ' Are a----� ? i Till Forest 3.58 acresi Till Pasture 0.00 acres Till Grass 0.00 acres Ouhvash Forest 0.00 acres� � Ouhvash Pasiure 0.00 acresi Ouhvash Grass 0.00 acres•. e i Wetland 0.00 acros Impervious _�_00 acres� Total , i =: 3.58 acres� = $ Scale Factor: 7.00 Hourly Reduced Time Series: predev » Compute Time Series I � Modi(y User Input I � 3 File for computed Time Series[.TSF] � Modeling results —TDA 2 Flow Frequency Analysis Time Series File:rdin.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 . 604 6 2/09/01 2 :00 1.24 1 100.00 0.990 0 . 481 8 1/05/02 16:00 0. 736 2 25.00 0. 960 0 .729 3 2/27/03 7:00 0.729 3 10.00 0. 900 0 . 506 7 8/26/04 2:00 0. 640 4 5.00 0.800 0 . 613 5 10/28/04 16:00 0. 613 5 3. 00 0. 667 0 . 640 4 1/18/06 16:00 0. 604 6 2 . 00 0.500 0.736 2 10/26/06 0:00 0.506 7 1. 30 0.231 1.24 1 1/09/08 6:00 0. 481 8 1. 10 0.091 Computed Peaks 1.07 50. 00 0. 980 G2013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 18 of 66 Technical Information Report City of Renton BYPASS AREA HYDROLOGY Modeling input — TDA 1 �Land Use Summary . � � ��I �""�� A.rea ?J Till Forest 0.00 acres Tili Pasture� O.DD acres Till Grossl! 0.25 acres � Outwash Forest 0.00 acres Outvrash Pasturei O.DO acres Oulwash Grass 0.00 acres� Wetlandl 0.00 acresl Impervious� 0.12 acres� r Tolal- — I I 0.37 aaes� Scale Factor: 1.00 Hourly Reduced Time Series: bypass » Compute Time Series ( Modi(y User Input I File for computed Time Series[.TSF] � ' �------------------- �z -- -- Modeling results —TDA 1 Flow Frequency Analysis Time 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. 050 4 2/09/O1 2:00 0. 107 1 100.00 0.990 0.036 7 1/05/02 16:00 0. 061 2 25.00 0. 960 0.061 2 2/27/03 7:00 0.052 3 10.00 0. 900 0.034 8 8/26/04 2:00 0.050 4 5.00 0.800 0.042 6 10/28/04 16:00 0.049 5 3. 00 0. 667 0.052 3 1/18/06 16:00 0.042 6 2 . 00 0.500 0.049 5 11/24/06 3:00 0.036 7 1. 30 0.231 0. 107 1 1/09/OS 6:00 0.034 8 1. 10 0.091 Computed Peaks 0.092 50. 00 0. 980 � The flow control facility is designed to compensate for uncontrolled bypass. The 100- I year discharge from the bypass areas is 0.107 cfs, which is less than the 0.4 cfs '� threshold. 10,678 s.f. of pollution generating pervious surfaces will bypass the water I quality treatment facility. There should be no adverse downstream impacts to the downstream drainage system created by the runoff from the bypass. 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 '�, I� of the facility within a quarter mile. This is further detailed in the following section. ��2013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 19 of 66 Technical Information Report City of Renton Modeling input— TDA 2 $Land Use Summary ',� � � r Area' ? Till Forestl 0.00 acres Till Pasiure 0.00 acres ' Till Grass 0.10 acres � Outwash ForesY 0.00 acres i Ouiwash Pasture' O.DO acres , Outwash Grass'�; 0.00 acros Wetland� 0.00 acresi Imperviausl 0.00 acres� Total 0.10 acres Sca�e Factor: 1.00 Hourly Reduced iTime Series: bypass » � Compute Time Series I Modify User Input I � File for computed Time Series(.TSF] � ' Modeling results —TDA 2 Flow Frequency Analysis Time Series File:bypass.tsf Pr.oject Location:Sea-Tac � ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- I Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0. 009 3 2/09/O1 2:00 0.020 1 100. 00 0. 990 0. 004 7 1/05/02 16:00 0. 011 2 25. 00 0. 960 0. 011 2 2/27/03 7:00 0. 009 3 10. 00 0. 900 0.002 8 3/24/09 19:00 0. 009 4 5. 00 0.800 0.004 6 1/05/05 8:00 0. 008 5 3.00 0. 667 0.009 4 1/18/06 16:00 0.004 6 2.00 0.500 0.008 5 11/24/06 3:00 0. 004 7 1.30 0.231 0.020 1 1/09/08 6: 00 0.002 8 1. 10 0.091 , Computed Peaks 0.017 50.00 0. 980 The flow control facility is designed to compensate for uncontrolled bypass. The 100- year discharge from the bypass areas is 0.02 cfs, which is less than the 0.4 cfs threshold. 4,188 s.f. of pollution generating pervious surfaces will bypass the water quality treatment facility. There should be no adverse downstream impacts to the downstream drainage system created by the runoff from the bypass. 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. rJ2013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 20 of 66 Technical Information Report City of Renton FIGURE 5 I PREDEVELOPMENT AREA MAP �' �2013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 21 of 66 Technical Information Report City of Renton � III ! I I I i i \ / � I . W II - � : ' �, � � --: -- � � / _ � m � . . - �. , - -� . , � � � I_' I . _. 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TfLL FOREST �� BASlN BOUNDARY LINE TDA 2 NORTH IMPER�IOUS o S.F. GRAPHIC SCALE ORAFTED BY.' �I FORESTED 155,853 S.F. (3.578 AC.) WETLAND � � � � PROJECT BOUNDARY `� �� ppp„�CT EIJCINEER YAJ TOTAL PROJECT AREA 323,7J9 S.F. (7.432 AC.) .`. OA7F.• QS?�13 1 INCH = 100 FT. PRo,.�cr No.: troes TOTAL EXISTING SITE AREA: 470,481 S.F. (10.80 AC.) R:\20�1\0\11062\3\Drawings\Plots\FIG\PREDEV71062.dwg 12/2/2013 10:47:18 A�A PST DRaw1NG: 1 . _ . _ . , . _ . . . CO?Y31GHT OO 2013, D.R. STRONG CONSULTI�G EKGiNEERS WC. SHEE7.� � . FIGURE 6 POST DEVELOPMENT AREA MAP � ,; ,; _ _ - i , � � �r�� , i� �� r�,��,��,, r�.�� .=f;:,:�� 133NS �JNI Si133NI�N3 `JNI1lfSNOJ �N0211.5 '2i'0 '£tOZ QQ 1H�RIAdOJ � ��Nrmvao lsd wv s� �s o� ��oz/z/a� EMP'Z90L1A34��i�\S:�id\S6�!Mo�o\F\zso<<\o\��9z\�a ('�y 960'0) �'S SSL`� 7b'101 (",�b' l9�"0) �'S 0£'L�SI �b'101 asoei :�oNl��ovd 'l� 05 — H�NI 6 ('�t/ 960'0) �'S SSL't� SnOUI�J3d ('�b' S�Z'0) �S 8L9`Ol S�10/��13d £i�� .��a — �'S D Sn0/�1?J3dW! 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' . . . � �,. . � . � /� , �� ...4� :` _�.. $ 2 � . O " • � 1, .,� . - - �T I T � ��oe,�ooa. - . , . _ TIT , o _ . _ .. - C� . . . , , . T - • IT ' TI ' A � • i N $ A � '�� ___ ----�--- ---T� o T I T ► T � � . . . , , y . • . . . _—' I � r • . � � e �- _____ . _ � � . .�,�__�-- . _ 1 I 1 I 1 � _ �-- .� 1-. - � ,. _. ! , :' � � � w . � , . ... , I . . . . . . . , . . i. A � m ZA � .. /�' o po , n, � y cn cn • • o,; . I � S � r y� \ " .. • � d.�.�l I I C = Q '� w /" o.'�. .I � O � � � y' - _.. '� a o m o � � w m � � PERFORMANCE STANDARDS I The Project is located in a Conservation Flow Control Area and will therefore adhere to Level 2 Flow Control Standards, forested conditions. Two detention vaults will provide flow control as required. 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. Also match developed peak discharge rates to predeveloped peak discharge rates for the 2 and the , 10 year return periods. Assum(ing) historic conditions as the predeveloped condition." ' (KCSWDM, Sec. 1.2). FLOW CONTROL SYSTEM TDA 1 Retention/Detention Facility Type of Facility: Detention Vault Facility Length: 61.00 ft Facility Width: 60.75 ft Facility Area: 3706. sq. ft Effective Storage Depth: 11.00 ft Stage 0 Elevation: 403.00 ft Storage Volume: 40763. cu. ft Riser Head: 11.00 ft Riser Diameter: 12.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 0. 80 0.058 2 7.50 1.65 0. 138 4 .0 Top Notch Weir: None Outflow Rating Curve: Non� Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 403.00 0. 0.000 0.000 0.00 0.01 403.01 37. 0.001 0.002 0.00 0. 02 403.02 74 . 0.002 0.002 0. 00 0. 03 403.03 111. 0. 003 0.003 0. 00 0.04 403.04 148 . 0.003 0.004 0.00 0.05 403.05 185. 0.004 0.004 0.00 0. 06 403.06 222. 0.005 0.004 0.00 0. 07 403.07 259. 0.006 0.004 0.00 0.25 403.25 926. 0.021 0.009 0. 00 0. 44 403.44 1631. 0.037 0. 012 0. 00 0. 63 403.63 2335. 0.054 0.014 0.00 0. 81 403.81 3002. 0.069 0.016 0.00 1.00 404 .00 3706. 0.085 0.017 0.00 1. 19 404 . 19 4410. 0. 101 0.019 0.00 02013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 23 of 66 ' Technical Information Report City of Renton I 1.37 404 .37 5077. 0. 117 0.020 0. 00 1.56 404.56 5781. 0. 133 0.022 0.00 1.74 404.74 6448. 0. 148 0.023 0.00 1. 93 404.93 7152. 0. 164 0.024 0.00 2. 12 405.12 7856. 0 . 180 0.025 0.00 2.30 405.30 8523. 0.196 0.026 0.00 2. 49 405.49 9227. 0.212 0.027 0. 00 2. 68 405. 68 9931. 0.228 0.028 0. 00 2. 86 405.86 10598. 0.243 0.029 0. 00 3.05 406.05 11303. 0.259 0.030 0.00 3.24 406.24 12007. 0.276 0.031 0.00 3.42 406.42 12674. 0.291 0.032 0.00 3. 61 406.61 13378. 0.307 0.033 0.00 3.80 406.80 14082. 0.323 0.034 0.00 3. 98 406.98 14749. 0.339 0.035 0.00 4.17 407.17 15453. 0.355 0.035 0. 00 4.35 407.35 16120. 0.370 0.036 0. 00 4. 54 407.54 16824 . 0.386 0.037 0. 00 4.73 407.73 17528. 0.402 0.038 0.00 4. 91 407.91 18195. 0.418 0.038 0.00 5.10 408.10 18899. 0.434 0.039 0.00 5.29 408.29 19603. 0.450 0.040 0.00 5. 47 408.47 20270. 0.465 0.041 0. 00 5. 66 408.66 20975. 0.482 0.091 0. 00 5.85 408.85 21679. 0.498 0.042 0. 00 6.03 409.03 22346. 0.513 0.043 0.00 6.22 409.22 23050. 0.529 0.043 0.00 6.41 409.41 23754. 0.545 0.044 0.00 6.59 409.59 24421. 0.561 0.045 0. 00 I 6.78 409.78 25125. 0.577 0.045 0. 00 6. 96 409. 96 25792. 0.592 0.046 0.00 7. 15 410.15 26496. 0. 608 0.046 0.00 7.34 410.34 27200. 0. 624 0.047 0. 00 7 . 50 410.50 27793. 0. 638 0.048 0. 00 7 . 52 410.52 27867. 0:640 0.048 0. 00 7 .53 410.53 27904. 0. 641 0.050 0. 00 7.55 410.55 27978. 0. 642 0.053 0.00 7.57 410.57 28053. 0. 644 0.057 0.00 7.59 410.59 28127. 0. 646 0.062 0.00 7. 60 410.60 28164. 0. 647 0.068 0.00 7. 62 410.62 28238. 0. 648 0.074 0. 00 7 . 64 410.64 28312. 0. 650 0.075 0. 00 7 .82 410.82 28979. 0. 665 0.091 0. 00 8.01 411.01 29683. 0. 681 0.102 0.00 8.20 411.20 30387. 0. 698 0.111 0.00 8.38 411.38 31054. 0.713 0.120 0.00 8.57 411.57 31758. 0.729 0. 127 0.00 8.76 411.76 32462. 0.745 0.134 0.00 8. 94 411. 94 33129. 0.761 0.141 0.00 9. 13 412.13 33833. 0.777 0.147 0. 00 9.32 412.32 34538. 0.793 0.152 0.00 9.50 412.50 35205. 0.808 0.158 0.00 9. 69 412.69 35909. 0.824 0.163 0.00 9. 87 412. 87 36576. 0.840 0.168 0.00 02013 D.R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 24 of 66 Technical Information Report City of Renton 10. 06 413.06 37280. 0.856 0. 173 0.00 10.25 413.25 37984. 0.872 0. 178 0.00 ' 10.43 413.43 38651. 0.887 0. 183 0.00 '� 10. 62 413.62 39355. 0. 903 0.187 0. 00 ' 10.81 413.81 40059. 0.920 0.191 0.00 10. 99 413.99 40726. 0. 935 0. 196 0.00 11.00 414.00 40763. 0. 936 0. 196 0.00 11. 10 414 .10 41134. 0. 944 0.506 0. 00 11.20 414 .20 41504. 0. 953 1.070 0. 00 11. 30 414 .30 41875. 0. 961 1.800 0.00 11.40 414 .40 42246. 0.970 2. 600 0.00 11.50 414 .50 42616. 0.978 2.880 0.00 11. 60 414 .60 42987. 0. 987 3.140 0.00 11.70 414 .70 43357. 0. 995 3.370 0.00 ' 11.80 414.80 43728. 1.004 3. 600 0.00 11. 90 414.90 44098. 1.012 3.800 0.00 12 .00 415.00 44469. 1.021 4 . 000 0.00 12 . 10 415. 10 44840. 1.029 4 .190 0.00 12 .20 415.20 45210. 1.038 4 .360 0.00 12.30 415.30 45581. 1.046 4.530 0.00 12.40 415.40 45951. 1.055 4.700 0.00 12.50 415.50 46322 . 1.063 4.860 0. 00 12. 60 415.60 46692 . 1 .072 5.010 0. 00 12.70 415.70 47063. 1 .080 5.160 0.00 12.80 415.80 47434. 1.089 5.310 0.00 12. 90 415.90 47804. 1.097 5.450 0.00 Hyd Inflow Outflow Peak Storage Stage Elev (Cu-Ft) (Ac-Ft) 1 1.23 0.76 11.14 414 . 14 41300. 0. 948 2 0. 60 0.19 10.66 413. 66 39510. 0. 907 3 0.73 0.16 9. 68 412. 68 35865. 0.823 4 0. 60 0.15 9.22 412.22 34171. 0.784 5 0. 64 0.08 7. 69 410. 69 28503. 0. 654 6 0.48 0.04 6. 41 409.41 23739. 0.545 7 0.37 0.05 7.00 410.00 25922. 0.595 8 0.50 0.03 3.84 406.84 19215. 0.326 Hyd R/D Facility Tributary Reservoir POC Outflow Outflow Inflow Inflow Target Calc 1 0.76 0.11 ******** ******* 0.80 2 0. 19 0.05 ******** 0.24 0.22 3 0. 16 0.06 ******** ******* 0. 19 4 0. 15 0.05 ******** ******* 0. 17 5 0.08 0.05 ******** ******* 0. 09 6 0.04 0.04 ******** ******* 0.07 7 0.05 0.03 ******** ******* 0.07 8 0.03 0.03 ******** ******* 0.06 ---------------------------------- Route Time Series through Facility Inflow Time Series File:rdin.tsf Outflow Time Series File:rdout PGC Time Series File:dsou� :,2013 D. R. STRONG Consulting Engineers Inc. Fieldbrook Commons Page 25 of 66 Technical Information Report City of Renton I Inflow/Outflow Analysis Peak Inflow Discharge: 1.23 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.759 CFS at 10:00 on Jan 9 in Year 8 Peak Reservoir Stage: 11.14 Ft Peak Reservoir Elev: 414 .14 Ft Peak Reservoir Storage: 41300. Cu-Ft . 0. 948 Ac-Ft Add Time Series:bypass.tsf Peak Summed Discharge: 0.796 CFS at 10:00 on Jan 9 in Year 8 Point of Compliance File:dsout.tsf Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0. 193 2 2/09/Ol 21:00 0.759 11. 14 1 100.00 0. 990 0.044 7 1/07/02 4:00 0. 193 10. 90 2 25.00 0.960 0.163 3 3/06/03 22:00 0. 163 9. 68 3 10.00 0. 900 0.034 8 8/26/04 8:00 0. 149 9.22 4 5. 00 0.800 0.046 6 1/08/05 5:00 0.080 7.70 5 3.00 0. 667 0.080 5 1/19/06 5:00 0. 046 7.00 6 2.00 0.500 0. 149 4 11/24/06 8:00 0.044 6.41 7 1.30 0.231 0.759 1 1/09/08 10:00 0. 034 3.84 8 1. 10 0. 091 Computed Peaks 0.570 11.11 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 0.224 2 2/09/O1 18:00 0.796 1 100.00 0.990 ; 0.072 6 1/05/02 16:00 0.224 2 25.00 0.960 '� 0.187 3 3/06/03 19:00 0.187 3 10.00 0.900 I 0.063 8 8/26/04 2:00 0.173 4 5.00 0.800 � 0.068 7 1/05/05 8:00 0.092 5 3.00 0. 667 ' 0.092 5 1/19/06 3:00 0.072 6 2.00 0.500 � 0.173 4 11/24/06 6:00 0.068 7 1.30 0.231 0.796 1 1/09/08 10:00 0.063 8 1. 10 0.091 Computed Peaks 0. 605 50. 00 0. 980 Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence Probability CFS ° ° ° - 0 0 0 0.003 29967 48.870 48.870 51.130 0.511E+00 0.008 7142 11.647 60.517 39.483 0.395E+00 0.014 5765 9.402 69.918 30.082 0.301E+00 0.019 5642 9.201 79.119 20.881 0.209E+00 0. 024 4637 7.562 86. 681 13.319 0. 133E+00 0.030 3305 5.390 G2. 071 7 . 929 0.793E-01 G2013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 26 of 66 Technical Information Report City of Renton 0.035 1812 2.955 95.026 4. 974 0. 497E-01 ' 0.041 1331 2.171 97.197 2.803 0.280E-01 0.046 1230 2 .006 99.203 0.797 0.797E-02 0.052 189 0.308 99. 511 0.489 0.489E-02 0.057 18 0.029 99.540 0 . 460 0. 460E-02 0.062 14 0.023 99.563 0. 437 0. 437E-02 0.068 6 0.010 99.573 0. 427 0.427E-02 0.073 8 0.013 99.586 0.414 0.414E-02 0.079 35 0.057 99. 643 0.357 0.357E-02 0.084 19 0.031 99. 674 0.326 0.326E-02 0.090 16 0.026 99.700 0. 300 0.300E-02 0.095 20 0.033 99.733 0.267 0.267E-02 0.100 20 0.033 99.765 0.235 0.235E-02 0. 106 14 0.023 99.788 0.212 0.212E-02 0. 111 13 0.021 99.809 0. 191 0. 191E-02 0. 117 8 0.013 99.822 0. 178 0. 178E-02 0. 122 7 0.011 99. 834 0.166 0. 166E-02 0.127 9 0.015 99. 848 0.152 0. 152E-02 0. 133 11 0.018 99.866 0.134 0. 134E-02 0.138 11 0.018 99.884 0. 116 0. 116E-02 � 0.144 9 0.015 99.899 0. 101 O. 101E-02 ' 0. 149 10 0.016 99. 915 0.085 0. 848E-03 0. 155 9 0.015 99.930 0.070 0.701E-03 ' 0. 160 6 0.010 99. 940 0.060 0. 603E-03 0.165 12 0.020 99.959 0.041 0.408E-03 0.171 7 0.011 99. 971 0.029 0.294E-03 0. 176 3 0.005 99.976 0.024 0.245E-03 0. 182 3 0.005 99. 980 0.020 0. 196E-03 0. 187 5 0.008 99. 989 0.011 0. 114E-03 0. 192 4 0.007 99.995 0.005 0.489E-04 Flow Duration from Time Series File:dsout.tsf Cutoff Count Frequency CDF Exceedence Probability CFS ° ° ° - 0 0 0 0. 003 30024 48.963 48. 963 51.037 0.510E+00 0.009 7829 12.767 61.730 38.270 0.383E+00 0.016 6111 9.966 71. 696 28.304 0.283E+00 0.022 5669 9.245 80. 941 19.059 0. 191E+00 0.028 4718 7.694 88. 635 11.365 0. 114E+00 0.035 2630 4.289 92. 924 7.076 0.708E-01 0.041 1780 2.903 95.827 4. 173 0. 417E-01 0. 047 1274 2.078 97.904 2.096 0.210E-01 0. 053 749 1.221 99. 126 0. 874 0.874E-02 0.060 158 0.258 99.384 0. 616 0. 616E-02 0.066 50 0.082 99.465 0.535 0. 535E-02 0. 072 34 0.055 99.521 0. 479 0. 479E-02 ' 0. 078 23 0.038 99.558 0.442 0. 442E-02 0. 085 32 0.052 99.610 0.390 0.390E-02 , 0 . 091 29 0.047 99. 658 0. 342 0.342E-02 � 0 . 097 22 0.036 99. 693 0.307 0. 307E-02 0. 103 21 0.034 99.728 0.272 0.272E-02 0. 110 22 0.036 99.764 0.236 0.236E-02 , 0. 116 14 0.023 99.786 0.214 0.214E-02 I 0. 122 11 0.018 99.804 0 . 196 0. 196E-02 02013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 27 of 66 Technical Information Report City of Renton 0.129 11 0.018 99. 822 0. 178 0. 178E-02 0.135 8 0.013 99.835 0. 165 0. 165E-02 0.141 7 0.011 99.847 0.153 0. 153E-02 0.147 13 0.021 99.868 0.132 0. 132E-02 0. 154 11 0.018 99.886 0.114 0. 114E-02 0. 160 9 0.015 99.901 0.099 0. 995E-03 0. 166 9 0.015 99.915 0.085 0.848E-03 0.172 9 0.015 99.930 0.070 0.701E-03 0.179 10 0.016 99. 946 0.054 0.538E-03 0.185 8 0.013 99. 959 0.041 0.408E-03 0.191 9 0.015 99.974 0.026 0.261E-03 0.198 2 0.003 99.977 0.023 0.228E-03 0.204 3 0.005 99. 982 0.018 0. 179E-03 0.210 4 0.007 99. 989 0.011 0. 114E-03 0.216 5 0.008 99. 997 0.003 0.326E-04 0.223 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 %Change Probability Base New %Change 0.053 � 0.95E-02 0.87E-02 -8.2 � 0. 95E-02 0.053 0.052 -1.7 0.068 I 0. 63E-02 0.52E-02 -18.0 � 0. 63E-02 0.068 0.059 -12.9 0.082 � 0. 49E-02 0.41E-02 -16.8 I 0.49E-02 0.082 0.070 -14.8 0.097 � 0.37E-02 0.31E-02 -16.4 � 0.37E-02 0. 097 0.087 -10.2 0.112 � 0.29E-02 0.23E-02 -19. 9 I 0.29E-02 0. 112 0. 101 -9. 4 0. 126 � 0.22E-02 0.18E-02 -16. 9 � 0.22E-02 0. 126 0.114 -9. 9 0. 141 � 0. 15E-02 0. 15E-02 3.3 � 0.15E-02 0. 141 0. 142 0.8 0. 155 I O. 10E-02 0. 11E-02 8.1 � O.10E-02 0. 155 0.159 2.6 0.170 � 0. 62E-03 0.75E-03 21.1 � 0.62E-03 0. 170 0.175 3.2 0.184 � 0.34E-03 0.41E-03 19.0 I 0.34E-03 0. 189 0.188 1.7 0. 199 � 0.23E-03 0.21E-03 -7.1 � 0.23E-03 0. 199 0. 198 -0 .7 0.214 � 0. 16E-03 0.65E-04 -60.0 � 0.16E-03 0.214 0.205 -4. 1 0.228 � 0. 11E-03 O.00E+00 -100.0 � 0.11E-03 0.228 0.210 -7.8 0.243 I 0.16E-04 O.00E+00 -100.0 � 0.16E-04 0.243 0.224 -7 . 9 Maximum positive excursion = 0.008 cfs ( 4. 90) occurring at 0. 158 cfs on the Base Data:predev.tsf and at 0.166 cfs on the New Data:dsout.tsf Maximum negative excursion = 0.011 cfs (-15.3%) occurring at 0.074 cfs on the Base Data:predev.tsf and at 0.063 cfs on the New Data:dsout.tsf 02013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 28 of 66 Technical Information Report City of Renton �Peus.�.-flanfreq�erry-KCATS - ' ' � �.oi.C-a�ii� Retum Penod �. 2 5 7� 20 50 100 �� . o rdcul-{�sin Sea-Tzc � � �, ♦ dsouf.plcs � o �red2v.pkc J R � o � � o 0 10-� � 0 � � . N U u ° � m 0 ol � U � �� I O �Q, 1 2 S 1Q 20 30 d0 50 60 70 80 90 95 98 99 i Cumulatrve ProbabiCAy Peaks Plot 8�,�«�-o,:..u�a�ra��azrz_�_ . _ "'..� � I N � (dOU�.dllf J � �\. _— ._ "^� dsout.dur ♦3 . \` ta�z;dur N 0 R ��'--� 1 ro o S�u� 0 � a U 0 N � ^ � N � � U � � Q 1v O �Q � O � O �. � �� h O O O O O 0 �o�5 �o' io�' io�2 �o�' �o° Probabikty Exceedence Duration Curve �2013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 29 of 66 �, Technical Information Report City of Renton 'i TDA 1 FLOW CONTROL PRIMARY OVERFLOW Using standard orifice equation to determine stand pipe diameter in control structure Q�� = Developed 100-Year, Hourly Peak Storm calculated using KCRTS Q�� = 3.04 cfs HM�= Maximum available head in feet measured from crest ofweir HM�= 0.5 ft D= Riser Diameter D = (Qioo/(3.782* H�Xo.S��o.S D = 1.07 ft (min. diameter) u se D = 12 in. or 1 ft I Calculate actual height above the weir expected during the.100-year, 24hour peak storm H = Actual head aboveweir achieved with Qi� H = (Q�oo /(9.739* D))"0.67 H = 0.46 ft TDA 2 Retention/Detention Facility Type of Facility: Detention Vault Facility Length: 68.50 ft Facility Width: 68.00 ft Facility Area: 4658. sq. ft Effective Storage Depth: 8.50 ft Stage 0 Elevation: 415.00 ft Storage Volume: 39593. cu. ft Riser Head: 8 . 50 ft Riser Diameter: 12 . 00 inches D]umber of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 0.87 0.060 2 5.50 1. 60 0. 120 4.0 Top Notch Weir: None Qutflo�•r Rating Curve: P1on2 Stage Elevation S�orage Discharge �ercolation (ft) (ft) (cu. ft) (ac-ft} (cfs) (cfs) 0. 00 415.00 0. 0.000 0.000 0.00 0.01 415.01 47. 0. 001 0.002 0.00 0.02 415.02 93. 0. 002 0.003 0.00 0.03 415.03 140. 0.003 0.003 0.00 0.04 415 . 0� 186. 0. 004 0 . 004 0. 00 ��2013 D. R. STRONG Consulting Engineers Inc. Fieldbrook Commons Page 30 of 66 Technical Information Report City of Renton 0.05 415 .05 233. 0.005 0.005 0.00 0.06 415 .06 280. 0.006 0.005 0.00 0. 07 415.07 326. 0.007 0.006 0.00 0.22 415.22 1025. 0.024 0.010 0.00 0.36 415.36 1677. 0.038 0.012 0.00 0.50 415.50 2329. 0.053 0.015 0.00 0. 65 415. 65 3028. 0.070 0.017 0.00 0.79 415.79 3680. 0.084 0. 018 0. 00 0. 94 415 . 94 4379. 0.101 0. 020 0.00 1.08 416.08 5031. 0. 115 0.021 0.00 1.23 416.23 5729. 0.132 0.023 0.00 1. 37 416.37 6382. 0.146 0.024 0.00 1.51 416.51 7034. 0.161 0.025 0.00 1. 66 416.66 7732. 0.178 0.026 0.00 1. 80 416.80 8384. 0.192 0.028 0.00 1. 95 416.95 9083. 0.209 0.029 0.00 2. 09 417.09 9735. 0.223 0. 030 0.00 2.23 417 .23 10387. 0.238 0. 031 0.00 2.38 417 .38 11086. 0.255 0.032 0.00 2.52 417.52 11738. 0.269 0.033 0.00 2. 67 417. 67 12437. 0.286 0.034 0.00 2.81 417 .81 13089. 0.300 0.034 0.00 2. 95 417 .95 13741. 0.315 0.035 0. 00 3. 10 418.10 14440. 0.331 0.036 0.00 3.24 418.24 15092. 0.346 0.037 0.00 3.39 418 .39 15791. 0.363 0.038 0.00 3.53 418 .53 16443. 0.377 0.039 0.00 3. 67 418 . 67 17095. 0.392 0.039 0.00 3. 82 418 .82 17794 . 0.408 0.040 0. 00 3. 96 418. 96 18446. 0.423 0.041 0.00 4 . 11 419.11 19144. 0.439 0. 042 0.00 4.25 419.25 19797. 0.454 0. 042 0.00 4.39 419.39 20449. 0. 469 0.043 0.00 4.54 419.54 21147. 0.485 0.044 0.00 4. 68 419. 68 21799. 0.500 0.044 0.00 4. 83 419.83 22498. 0.516 0.045 0.00 4. 97 419. 97 23150. 0.531 0.046 0.00 5. 11 420.11 23802. 0.546 0.046 0.00 5.26 420.26 24501. 0.562 0.047 0.00 5. 40 420.40 25153. 0.577 0.048 0.00 5.50 420.50 25619. 0. 588 0.048 0.00 5.52 420.52 25712. 0. 590 0.049 0.00 5.53 420.53 25759. 0.591 0.050 0. 00 5.55 420.55 25852. 0.593 0.053 0. 00 5.57 420.57 25945. 0.596 0.057 0.00 5. 58 420.58 25992. 0.597 0.062 0.00 5. 60 420. 60 26085. 0.599 0.067 0.00 5. 62 420. 62 26178. 0. 601 0.072 0.00 5. 63 420.63 26225. 0. 602 0.074 0.00 5. 78 420.78 26923. 0. 618 0.086 0.00 5. 92 420.92 27575. 0. 633 0.095 0.00 6. 07 421.07 28274 . 0. 649 0. 103 0.00 6.21 421.21 28926. 0. 664 0. 110 0.00 6. 35 421 .35 29578. 0. 679 0. 116 0. 00 �2013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 31 of 66 Technical Information Report City of Renton 6.50 421.50 30277. 0. 695 0. 122 0. 00 6.64 421. 64 30929. 0.710 0.127 0.00 6.79 421.79 31628. 0.726 0.132 0.00 6. 93 421. 93 32280. 0.741 0.137 0.00 7.07 422 .07 32932. 0.756 0.142 0.00 7.22 422 .22 33631. 0.772 0.146 0.00 7.36 422 .36 34283. 0.787 0.150 0.00 7.51 422.51 34982. 0.803 0.155 0.00 7 . 65 422.65 35634. 0.818 0. 159 0.00 7 .79 422.79 36286. 0.833 0. 162 0. 00 7. 94 422.94 36985. 0.849 0.166 0.00 8.08 423.08 37637. 0.864 0.170 0.00 8.23 423.23 38335. 0.880 0.174 0.00 8.37 423.37 38987. 0.895 0.177 0.00 8.50 423.50 39593. 0. 909 0. 180 0.00 8. 60 423.60 40059. 0. 920 0.490 0.00 8.70 423.70 40525. 0. 930 1.060 0.00 8.80 423.80 40990. 0. 941 1.790 0.00 8 . 90 423. 90 41456. 0. 952 2.580 0.00 9.00 424.00 41922. 0. 962 2 .870 0.00 9. 10 429 .10 42388. 0. 973 3.120 0.00 9.20 424 .20 42854. 0. 984 3.360 0.00 9.30 424 .30 43319. 0. 994 3.580 0.00 9. 40 424 .40 43785. 1.005 3.790 0.00 9.50 424 .50 44251. 1.016 3.980 0. 00 9. 60 424 .60 44717. 1.027 4 .170 0.00 9.70 424.70 45183. 1.037 4.350 0.00 9.80 424.80 45648. 1.048 4.520 0.00 9. 90 424 .90 46114. 1. 059 4. 690 0.00 10.00 425.00 46580. 1. 069 4.840 0.00 10. 10 425.10 47046. 1. 080 5.000 0.00 10.20 425.20 47512. 1.091 5.150 0.00 10.30 425.30 47977 . 1. 101 5.290 0.00 10. 40 425.40 98443. 1. 112 5.430 0.00 Hyd Inflow Outflow Peak Storage Stage Elev (Cu-Ft) (Ac-Ft) 1 1.24 0.79 8. 65 423. 65 40303. 0. 925 2 0. 60 0.22 8.51 423. 51 39652. 0.910 3 0.73 0. 15 7.37 422 . 37 34337. 0.788 4 0.74 0. 15 7.22 422 .22 33609. 0.772 5 0. 64 0.10 5. 96 420.96 27785. 0. 638 6 0.40 0.05 5.45 420.45 25371. 0.582 7 0.98 0.05 4.84 419.84 22532. 0.517 8 0.51 0.04 3.02 418.02 14077. 0.323 Hyd R/D Facility Tributary Reservoir POC Outflow Outflow Inflow Inflow Target Calc 1 0.79 0.02 ******** ******* 0.80 2 0.22 0.01 ******** 0.23 0.23 3 0. 15 0.01 ******** ******* 0. 15 4 0. 15 0.01 ******** ******* 0.15 5 0. 10 0.01 ******** ******* 0.10 6 0.05 0.00 ******** ******* 0.05 02013 D. R. STRONG Consulting Engineers Inc. Fieldbrook Commons Page 32 of 66 Technical Information Report City of Renton 7 0. 05 0.00 ******** ******* 0.05 8 0. 04 0.00 ******** ******* 0. 04 ---------------------------------- Route Time Series through Facility Inflow Time Series File:rdin.tsf Outflow Time Series File:rdout POC Time Series File:dsout , Inflow/Outflow Analysis � Peak Inflow Discharge: 1 .24 CFS at 6: 00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.789 CFS at i0: 00 on Jan 9 in Year 8 Peak Reservoir Stage: 8. 65 Ft I Peak Reservoir Elev: 423. 65 Ft ' Peak Reservoir Storage: 40303. Cu-Ft . 0 . 925 Ac-Ft Add Time Series:bypass.tsf Peak Summed Discharge: 0. 795 CFS at 10: 00 cn Jan 9 in Year 8 Point of Compliance File:dsout.tsf Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea-Tac i ---Annual Peak Flo�fr Rates--- ----Floti�1 Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.220 2 2/09/Ol 20:00 0.789 8 . 65 1 100.00 0. 990 0.045 7 1/07/02 4:00 0.220 8 .51 2 25.00 0. 960 0. 150 3 3/06/03 22:00 0. 150 7.37 3 10.00 0.900 0.035 8 8/26/04 8:00 0. 146 7.22 4 5. 00 0.800 0.048 6 1/08/05 5:00 0.097 5.96 5 3.00 0. 667 0.097 5 1/19/06 1: 00 0.048 5.45 6 2.00 0.500 0. 146 4 11/24/06 8: 00 0.045 4.84 7 1.30 0.231 , 0.789 1 1/09/08 10:00 0.035 3.02 8 1. 10 0.091 Computed Peaks 0. 599 8. 62 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 0.226 2 2/09/01 20:00 0.795 1 100.00 0. 990 0.047 7 1/07/02 0:00 0.226 2 25. 00 0.960 0. 155 3 3/06/03 22:00 0.155 3 10. 00 0.900 0. 036 8 8/26/04 6:00 0. 151 4 5. 00 0.800 0. 050 6 1/08/05 1:00 0. 102 5 3. 00 0. 667 0. 102 5 1/19/06 2:00 0.050 6 2.00 0.500 0. 151 4 11/24/06 8:00 0.047 7 1.30 0.231 0.795 1 1/09/08 10:00 0.036 8 1. 10 0.091 Computed Peaks 0. 605 50. 00 0. 980 02013 D.R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 33 of 66 Technical Information Report City of Renton Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence Probability CFS ° ° ° - 0 0 0 0 . 003 31933 52.076 52 . 076 47. 924 0. 479E+00 0. 009 6451 10.520 62 . 596 37. 404 0. 374E+00 0 .016 6318 10.303 72 . 900 27.100 0.271E+00 0.022 6026 9.827 82 .727 17.273 0. 173E+00 0. 028 4268 6. 960 89. 687 10.313 0. 103E+00 0. 034 2439 3. 977 93. 664 6.336 0. 634E-01 0. 040 1920 3. 131 96.796 3.205 0. 320E-01 0.046 1370 2.234 99.030 0. 970 0. 970E-02 0.052 258 0.421 99.450 0.550 0.550E-02 0. 059 14 0.023 99.473 0.527 0.527E-02 0.065 12 0.020 99.493 0.507 0.507E-02 0.071 8 0.013 99.506 0.494 0.494E-02 0.077 27 0.044 99.550 0.450 0. 450E-02 0.083 35 0.057 99. 607 0.393 0.393E-02 0.089 28 0.046 99. 653 0.347 0.347E-02 0.096 34 0.055 99.708 0.292 0.292E-02 0.102 23 0.038 99.746 0.254 0.254E-02 0.108 20 0.033 99.778 0.222 0.222E-02 0. 114 18 0.029 99.808 0.192 0. 192E-02 0.120 11 0.018 99.826 0. 174 0. 174E-02 0.126 15 0. 029 99.850 0. 150 0. 150E-02 0.132 13 0. 021 99.871 0. 129 0. 129E-02 0.139 12 0. 020 99.591 0. 109 0. 109E-02 0. 145 16 0.026 99. 917 0. 083 0. 832E-03 0. 151 16 0.026 99. 943 0. 057 0.571E-03 0. 157 5 0.008 99. 951 0. 049 0.489E-03 0. 163 13 0.021 99.972 0.028 0.277E-03 0. 169 4 0.007 99.979 0.021 0.212E-03 0. 176 6 0.010 99.989 0.011 0. 114E-03 0. 182 5 0.008 99. 997 0.003 0.326E-04 0. 188 0 0.000 99. 997 0.003 0.326E-04 0. 194 1 0.002 99. 998 0.002 0. 163E-04 0.200 0 0.000 99. 998 0.002 0. 163E-04 0.206 0 0.000 99.998 0.002 0. 163E-04 0.213 0 0.000 99.998 0.002 0. 163E-04 0.219 0 0.000 99.998 0.002 0. 163E-04 Flow Duration from Time Series File:dsout.tsf Cu�off Count Frequency CDF Exceedence Probability CFS ° ° ° - 0 0 0 0.003 32010 52.202 52.202 47.798 0. 478E+00 0.010 6496 10.594 62.795 37.205 0.372E+00 0. 016 6438 10.499 73.294 26.706 0.267E+00 0. 022 5973 9.741 83.035 16. 965 0. 170E+00 0. 029 4312 7.032 90.067 9. 933 0. 993E-01 0. 035 2455 4 .004 94.070 5.930 0.593E-01 0. 041 1705 2.780 96.851 3.149 0.315E-01 0. 048 1308 2. 133 98. 984 1.016 0. 102E-01 0.054 280 0.457 99.441 0.559 0. 559E-02 0.060 20 0.033 99.473 0.527 0. 527E-02 0 . 067 11 0.018 99 .491 0.509 0. 509E-02 � �s�2013 D.R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 34 of 66 Technical Information Report City of Renton �II I II � 0.073 11 0.018 99.509 0. 491 0.491E-02 I! 0.079 25 0.041 99.550 0. 450 0.450E-02 � �'I 0.086 35 0.057 99. 607 0.393 0. 393E-02 0.092 27 0.044 99. 651 0.349 0.349E-02 I 0.098 32 0.052 99.703 0.297 0.297E-02 ' 0.105 26 0.042 99.746 0.254 0.254E-02 , � � , 0.111 20 0.033 99. 778 0.222 0.222E-02 'i 0.117 18 0.029 99. 808 0.192 0. 192E-02 �� 0. 124 13 0. 021 99. 829 0.171 0. 171E-02 � 0. 130 12 0.020 99.848 0.152 0. 152E-02 �� 0.137 15 0. 024 99.873 0.127 0. 127E-02 ' 0.143 13 0. 021 99.894 0.106 0.106E-02 i 0.149 14 0.023 99. 917 0.083 0.832E-03 �' 0.156 16 0. 026 99. 943 0.057 0.571E-03 0.162 5 0.008 99. 951 0.049 0.489E-03 � 0.168 12 0.020 99. 971 0.029 0.294E-03 0. 175 5 0.008 99. 979 0.021 0.212E-03 0. 181 4 0.007 99.985 0.015 0.147E-03 0. 187 7 0.011 99. 997 0.003 0.326E-04 0. 194 0 0.000 99. 997 0.003 0.326E-04 0.200 1 0.002 99. 998 0.002 0.163E-04 0.206 0 0.000 99.998 0. 002 0.163E-04 0.213 0 0.000 99.998 0. 002 0. 163E-04 0.219 0 0.000 99. 998 0.002 0. 163E-04 0.225 0 0.000 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 0.050 � 0. 94E-02 0. 61E-02 -34 . 9 � 0. 94E-02 0.050 0.048 -3 . 6 0.063 � 0. 63E-02 0.52E-02 -17 . 1 � 0. 63E-02 0.063 0.050 -21 .5 0.077 � 0. 49E-02 0.47E-02 -3.7 � 0.49E-02 0. 077 0.073 -4 . 4 0. 090 � 0.37E-02 0.36E-02 -1.8 � 0.37E-02 0. 090 0. 089 -1.2 0. 104 � 0.28E-02 0.26E-02 -8.0 � 0.28E-02 0. 104 0. 100 -3. 4 0. 117 � 0.22E-02 0. 19E-02 -12 .5 � 0.22E-02 0. 117 0. 111 -5 . 4 0. 131 � 0. 15E-02 0. 15E-02 -2 .2 � 0.15E-02 0. 131 0. 131 -0.2 0. 144 � O.10E-02 O. 10E-02 1. 6 � 0.10E-02 0. 144 0. 145 0.4 0. 158 � 0. 62E-03 0.55E-03 -10.5 � 0.62E-03 0. 158 0. 154 -2 . 1 0. 171 � 0.34E-03 0.26E-03 -23.8 � 0.34E-03 0. 171 0. 166 -3.2 0. 185 � 0.23E-03 0. 65E-04 -71.4 � 0.23E-03 0. 185 0.174 -6. 1 0. 198 � 0. 16E-03 0.16E-04 -90.0 � 0.16E-03 0. 198 0.179 -9.8 0.212 � 0. 98E-04 0.16E-04 -83.3 � 0.98E-04 0.212 0. 184 -13.3 0.225 � 0. 16E-04 0.16E-04 0.0 � 0. 16E-04 0.225 0.226 0 . 4 Maximum positive excursion = 0.003 cfs ( 1.50) occurring at 0.223 cfs on the Base Data:predev.tsf and at 0.226 cfs on the P1e�fr Data:dsout. tsf Maximum negative excursion = 0. 016 cfs (-24. 1°) occurring at 0.068 cfs on the Base Data:predev.tsf and at 0.052 c�s on the Pde��J Da�a:dsout.ts� s2013 D. R.STRONG Consulting Engineers Inc. Fieidbrook Commons Page 35 of 66 Technical Information Report City of Renton �va�sed-FlowFre�uency-KCRTS `o � II Retum PerioO 2 5 t0 20 50 100 ; ^. rdoiRpks n Sea-Tac � • dsouLPks � D�dsv.�:s 0 R �' 0 o A '� 70'� m - V � Z o0 a e � `m N � �� Q, f 2 5 10 20 30 40 50 60 70 � 90 95 98 99 GmWati�re Prn6ebil4y Peaks Plot �Pau:<!-Durai��mAnayi:.RCRTS Io OO _ 11 � � N O f1�0U�.dltf J dsout.dur • c� �—_�` far��f c!ur c N � �»^ O � m R �_�__ � 0 � ��w�� o � N LL v d � �� `m � �4 aLi �. w O � ,�� 0 ,*� a �_ o �y 00 �n 0 0 i o +� � O ti 0 10 5 10� 10 3 10 Z 10�� 7p° ProbabiGty F�cceedence Duration Curve 02013 D.R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 36 of 66 Technical Information Report City of Renton TDA 2 FLOW CONTROL PRIMARY OVERFLOW Using standard orifice equation to determine stand pipe diameter in control structure Q�� = Developed 100-Year, Hourly Peak Storm calculated using KCRTS Q�� = 3.05 cfs HM�= Maximum available head in feet measured from crest ofweir HM�= 0.5 ft D = Riser Diameter D = (Qioo/(3.782* H�xo.S��o.S D= 1.07 ft (min. diameter) use D = 12 in. or 1 ft Calculate actual height above the weir expected during the 100-year, 24-hour peak storm H = Actual head above weir achieved with Q,� H = (Qioo/(9.739" D))^0.67 H = 0.46 ft �2013 D. R. STRONG Consulting Engineers Inc. Fieldbrook Commons Page 37 of 66 Technical Information Report City of Renton WATER QUALITY TREATMENT SYSTEM The Project is located in the Enhanced Water Quality Treatment area. A wetvault followed by a Stormfilter media filtration system will be utilized for each TDA. TDA 1 Rainfall (R)of the mean annual storm = 0.47 in. From KCSWDM Fig. 6.4.1.A Area of impervious surface(Ai) = 82,143 s.f. Area of till soil covered with till grass (Atg)= 69,994 s.f. Area of till soil covered with till forest(Atfl = 0 s.f. 'I Area of outwash soil covered with grass or forest(Ao) = 0 s.f. Volume factor(�= 3 N/A From KCSWDM Sec. 6.4.1.1 i Calculations Units Notes I� Volume of runoff from mean annual storm (Vr) = 3580.876 c.f. =(0.9Ai +0.25Atg+0.10Atf+0.01Ao) *R/12 I Minimum Wetpool volume required (Vb)= 10,743 c.f. =f*Vr I'� A 96" Stormfilter manhole will be installed downstream of the detention facility with 11 �� ZPG cartridges. See Figure 7 for sizing and details. , TDA 2 � Rainfall (R)of the mean annual storm = 0.47 in. From KCSWDM Fig. 6.4.1.A � Area of impervious surFace(Ai) = 83,408 s.f. ' Area of till soil covered with till grass (Atg) = 68,258 s.f. Area of till soil covered with till forest(At�= 0 s.f. Area of outwash soil covered with grass or forest(Ao) = 0 s.f. Volume factor(fl = 3 N/A From KCSWDM Sec. 6.4.1.1 Calculations Units Notes Volume of runoff from mean annual storm (Vr) = 3608.469 c.f. =(�.9Ai+0.25Atg+0.10Atf+0.01Ao)"R/12 Minimum Wetpool volume required (Vb) = 10,825 c.f. =f*Vr A 72" Stormfilter manhole will be installed downstream of the detention facility with 7 ZPG cartridges. See Figure 7 for sizing and details. 02013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 38 of 66 Technical Information Report City of Renton FIGURE 7 DETENTION & WATER QUALITY FACILITY DETAILS ,_ � � � I � 02013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 39 of 66 Technical Information Report City of Renton � ' NW 1/4, SE 1/4, SEC170N 29, TOWNSHIP 23 N, RANGE 5 E, W.M. °° FIEL DBROOK COMMON� r � CpNiRQC RQO(ROD @ENT AS REQ'D FCR M vrancu.wcrne�vr�xn�ca�rr) � 5 x20'GRA7E W/LADDER&24"SWARE fRAM£AND 29'RWND A7L/D COVFR O R/M EL=4I7.00 NARKm bRAlN'NfIH LOCKWC BOLTS(TYP.) 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E COfJT�A�TCRT0145ETFFR6'RiqTENE>SVRESTOFP.OTECTCARTP..�G-SF.xCIICONSR2UCTiW-RHTTE�FFOS�CNiNN.YF. � I SECTION A-A WFST.• 96" ID STORMFILTER MANHOLE EAST.• 72" 0 STORMFILTFR MANHOLE hTS ti i� I _ m I �, 2 RECOMMENDED FOR APPOVAL ' BY: Da+,e: - BY: Date: BY: Date: BY: Date: 9 �I ..._ . g t`Eo A',r�G � �`�<p��'��l " 1 GTY C011MEN75 UA7ED NOVEIABFR 8,2073 riP 120213 YAJ � s D.R. S7RONG � �ns Ho� "�`'�"""' . CITY OF FIELDBROOK COMMONS ��07.15.13 CONSUL ANG£NG/NEfRS ��"�'� R E N TQ N � CaE2WorkigDayaBefareY D� � � STORMFIL7ER DETAILS '°" ' � 811 �,9 �,� D � E"'�'"�Sa"""��''°"S °�^'"`„� � 77040 108TH AVENUE SE �„�.z O f06V4 NE%Ci R.�P107 qR/M/�Wil A90.ii I-� ". . � UtilYka Llndergound Locatian Cenier 'v�.��am�:d+� Otasez7�zf Faziez72t2? . . . . �� r �/ 9/ RENTON� wA OD,I,if,t�ID,ORWAJ °�OypL F'' ' "*""�""'� I FlaaNr� Bu'Idi� Publ��,c Works Dept. 'ID ww�e.stmgcvn N0. REb'iSICN BY DATE AFPR � �""��27°"28 c A-NNNNAA i C=.::NTE�H, �'� ENGINEERED SOLUTIONS I Size and Cost Estimate j Prepared by Chris Hass on May 22,2013 �I FieldBrook Commons — Stormwater Treatment S stem I y I Renton, WA I Information provided: • Structure ID = 1 2 • Total Area (acre) = 3.50 3.49 • Percent Impervious = 54 55 • Water Quality Flow, WQF (cfs) = 0.046 0.048 • Peak Flow, Q100 (cfs) = 1.8 1.8 Assumptions: • Media = ZPG cartridges �I • Per Cartridge flow rate = 5/7.5 gpm • Drop required from inlet to outlet= 1.8/2.3' minimum • Presiding agency = City of Renton Size and cost estimates: The StormFilter is a flow-based system, and therefore, is sized by calculating the peak water quality flow rate associated with the design storm. However, when the StormFilter is placed downstream of detention the flow rate generated at the water quality storm is not always representative of the total volume of water that will go through the system or type of pollutant-loading the system may experience in one year. Water Structure Approximate No. of Estimated ID Quality Depth Cartridges System Size Cost Flow 1 0.046 11' 11 96" Manhole $30,780 2 0.048 15' 7 72" Manhole $27,500 The estimated costs are for complete systems delivered to the job site. This estimate assumes that the manhole is 11/15 feet deep. The final system cost will depend on the actual depth of the units and whether extras like doors rather than castings are specified. The contractor is responsible for setting the StormFilter systems and all external plumbing. OO 2012 Contech Engineered Solutions LLC 11835 NE Glenn Widing Dive,Portland,OR 97220 Page 1 of 1 ! «zt-�t�.ContechES.com Toll-free:800.548.4667 Fax:800.561.1271 TS-P027 , Determining Number of �\f/G � %..�NTECH � cartridges for Systems ENGINEERED SOLUTIONS Downstream of Detention CONTECH Stormwater Solutions Inc. Engineer: CRH Date 5/22/2013 Site Information Project Name FieldBrook Commons -TDA 1 Project State Washington Project Location Renton Drainage Area,Ad 3.50 ac Impervious Area,Ai 1.89 ac Pervious Area,Ap 1.61 % Imper�ious 54% Runoff Coefficient, Rc 0.54 Upstream Detention System Peak release rate from detention, Qreleasepeak 1.80 cfs Assume Max SFMH capacity Treatment release rate from detention, Qrelease treat 0.05 cfs Detention pretreatment credit 50% (from removal efficiency calcs) Mass loading calculations Mean Annual Rainfall, P 36 in Agency required % removal 80% Percent Runoff Capture 90% Mean Annual Runoff,V� 220,640 fts Event Mean Concentration of Pollutant, EMC 60 mg/I Annual Mass Load, Mrota� 825.95 Ibs Filter System Filtration brand StormFilter Cartridge height 12 in Specific Flow Rate 1.00 gpm/ftZ Number of cartridges-mass loading Mass removed by pretreatment system, MPfe 412.97 Ibs Mass load to filters after pretreatment, MPa�� 412.97 Ibs Estimate the required filter efficiency, Efi�ter 0.60 Mass to be captured by filters, M,;,1ef 247.78 Ibs Allowable Cartridge Flow rate, Q�rt 5.00 Mass load per cartridge, M�rt(Ibs) 24.00 Ibs Number of Cartridges required, Nmass 11 Treatment Capacity 0.12 cfs Determine Critical Sizing Value Number of Cartridges using Qrelease�reat� Nno,�, 5 �I Method to Use: MASS-LOADING SUMMARY Treatment Flow Rate, cfs 0.12 Cartridge Flow Rate, gpm 5.0 Number of Cartridges 11 1 of 1 Determining Number of �\I/G A %..=NTE �"� Cartridges for Systems ENGINEERED SOLUTIONS Downstream of Detention CONTECH Stormwater Solutions Inc. Engineer: CRH Date 5/22/2013 Site Information Project Name FieldBrook Commons -TDA 2 Project State Washington Project Location Renton Drainage Area, Ad 3.49 ac Impervious Area,Ai 1.92 ac Pervious Area,Ap 1.57 % Impervious 55% Runoff Coefficient, Rc 0.55 Upstream Detention System Peak release rate from detention, Qreleasepeak 1.80 cfs Assume Max SFMH capacity Treatment release rate from detention, Q�elease treat 0.05 cfs Detention pretreatment credit 50% (from removal efficiency calcs) Mass loading calculations Mean Annual Rainfall, P 36 in , Agency required % removal 80% Percent Runoff Capture 90% Mean Annual Runoff,V, 223,757 ft' Event Mean Concentration of Pollutant, EMC 60 mg/I Annual Mass Load, M�ota� 837.61 Ibs Filter System Filtration brand StormFilter Cartridge height 18 in Specific Flow Rate 1.00 gpm/ftZ Number of cartridges -mass loading Mass removed by pretreatment system, MP�e 418.81 Ibs Mass load to filters after pretreatment, MPa�� 418.81 Ibs Estimate the required filter e�ciency, Ef�ter 0.60 Mass to be captured by filters, Mf�ter 251.28 Ibs Allowable Cartridge Flow rate, Q�rt 7.50 Mass load per cartridge, M�rt(Ibs) 36.00 Ibs Number of Cartridges required, Nmass 7 Treatment Capacity 0.12 cfs Determine Critical Sizing Value Number of Cartridges using Qre�ease treat� Nflow 3 Method to Use: MASS-LOADING SUMMARY I Treatment Flow Rate, cfs 0.12 �' Cartridge Flow Rate, gpm 7.5 I Number of Cartridges 7 1 of 1 BASIC DISPERSION AND INFILTRATION SIZING The Project proposes to utilize basic dispersion for Buildings H, K and L (16,585 s.f.) as depicted on the storm drainage plans. Flow to each 50-foot gravel trench will not exceed 0.50 cfs per Figure C.2.1.D of the Manual. The dispersion trenches for the Site are designed for no more than 700 square feet of impervious surface per 10-feet of dispersion trench. Each trench will have length of 50-feet; therefore, a maximum of 3,500 square feet of impervious surface may drain to each 50-foot trench with notch board per Appendix C.2.4.4 of the Manual. The project will utilize limited infiltration, by drywells, for buildings C, D, E, G, J, M, N and the Recreation Building (44,080 s.f.). Please see the sizing of the drywells below. Sizing is per Appendix C.2.3.4 of the Manual. Drywell Table Bldg Invert Top of Bottom of Surface Area of Tributary Volume of Drywell Soil Type* Served Min FG Groundwater EI Invert In Out Trench Trench Drywell Area Drywell D1 SandyLoam C 416.50 TBD 413.60 413.60 414.60 409.00 216 3060 1210 D2 Sandy Loam C/D 418.67 <410.50 416.67 416.67 417.67 413.00 775 8940 3620 D3 Sandy Loam G 422.30 TBD 420.30 420.30 421.30 417.30 575 6000 2300 D4 Sandy Loam E 422.00 <419.5 420.00 420.00 421.00 417.80 880 7060 2816 D5 Sandy Loam J 424.50 TBD 422.10 422.10 423.10 419.40 645 6275 1387 D6 Gravel Sandy Loam REC 428.50 <419.5 426.00 426.00 427.00 425.00 510 2500 1020 , D7 Loam M 430.00 <420.0 427.10 427.10 428.10 425J5 725 2940 1700 � D8 Sandy Loam M/N 428.80 <422.5 426.80 426.80 427.80 426.00 1030 4840 1850 D9 Sandy Loam N 429.05 <421.0 426.80 426.80 427.80 425.80 510 2465 1020 ', *Cubic feet of gravel required per 1,000 s.f. of impervious tributary area: I Sandy Loam = 380 c.f. , Loam = 570 c.f. 02013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 40 of 66 ' Technical Information Report City of Renton � SECTION V ' CONVEYANCE SYSTEM ANALYSIS AND DESIGN ' Per Core Requirement, #4 of the KCSWDM, the conveyance 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 will be used to calculate the Q-Ratio for each pipe node. , A conveyance system consisting primarily of pipes and catch basins will be designed for the Project. Onsite runoff from PGIS will be collected by the multiple catch basins. Pipes are typically twelve-inch and eighteen-inch diameter LCPE material. �,2013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 41 of 66 � Technical Information Report City of Renton �I I — I TDA 1 BACKWATER ANALYSIS Storm Walcr Runoff V�riablcs: A= Total of Subasin aud TriUutary Areas C= Runoff Cocfficient(the anticipated proportion of rainfall volume that runs off thc arca)scc 2009 ICCSWM Table 3.2.1 A C�= Compositc Runoff Coefficient Cc �C��`A„)�nT„�,,i T� 'Time of Concentration(Typically 6.3 minutcs which is the minimum valuc used in calculations) R= dcsign return frequency i�i Unit peak rainfall intensity factor �a ��K)("��)^(-bR) aR,bK coefficients from '09 I{CSWM Table 3.2.1.8 used to adjust tl�c equation for the design storm IR Peak rainfall uitcnsity factor for a storm of return frcqucncy'R' *• IR PR 1R P2 tot�l precipitation(u�clies)for ihe 24-hour storm event f�or tl�e given Crcyucncy. Sec Issopluvial Maps in 2009 KCSW M 1'igures�.2.I.A-D Q�t= peuk 17ow(cfs)for a storm of return frequency'R' QR C�*1R*A The Q-Ratio describes the ratio of the tributary flowto the mlin upstream flow. R=—"year storm aR 2.61 UR 0.63 I'R—inclies Conveyance Systcm Variables: d= pipe diameter n= Manning's Numlx:r 1— Icngth of pipc U2013 D, R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 42 of 66 Technical Information Report City of Renton _ _ __ I Pipe Structures Subasins& A A C CC Tc iR IR QR 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 FROMCB ToC6 sf Ac Ac Atin. cfs cfs in ft % ft ft ft cfs fps CBp6 TO INLET 1 6 6 5 6 9900 0.23 0.76 6.3 0.82 3.19 0.55 0.55 0.00 12 N-12 0.012 93 4.15 419.24 415.39 422.24 7.88 10.04 0 2 5 5 4 5 24590 0.56 0.55 6.3 0.82 3.19 0.99 1.54 1.80 12 N-12 0.012 177 3.12 415.39 409.85 420.39 6.84 8.71 2.14 2 RUN401-4 5376 0.12 0.75 4 4 3 4 29270 0.67 0.64 4 4 3 4 34645 0.80 0.66 6.3 0.82 3.19 1.67 3.21 1.09 18 �12 0.012 124 3.49 409.35 405.02 416.84 21.32 12.06 86.61 4 3 3 2 3 7490 0.17 0.86 6.3 0.82 3.19 0.47 3.68 0.15 18 N-12 0.012 18 5.75 405.02 404 417.43 27.35 15.48 78.89 4 2 2 1 2 7782 0.18 0.89 6.3 0.82 3.19 0.51 4.19 0.14 18 �12 0.012 37 7.76 404.00 40'1.1 418.46 31.78 17.99 76.98 4 1 1 INLET 1 1 705 0.02 0.25 6.3 0.82 3.19 0.01 4.20 0.00 18 N-12 0.012 5 2.00 401.10 401 417.65 16.14 9.13 91.78 4 CBk10 TO INLET 2 10 10 9 10 14830 0.34 0.52 6.3 0.82 3.19 0.57 0.57 0.00 'I2 N-12 0.012 33 4.39 419.52 418.08 422.52 8.11 10.33 0 2 9 9 8 9 13270 0.30 0.53 6.3 0.82 3.19 0.52 1.09 0.90 12 f�12 0.012 230 1.17 416.08 415.4 421.08 4.18 5.32 '123.98 2 8 8 7 8 27915 0.64 0.35 6.3 D.82 3.19 0.72 1.81 0.67 12 f�12 0.012 91 13.35 415.40 403.27 420.40 14.14 18.00 0 2 7 7 INLET 2 7 3540 0.08 0.58 6.3 D.82 3.'19 0.15 1.96 0.08 12 N-12 0.012 23 10.00 403.27 401 414.98 12.24 15.58 67.88 4 CBfW01 TO CBM4 40'I 401 4 401 5375 0.'12 0.75 6.3 0.82 3.19 0.29 0.29 0.00 12 N-12 0.012 94 1.65 411.40 409.85 414.40 4.96 6.32 0 2 02013 D.R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 43 of 66 Technical Information Report City of Renton TDA 2 BACKWATER ANALYSIS Storm Waterl2unoff Variables: A= Total of Subasin and TriUutary Areas C= Runoff Cocfficient (the anticipated proportion of rainfall volume that runs off thc arca)see 2009 KCSWM Table 3.2.1A C�= Composite Runoff Coefficient C�= S(C�*A�)/A.roia� T = Time of Concentration(Typically 6.3 minules which is thc minimum value u5ed in calculations) R= desi�,m return frequeucy i«— Unit pe�k rainfall intcnsity factor 1R- �'3R��T��'UR� aR,bR= coefCicients from'U9 KCSWM Table 3.2.1.B used to adjust the equation for the design stonn 1R Pcak rainfall intensity fuctor for a storm of return frequency'K' .• IR PR 1R P��= total prccipitation(inches) for the 24-hour storm cvent for the given frequency. Scc Issopluvial Maps in 2009 KCSWM Figures 3.2.1.A-D QR peak [low(cfs)for a storm of retivn frequency'R' QR C�*iR*A I'he O-Katio describes tl�e ratio of the tributary tlowto tl�e main upstream flow R=--ycar storm aR 2.61 bR 0.63 P�i—inches Convc��ance System Variables: d= pipe diameter n= Manning's NumUcr 1- lenglh of pipc n2013 D.R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 44 of 66 'I Technical Information Report City of Renton Pipe Structures Subasins& A A C CC Tc IR �2 QR SQR Q- d Material n I Slope invert invert over- Q V Bend CB Tributaries subasin Rata in out flow Full Full Dia elev. Fbw Fbw FROMCB ToCB sf Ac Ac Min. cfs cis in ft % ft ft ft cfs fps CB/F16 TO INLET 1 16 16 15 16 13650 0.31 0.73 6.3 0.82 3.19 0.73 0.73 0.00 12 f�F�12 0.012 56 3.59 426.28 424.26 429.28 7.33 9.34 0 2 RUN1501•15 2440 0.06 0.61 15 15 14 15 9090 0.21 0.33 15 15 14 15 11530 0.26 0.39 6.3 0.82 3.19 0.33 1.05 0.45 12 fa 12 0.012 139 2.93 424.26 420.19 429.92 6.63 8.44 47.38 4 RUN 1401-14 14000 0.32 0.83 14 14 13 14 8570 0.20 0.40 14 14 13 14 22570 0.52 0.67 6.3 0.82 3.19 1.11 2.16 1.05 12 N�12 0.012 67 2.82 420.19 418.3 427.36 6.50 8.27 6227 4 13 13 12 13 1300 0.03 0.25 6.3 0.82 3.19 0.02 2.18 0.01 12 f�12 0.012 85 2.82 418.30 415.91 427.96 6.50 8.27 39.63 4 12 12 11 12 5364 0.12 0.70 6.3 0.82 3.19 0.28 2.46 0.13 18 f�12 0.012 77 2.81 415.41 413.25 427.23 19.13 10.82 45.17 4 11 11 WLET 1 11 11381 0.26 0.80 6.3 0.82 3.19 0.67 3.13 0.27 18 N-12 0.012 15 4.97 413.25 412.5 426.59 25.45 14.40 0 4 CB1F24 TO INLET 2 24 24 23 24 3100 0.07 0.28 6.3 0.82 3.19 0.06 0.06 0.00 12 N-12 0.012 133 1.76 426.48 424.14 429.48 5.14 6.55 0 2 RUN 2301-23 1785 0.04 0.64 23 23 22 23 9495 0.22 0.81 23 23 22 23 11280 0.26 0.79 6.3 0.82 3.19 0.65 0.71 10.15 12 f�12 0.012 105 1.00 424.14 423.09 427.96 3.88 4.94 93.95 2 22 22 21 22 20065 0.46 0.65 6.3 0.82 3.19 0.95 1.67 1.34 12 f�12 0.012 78 0.99 423.09 422.31 428.84 3.86 4.91 11.56 4 21 21 20 21 3770 0.09 0.78 6.3 0.82 3.19 0.22 1.88 0.13 12 �12 0.012 70 1.00 422.31 421.61 429.51 3.88 4.93 18.03 4 20 20 19 20 3235 0.07 0.27 6.3 0.82 3.19 0.06 1.95 0.03 12 �12 0.012 56 1.01 421.61 421.05 430.10 3.88 4.94 47.88 4 19 19 18 19 3085 0.07 0.59 6.3 0.82 3.19 0.13 2.08 0.07 12 N-12 0.012 81 5.41 421.05 416.68 429.62 9.00 11.46 48.3 4 I 18 18 17 18 11950 0.27 0.46 6.3 0.82 3.19 0.40 2.48 0.19 12 N�12 0.012 65 5.01 416.68 413.43 426.51 8.66 11.03 45.92 4 17 17 INLEi2 17 2020 0.05 0.71 6.3 0.82 3.19 0.10 2.59 0.04 12 N�12 0.012 8.7 4.95 413.43 413 427.13 8.61 10.96 52.23 4 CBtt�501 TO C61�16 1501 1501 15 1501 2440 0.06 0.61 6.3 0.82 3.19 0.11 0.11 0.00 12 N�12 0.012 125 1.00 425.51 424.26 426.51 3.87 4.93 0 2 CB#140'I TO CB1F14 I 1401 1401 14 1401 14000 0.32 0.83 6.3 0.82 3.19 0.85 0.85 0.00 12 �12 0.012 140 1.00 421.59 420.19 424.59 3.87 4.93 0 2 � CB#2301 TO CBIF23 2301 2301 23 2301 1785 0.04 0.64 6.3 0.82 3.19 0.08 0.08 0.00 12 fV�12 0.012 44 1.00 424.58 424.14 427.58 3_86 4.92 0 2 02013 D.R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 45 of 66 Technical Information Report City of Renton BACKWATER ANALYSIS MAP 02013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 46 of 66 Technical Information Report City of Renton � ' w Z m CB 14 c� �, � PER1/IOUS=6,530 SF. w o Q CB 1401 lMPER I/lOUS=2,040 S.F. o � � � N PERVIOUS=1,500 S.F. � � y p N IMPERI/IOUS=12,500 S.F. Cg 13 � � o Z 4 � CB 6 PER�IOUS=1,300 S.F. 4 c� 2 N � lMPERVIOUS=0 S.F. CB 12 a � � PER l/IOUS=2,200 S.F. PER�IOUS=1,650 S.F. lMPER 1/IOUS=7,700 S.F. � $ � IMP l/IOUS=3,714 S.F. � i w o z � � �� . -- � w $ � �P US=1 30 .F. �' � ( � CB 401 ( I ��I,Q�PE� OUS 1 285 S.F. % I � PER 1/IOUS=1,250 S F. ? � ' IMPERVIOUS=4,125 S F. ----- � '� _ I I � I ( � � �_ -- , r�� i �RV7Z)Z7.��-1;6�a- , __----- " l \ � I i I , �1 I 1 i IMl'�f�l�b�U �6¢��S �------ ---i------ ' I i� CB 3 � PERVIOUS=425 S.F. ,� � ( 1 I 1 ` Y 1 `� a IMPER�IOUS 7,065 S.F. tt � , I � ' � 1 �'� � � , �' - � �ott ! , . C o e � 1 ~ CB 8 � , i PER l/IOUS=1,750 S.F. UIOt�S– 95 .F. ` lMPER 1/IOUS=9,631 S.F. � I PER UIOUS=4,420 . � � ; r � � I f CB 17 � � PERVIOUS=600 S.F. IMPER 1/IOUS=1,420 S.F. V� --��'_=- - -- �`_---o�"// O � — � CB 18 � � � CB 1 PERVI0US=8,150 S F. � � PER1/IOUS=705 S.F. CB 9 CB 15 � IMPERI/IOUS=3,800 S.F. � IMPER lilOUS=0 S.F. PER l/IOUS=7,560 S.F. PER l�l'OUS=8,025 S F. � CB 2 /MPER UIOUS=5,710 S F. IMPER�IOUS=1,065 S.F. , CB �9 V � PER I/IOUS=1,470 S F. Z PER lilOUS=82 S.F. CB 10 CB 1501 /MPER�lOUS=l,615 S.F. IMPERI/IOUS=7,700 S.F. PERli10US=8,565 S.F. O � CB 7 IMPERVJDUS=6,265 S.F. PER 1/IOUS=1,090 S.F. PER l/IDUS=1,750 S F. IMPER 190US=1,350 S.F. /` O � IMPER t/lOUS=1,790 S.F. PERVI0US=3,650 S F. / � m � IMPER l/IOUS=10,000 S.F. � r Q U CB 20 � � J m PER l/IOUS=3,125 S.F. � W IMPERVI0US=110 S.F. , � CB 21 � ' PERU10US=670 S.F. � lMPERVIOUS=3,100 S.F. � -. CB 24 CB 22 PER�lOUS=2,950 S F. PERVIOUS=7,743 S.F. � --'—" --- lMPERIiIOUS=f50 SF. lMPER�IOUS=12,322 S.F. � j CB 2301 CB 23 PERt/IOUS=705 S.F. PERVI0US=1,285 S.F. IMPER VIOUS=1,O80 S.F. IMPER�IOUS=B,210 S.F. NORTH GRAPHIC SCALE ORAFTED BY.• yLP 0 50 100 150 oEs�cr�Ea ar• rcP � � PROJECT ENG/NE£R: MAJ DA7E• Q�3R13 1 INCH = 100 FT. PRa.+�crroo.: rrasz R:\2011\0\i1062\3\Drawings\Base\3BW11062.dwg 12/2/2013 10:59:34 AM PST ORaw/NG 1 COPYRIGHT OO 2013, D.R. STRONG CONSULTING ENGWEERS INC. SH£ET.� � TDA 1 BACKWATER ANALYSIS RESULTS BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB#6 TO INLET l.bwp Surcharge condition at intermediate junctions Tailwater Elevation:413.66 feet Discharge Range:0.55 to 4.2 Step of 0.365 [cfs] Overflow Elevation:422.24 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. l: 5 LF - 18"CP @ 2.00g OUTLET: 401.00 INLET: 401.10 INTYP: 5 JUNC NO. 1: OVERFLOW-EL: 417.65 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *********************�************************��*****************�*****�******* 0.55 12.56 413.66 * 0.012 0.28 0.19 12.66 12.66 12.56 12.56 0.36 0.92 12.57 413.67 * 0.012 0.36 0.25 12.66 12.66 12.56 12.57 0.47 1.28 12.58 413.68 * 0.012 0.43 0.29 12.66 12.66 12.56 12.58 0.57 1.64 12.59 413.69 * 0.012 0.49 0.33 12.66 12.66 12.56 12.59 0.66 2.01 12.60 413.70 * 0.012 0.54 0.36 12.66 12.66 12.56 12.60 0.74 2.38 12.61 413.71 * 0.012 0.59 0.39 12.66 12.66 12.56 12.61 0.81 2.74 12.63 413.73 * 0.012 0.63 0.42 12.66 12.66 12.56 12.63 0.89 3.11 12.65 413.75 * 0.012 0.68 0.45 12.66 12.66 12.56 12.65 0.96 3.47 12.67 413.77 * 0.012 0.72 0.48 12.66 12.66 12.56 12.67 1.03 3.84 12.70 413.80 * 0.012 0.75 0.50 12.66 12.66 12.57 12.70 1.10 4.20 12.73 413.83 * 0.012 0.79 0.53 12.66 12.66 12.57 12.73 1.17 PIPE NO. 2: 37 LF - 18"CP @ 7.76$ OUTLET: 401.10 INLET: 404.00 INTYP: 5 JUNC N0. 2: O�IERFLOW-EL: 418.46 BEND: 76 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.14 Q(CFS) HW(FT} HW ELEV. * N-FAC DC DN TW DO DE HWO HWI **�*****+*********************��*******************�****�********************* 0.55 9.67 413.67 * 0.012 0.28 0.14 12.56 12.56 9. 67 9.67 0.31 0.91 9.68 413.68 * 0.012 0.36 0.18 12.57 12.57 9.67 9.68 0.43 1.28 9.69 413.69 * 0.012 0.43 0.21 12.58 12.58 9.68 9.69 0.52 1.64 9.71 413.71 * 0.012 0.49 0.24 12.59 12.59 9.69 9.71 0.61 2.00 9.74 413.74 * 0.012 0.54 0.26 12.60 12.60 9.71 9.74 0.69 2.37 9.77 413.77 * 0.012 0.59 0.28 12.61 12.61 9.73 9.77 0.76 2.73 9.81 413.81 * 0.012 0.63 0.30 12.63 12.63 9.75 9.81 0.83 3.10 9.85 413.85 * 0.012 0.67 0.32 12. 65 12.65 9.78 9.85 0.90 3.46 9.90 413.90 * 0.012 0.71 0.34 12.67 12.67 9.81 9.90 0. 97 ' 3.82 9.96 413.96 * 0.012 0.75 0.36 12.70 12.70 9.84 9.96 1.03 4.19 10.01 414.01 * 0.012 0.79 0.37 12.73 12.73 9.88 10.01 1.10 PIPE N0. 3: 17 LF - 18"CP @ 5.75$ OUTLET: 404.00 INLET: 405.02 INTYP: 5 JUNC N0. 3: OVERFLO�d-EL: 417.43 BEND: 78 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.15 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *******************��***********�************************************�**�*��*�x 0.48 8.66 413.68 * 0.012 0.26 0.14 9.67 9.67 8.66 8.66 0.30 0.80 8.66 413.68 * 0.012 0.34 0.18 9.68 9.68 8.66 8.66 0.4� 1.12 8.68 413.70 * 0.012 0.40 0.21 9.69 9.69 8.67 8.68 0.50 1.44 8.71 413.73 * 0.012 0.46 0.24 9.71 9.71 8.70 8.71 0.58 1.76 8.75 413.77 * 0.012 0.50 0.26 9.74 9.74 8.73 8.75 0.65 2.08 8.79 413.81 * 0.012 0.55 0.29 9.77 9.77 8.76 8.79 0.72 2.40 8.84 413.86 * 0.012 0.59 0.31 9.81 9.81 8.80 8.84 0.78 2.72 8.90 413.92 * 0.012 0.63 0.32 9.85 9.8� 8.84 8.90 0. 85 3.04 �. 97 _-3.99 * 0. �12 u. F? 0.�4 ,.°0 � .°C 8. 89 �.9? 0. 91 ,��2013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 47 of 66 Technical Information Report City of Renton 3.36 9.04 414.�0 * 0.01� 0.7� u.36 9. y'o y.y6 8. y� �.�4 0. 9; 3.68 9.12 414.14 * 0.012 0.74 0.38 10.01 10.01 9.01 9.12 1.G3 PIPE N0. 4: 124 LF - 18"CP @ 3.490 OUTLET: 405.02 INLET: 409.35 INTYP: 5 JUNC NO. 4: OVERFLOW-EL: 416.84 BEND: 86 DEG DIA/WIDTH: 4.0 Q-RATIO: 1.09 Q(CFS) HW(FT) H�rI ELEV. * N-FAC DC DN TW DO DE HWO H�^I� *�***********+***xx�x�********�***x�****�**�****�****************************�x 0.42 4.34 413.69 * 0.012 0.24 0.15 8.66 8.66 4.34 4.34 0.3Q 0.70 4.34 413.69 * 0.012 0.32 0.19 8.66 8.66 4.34 4.34 0. 9C 0.98 4.38 913.73 * 0.012 0.37 0.22 8.68 8.68 4.36 4.38 0.48 1.26 4.42 413.77 * 0.012 0.42 0.25 8.71 8.71 4.40 4.42 0.56 1.53 4.47 413.82 * 0.012 0.47 0.28 8.75 8.75 4.44 4.47 0.63 1.81 4.54 413.89 * 0.012 0.51 0.30 8.79 8.79 4.50 4.54 0.69 2.09 4.61 413.96 * 0.012 0.55 0.32 8.89 8.84 4.56 4.61 0.75 2.37 4.69 414.04 * 0.012 0.59 0.34 8.90 8.90 4.63 4.69 0.82 2.65 4.79 414.14 * 0.012 0.62 0.36 8.97 8.97 9.71 4.79 0.88 2.93 4.90 414.25 * 0.012 0.66 0.38 9.04 9.04 9.79 4.90 0.94 3.20 5.01 914.36 * 0.012 0.69 0.40 9.12 9.12 4.89 5.01 1. 00 PIPE N0. 5: 177 LF - 12"CP @ 3.12% OUTLET: 409.85 INLET: 415.39 INTYP: 5 JUNC N0. 5: OVERFLOW-EL: 420.39 BEND: 2 DEG DIA/b'�IDTH: 2.0 Q-RATIO: 1.30 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO H[�7I *�***************�****�******�**�********��**��*****************************x�� 0.20 0.23 415.62 * 0.012 0. 19 0.12 3.84 3.84 0.19 ***** 0.23 0.33 0.31 415.70 * 0.012 0.29 0.16 3.84 3.84 0.24 ***** 0.31 0.47 0.37 415.76 * 0.012 0.29 0.18 3.88 3.88 0.29 ***** 0.37 0.60 0.43 415.82 * 0.012 0.33 0.21 3.92 3.92 0.33 ***** 0.�3 0.73 0.48 415.87 * 0.012 0.36 0.23 3.97 3.97 0.36 ***** O.�i8 0.87 0.53 415.92 * 0.012 0.40 0.25 4.04 4.04 0.40 ***** 0.53 1.00 0.58 415.97 * 0.012 0.43 0.26 4.11 4.11 0.43 ***** 0.53 1.13 0.62 416.01 * 0.012 0.45 0.28 4.19 4.19 0.45 ***** 0. 62 1.27 0.67 416.06 * 0.012 0.48 0.30 4.29 4.29 0.48 ***** O.o? 1.40 0.71 416.10 * 0.012 0.51 0.31 4.40 4.40 0_51 ***** 0.71 1.53 0.76 416.15 * 0.012 0.53 0.33 4.51 4.51 0.53 ***** 0.76 PIPE NO. 6: 92 LF - 12"CP @ 4.15% OUTLET: 415.39 INLET: 419.24 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HW= *�***�**********************��**�***�************�***x*******�******��*******�x 0.07 0.13 419.37 * 0.012 0.11 0.07 0.23 0.23 0.11 ***** 0.13 0.12 0.17 419.41 * 0.012 0.15 0.09 0.31 0.31 0.15 ***** 0.17 0.17 0.20 419.44 * 0.012 0.17 0.11 0.37 0.37 0.17 ***** 0.20 0.21 0.24 419.48 * 0.012 0.20 0.12 0.43 0.43 0.20 ***** 0.24 0.26 0.27 919.51 * 0.012 0.22 0.13 0.48 0.48 0.22 ***** 0.27 0.31 0.29 419.53 * 0.012 0.23 0.14 0.53 0.53 0.23 ***** 0.29 0.36 0.32 419.56 * 0.012 0.25 0.15 0.58 0.58 0.25 ***** 0.32 0.40 0.34 419.58 * 0.012 0.27 0.16 0.62 0.62 0.27 ***** 0.34 0.45 0.36 419.60 * 0.012 0.28 0.17 0.67 0.67 0.28 ***** 0.36 0.50 0.38 419.62 * 0.012 0.30 0.18 0.71 0.71 0.30 ***** 0.38 0.55 0.40 419.54 * 0.�12 C.31 0.1R C.76 0.76 0.31 �x*** 0.40 �2013 D. R. STRONG Consulting Engineers Inc. Fieidbrook Commons Page 48 of 66 Technical Information Report City of Renton BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB#10 TO INLET 2.bwp Surcharge condition at intermediate junctions Tailwater Elevation:413.66 feet Discharge Range:0.57 to 1.96 Step of 0.139 [cfs] Overflow Elevation:422.52 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE N0. l: 22 LF - 12"CP @ 10.00$ OUTLET: 401.00 INLET: 403.27 INTYP: 5 JUNC N0. 1: OVERFLOW-EL: 414.98 BEND: 67 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.08 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO Hti^]I **********�*+��*�***********�***********��*�*************************x�*�***�* 0.57 10.41 413.68 * 0.012 0.32 0.15 12.66 12.66 10.40 10.41 0.38 0.71 10.42 413.68 * 0.012 0.36 0.17 12.66 12.66 10.40 10.42 0.44 0.85 10.43 413.70 * 0.012 0.39 0.18 12.66 12.66 10.40 10.43 0.49 0.99 10.44 413.71 * 0.012 0.42 0.20 12.66 12.66 10.40 10.44 0.54 1.13 10.45 413.72 * 0.012 0.45 0.21 12.66 12.66 10.41 10.45 0.58 1.26 10.47 413.74 * 0.012 0.48 0.22 12.66 12.66 10.41 10.47 0.63 1.40 10.49 413.76 * 0.012 0.51 0.23 12.66 12.66 10.42 10.49 0.67 1.54 10.51 413.78 * 0.012 0.53 0.25 12.66 12.66 10.43 10.51 0.72 1.68 10.53 413.80 * 0.012 0.56 0.26 12.66 12.66 10.43 10.53 0.76 1.82 10.55 413.82 * 0.012 0.58 0.27 12.66 12.66 10.44 10.55 0.80 1.96 10.58 413.85 * 0.012 0.60 0.28 12.66 12.66 10.45 10.58 0.84 2.10 10.61 413.88 * 0.012 0.62 0.29 12.66 12.66 10.46 10.61 0.89 PIPE NO. 2: 90 Lr - 12"CP @ 13.35°s OUTLET: 403.27 INLET: 415.40 INTYP: � JUNC N0. 2: OVERFLOY7-�L: 420.40 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.67 Q(CFS) HW(FT} HW ELEV. * N-FAC DC DN TW DO DE HWO HZ�7I ********************��***�***�**************************�******************xx* 0.53 0.35 415.75 * 0.012 0.31 0.14 10.41 10.41 0.31 ***** 0.35 0.65 0.40 415.80 * 0.012 0.34 0.15 10.42 10.42 0.34 ***** 0.40 0.78 0.45 415.85 * 0.012 0.37 0.17 10.43 10.43 0.37 ***** O.S5 0.91 0.49 415.89 * 0.012 0.41 0.18 10.44 10.44 0.41 ***** 0.=9 1.04 0.54 415.94 * 0.012 0.43 0.19 10.45 10.45 0.43 ***** 0.54 1.17 0.58 415.98 * 0.012 0.46 0.20 10.47 10.47 0.46 ***** 0.58 1.30 0.62 416.02 * 0.012 0.49 0.21 10.49 10.49 0.99 ***** 0.62 1.42 0.66 416.06 * 0.012 0.51 0.22 10.51 10.51 0.51 ***** 0.66 1.55 0.70 416.10 * 0.012 0.53 0.23 10.53 10.53 0.53 ***** 0.70 1.68 0.74 416.14 * 0.012 0.56 0.24 10.55 10.55 0.56 ***** 0.74 1.81 0.78 416.18 * 0.012 0.58 0.25 10.58 10.58 0.58 ***** 0.78 1.94 0.81 416.21 * 0.012 0.60 0.26 10.61 10.61 0.60 ***** 0.81 PIPE N0. 3: 229 LF - 12"CP @ 1.17� OUTLET: 415.40 INLET: 418.08 INTYP: 5 JUNC N0. 3: OVERFLOW-EL: 421.08 BEND: 90 DEG DIA/V7IDTH: 2.0 Q-RATIO: 0.90 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HTidI ********************************�*�*�*******�*�**************�***************� * 0.32 0.31 418.39 * 0.012 0.24 0.19 0.35 0.35 0.24 ***** 0.31 ' 0.39 0.35 418.43 * 0.012 0.26 0.21 0.40 0.40 0.26 ***** 0.35 0.47 0.39 418.47 * 0.012 0.29 0.23 0.45 0.45 0.29 ***** 0.�9 0.55 0.42 418.50 * 0.012 0.31 0.25 0.49 0.49 0.31 ***** 0.42 0.62 0.45 418.53 * 0.012 0.33 0.27 0.54 0.54 0.33 ***** 0.==� 0.70 0.48 418.56 * 0.012 0.35 0.28 0.58 0.58 0.35 ***** 0.'8 0.78 0.51 418.59 * 0.012 0.37 0.30 0.62 0.62 0.37 ***** 0.�1 0.86 0.54 418.62 * 0.012 0.39 0.31 0.66 0.66 0.39 ***** 0.5� 0.93 0.57 418.65 * 0.012 0.41 0.33 0.70 0.70 0.41 ***** 0.5; 02013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 49 of 66 Technical Information Report City of Renton 1.01 0.60 418.68 * 0.012 0.43 0.34 0.74 0.74 0.43 ***** 0.60 1.09 0.63 418.71 * 0.012 0.44 0.35 0.78 0.78 0.44 ***** 0.63 1.16 0.65 418.73 * 0.012 0.46 0.37 0.81 0.81 0.46 ***** 0.65 PIPE N0. 4: 32 LF - 12"CP @ 4.39$ OUTLET: 418.08 INLET: 419.52 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ********�*********************�**********�****�*�*********�x******************* 0.17 0.20 419.72 * 0.012 0.17 0.10 0.31 0.31 0.17 ***** 0.20 0.21 0.23 419.75 * 0.012 0.19 0.12 0.35 0.35 0.19 ***** 0.23 0.25 0.25 419.77 * 0.012 0.21 0.12 0.39 0.39 0.21 ***** 0.25 0.29 0.28 419.80 * 0.012 0.23 0.13 0.42 0.42 0.23 ***** 0.28 0.33 0.30 419.82 * 0.012 0.24 0.14 0.45 0.45 0.24 ***** 0.30 0.37 0.32 419.84 * 0.012 0.26 0.15 0.48 0.48 0.26 ***** 0.32 0.41 0.34 419.86 * 0.012 0.27 0.16 0.51 0.51 0.27 ***** 0.34 0.45 0.36 419.88 * 0.012 0.28 0.17 0.54 0.54 0.28 ***** 0.36 0.49 0.38 419.90 * 0.012 0.30 0.17 0.57 0.57 0.30 ***** 0.38 0.53 0.39 419.91 * 0.012 0.31 0.18 0.60 0.60 0.31 ***** 0.39 0.57 0.41 419.93 * 0.012 0.32 0.18 0.63 0.63 0.32 ***** 0.41 0.61 0.43 419.95 * 0.012 0.33 0.19 0.65 0.65 0.33 ***** 0.43 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB#401 TO CB#4.bwp Surcharge condition at intermediate junctions Tailwater Elevation:414.36 feet Discharge Range:0.29 to 0.29 Step of 0.29 [cfs] Overflow Elevation:414.4 feet Weir:NONE u�stream Velocity:0. feet/sec PIFE NO. l: 94 LF - 12"CP @ 1.65% OUTLET: 409.85 INLET: 411.40 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI **+xxx***x**********�*********************�*��*******�*******�********�*�****** 0.29 2.97 41a.37 * 0.�12 C.23 0.17 4.51 5.51 2 .97 2.97 0.29 ��2013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 50 of 66 Technical Information Report City of Renton TDA 2 BACKWATER ANALYSIS RESULTS BACKWATER COMPUTER PROG�M FOR PIPES Pipe data from file:CB#16 TO INLET l.bwp ` Surcharge condition at intermediate junctions Tailwater Elevation:423.51 feet I, Discharge Range:0.73 to 3.13 Sten ot 0.24 [�=s] Overflow Elevation:429.28 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 15 LF - 18"CP @ 4.97`j OJTLr.�: 412.50 IPdL�i: 413.25 INT','F: � JUNC N0. 1: OVERFLOW-EL: 426.59 BEND: 0 DEG DTA/WIDTH: 4.0 Q-RATIO: 0.27 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN 1W DO DE H1�70 H[^�I *******�***��****************�****x*�************�********x***********��****�_� 0.73 10.27 423.52 * 0.012 0.32 0.18 11.01 11.01 10.27 10.27 0.39 0.97 10.27 923.52 * 0.012 0.37 0.21 11.01 11.01 10.26 10.27 0.46 1.21 10.27 923.52 * 0.012 0.42 0.23 11.01 11.01 10.26 10.27 0.52 1.45 10.27 423.52 * 0.012 0.46 0.25 11.01 11.01 10.26 10.27 0.58 1.69 10.28 423.53 * 0.012 0.49. 0.27 11.01 11.01 10.26 10.28 0.63 1.93 10.28 423.53 * 0.012 0.53 0.28 11.01 11.01 10.26 10.28 0.68 2.17 10.29 423.54 * 0.012 0.56 0.30 11.01 11.01 10.27 10.29 0.73 2.41 10.30 423.55 * 0.012 0.59 0.32 11.01 11.01 10.27 10.30 0.77 2.65 10.30 423.55 * 0.012 0.62 0.33 11.01 11.01 10.27 10.30 0.82 2.89 10.31 423.56 * 0.012 0.65 0.35 11.01 11.01 10.27 10.31 0. 86 � � 3.13 10.32 423.57 * 0.012 0.68 0.36 11.01 11.01 10.27 10.32 0. 90 PIPE N0. 2: 76 LF - 18"CP @ 2.81a OUTLET: 413.25 INLET: 415.41 INTYP: 5 JUNC NO. 2: OVERFLO'r�-EL: 427.23 BEND: 45 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.13 Q(CFS) HW(FT) H[�I ELEV. * N-FAC DC DN TW DO DE HWO HW� *********************�****��+*****�*��*,�*�*�**��*�*************************�**_ 0.57 8.12 423.53 * 0.012 0.29 0.18 10.27 10.27 8.12 8.12 0.36 0.76 8.11 423.52 * 0.012 0.33 0.21 10.27 10.27 8.11 8.11 0.41 0.95 8.11 423.52 * 0.012 0.37 0.23 10.27 10.27 8.11 8.11 0.47 1.14 8.12 423.53 * 0.012 0.40 0.25 10.27 10.27 8.12 8.12 0.51 1.33 8.13 923.54 * 0.012 0.44 0.27 10.28 10.28 8.13 8.12 0.55 1.52 8.14 423.55 * 0.012 0.47 0.29 10.28 10.28 8.14 8.13 0.59 1.71 8.15 423.56 * 0.012 0.50 0.31 10.29 10.29 8.15 8.14 0. 63 1.90 8.16 423.57 * 0.012 0.52 0.32 10.30 10.30 8.16 8.15 0. 66 2.08 8.17 423.58 * 0.012 0.55 0.34 10.30 10.30 8.17 8.16 0.69 2.27 8.18 423.59 * 0.012 0.57 0.35 10.31 10.31 8.18 8.17 0.72 2.46 8.20 423.61 * 0.012 0.60 0.37 10.32 10.32 8.20 8.18 0.75 PIPE N0. 3: 84 LF - 12"CP @ 2.82% OUTLET: 415.91 INLET: 418.30 INTYP: 5 JUNC N0. 3: OVERFLOW-EL: 427.96 BEND: 39 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.01 Q(CFS) HW{FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HV�I *********************�**********�**�**�x*�**�************************�****�*x�* 0.51 5.26 423.56 * 0.012 0.30 0.19 7.62 7.62 5.25 5.26 0.39 0.68 5.26 423.56 * 0.012 0.35 0.22 7.61 7.61 5.25 5.26 0.45 0.85 5.28 423.58 * 0.012 0.39 0.25 7.61 7.61 5.27 5.28 0.51 1.01 5.31 423.61 * 0.012 0.43 0.27 7.62 7.62 5.29 5.31 0.57 1.18 5.35 423.65 * 0.012 0.46 0.29 7.63 7.63 5.32 5.35 O.o2 1.35 5.39 423.69 * 0.012 0.50 0.31 7.64 7.64 5.35 5.39 0.67 1.52 5.44 423.74 * 0.012 0.53 0.33 7.65 7.65 5.39 5.44 0.71 1. 68 5.49 423.79 * 0.012 0.56 0.35 7.66 7. 65 5.43 5.49 0.70 1.85 5.55 423.85 * 0.012 0.58 0.3? 7. 6? 7. 6? 5. 47 �.55 C.80 02013 D.R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 51 of 66 Technical Information Report City of Renton 2.02 5.01 �:23.9� * 0.012 O.el 0.39 7.68 7.68 5.52 5.61 0.84 2.19 5.68 423.98 * 0.012 0.64 0.41 7.70 7.70 5.58 5.68 0.89 PIPE NO. 4: 67 LF - 12"CP @ 2.82°s OUTLET: 418.30 INLET: 420.19 INTYP: 5 JUNC NO. 4: OVERFLOW-EL: 427.38 BEND: 62 DEG DIA/WIDTH: 4.0 Q-RATIO: 1.05 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HV�I ***********************************�*****************************************�� 0.50 3.39 423.58 * 0.012 0.30 0.19 5.26 5.26 3.38 3.39 0.39 0.67 3.40 423.59 * 0.012 0.35 0.22 5.26 5.26 3.39 3.40 0.46 0.84 3.45 423.64 * 0.012 0.39 0.25 5.28 5.28 3.42 3.45 0.52 1.00 3.51 423.70 * 0.012 0.43 0.27 5.31 5.31 3.47 3.51 0.58 1.17 3.57 423.76 * 0.012 0.46 0.29 5.35 5.35 3.52 3.57 0.64 1.33 3.65 423.84 * 0.012 0.49 0.31 5.39 5.39 3.58 3.65 0.70 1.50 3.74 423.93 * 0.012 0.52 0.33 5.44 5.44 3.65 3.74 0.75 1.66 3.83 424.02 * 0.012 0.55 0.35 5.49 5.49 3.72 3.83 0.80 1.83 3.94 424.13 * 0.012 0.58 0.37 5.55 5.55 3.81 3.94 0.86 2.00 4.06 424.25 * 0.012 0. 61 0.39 5.61 5.61 3. 90 9.06 0.91 2.16 4.18 424.37 * 0.012 0.63 0.40 5.68 5.68 4.00 4.18 0.96 PIPE N0. 5: 138 LF - 12"CP @ 2.93% OUTLET: 420.19 INLET: 424.26 INTYP: 5 JUNC N0. 5: OVERFLOW-EL: 429.92 BEND: 47 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.45 Q(CFS} HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HGdI ***�***************��***��*******�******************************************x�� 0.25 0.26 424.52 * 0.012 0.21 0.14 3.39 3.39 0.21 ***** 0.26 0.33 0.31 424.57 * 0.012 0.24 0.16 3.40 3.40 0.24 ***** 0.31 0.41 0.35 424.61 * 0.012 0.27 0.17 3.45 3.45 0.27 ***** 0.35 0.99 0.38 424.64 * 0.012 0.29 0.19 3.51 3.51 0.29 ***** 0.38 0.57 0.42 424.68 * 0.012 0.32 0.20 3.57 3.57 0.32 ***** 0.42 0.65 0.45 424.71 * 0.012 0.34 0.22 3.65 3.65 0.34 ***** 0.45 - 0.73 0.48 424.74 * 0.012 0.36 0.23 3.79 3.74 0.36 ***** 0.48 0.81 0.51 424.77 * 0.012 0.38 0.24 3.83 3.83 0.38 ***** 0.51 0.89 0.54 424.80 * 0.012 0.40 0.25 3.94 3.94 0.40 ***** 0.54 0.97 0.57 424.83 * 0.012 0.42 0.26 4.06 4.06 0.42 ***** 0.57 1.05 0.60 424.86 * 0.012 0.44 0.28 4.18 4.18 0.44 ***** 0.60 PIPE N0. 6: 56 LF - 12"CP @ 3.590 OUTLET: 424.26 INLET: 426.28 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ********�****�*****************************�******��**�******�***�***�*******x* ' 0.17 0.21 426.49 * 0.012 0.17 0.11 0.26 0.26 0.17 ***** 0.21 ' 0.23 0.25 426.53 * 0.012 0.20 0.13 0.31 0.31 0.20 ***** 0.25 0.28 0.28 426.56 * 0.012 0.22 0.14 0.35 0.35 0.22 ***** 0.28 0.34 0.31 426.59 * 0.012 0.24 0.15 0.38 0.38 0.24 ***** 0.31 0.39 0.34 426.62 * 0.012 0.26 0.16 0.42 0.42 0.26 ***** 0.34 0.45 0.36 426.64 * 0.012 0.28 0.17 0.45 0.45 0.28 ***** 0.36 0.50 0.39 426.67 * 0.012 0.30 0.18 0.48 0.48 0.30 ***** 0.39 0.56 0.41 426.69 * 0.012 0.32 0.19 0.51 0.51 0.32 ***** 0.41 0.62 0.43 426.71 * 0.012 0.33 0.20 0.54 0.54 0.33 ***** 0.43 - 0.67 0.46 426.74 * 0.012 0.35 0.21 0.57 0.57 0.35 ***** 0.46 0.73 0.48 420.76 * 0.�12 0. 36 0.22 0.60 0.60 0.36 ***** 0. 48 ��2013 D. R. STRONG Consulting Engineers Inc. Fieldbrook Commons Page 52 of 66 Technical Information Report City of Renton BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB#24 TO INLET 2.bwp Surcharge condition at intermediate junctions Tailwater Elevation:423.51 feet Discharge Range:0.253 to 2.�9 Step of C.253 [cfs] Overflow Elevation:429.48 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE NO. 1: 8 LF - 12"CP @ 4. 95� G�TLET: 41�.0� -i�]LE1: 413.43 Ii�Ti?: � JUNC NO. 1: OVERFLOW-EL: 427.13 BEND: 52 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.0� Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO H[��I ********��*�******:�x�******�****��****************************************�**�� 0.25 10.09 423.52 * 0.012 0.21 0.12 10.51 10.51 10.09 10.09 0.25 0.51 10.09 423.52 * 0.012 0.30 0.17 10.51 10.51 10.08 10.09 0.38 0.76 10.10 423.53 * 0.012 0.37 0.21 10.51 10.51 10.08 10.10 0.48 1.01 10.11 423.54 * 0.012 0.43 0.24 10.51 10.51 10.09 10.11 0.56 1.26 10.13 423.56 * 0.012 0.48 0.26 10.51 10.51 10.09 10.13 0.64 1.52 10.16 423.59 * 0.012 0.53 0.29 10.51 10.51 10.09 10.16 0.72 1.77 10.18 423.61 * 0.012 0.57 0.31 10.51 10.51 10.10 10.18 0.79 2.02 10.21 423.64 * 0.012 0.61 0.34 10.51 10.51 10.10 10.21 0.86 2.28 10.25 423.68 * 0.012 0.65 0.36 10.51 10.51 10.11 10.25 0.93 2.53 10.29 423.72 * 0.012 0.69 0.38 10.51 10.51 10.12 10.29 0.99 2.78 10.33 423.76 * 0.012 0.72 0.40 10.51 10.51 10.13 10.33 1.06 PIPE N0. 2: 64 LF - 12"CP @ 5.01$ OUTLET: 413.43 INLET: 416.68 INTYP: 5 JUNC N0. 2: OVERFLOW-EL: 426.51 BEND: 45 DEG DIA/WIDTH: 4.0 Q-RATIO: 0. 19 Q(CFS) HW(FT} HW ELEV. * N-FAC DC DN TW DO DE HWO HT^7= _ **�******************************�***�*+****x**********�**�*�****************�� 0.24 6.85 423.53 * 0.012 0.21 0.12 10.09 10.09 6.85 6.85 0.2� 0.49 6.86 423.54 * 0.012 0.29 0.17 10.09 10.09 6.85 6.86 0.37 0.73 6.89 423.57 * 0.012 0.36 0.20 10.10 10.10 6.87 6.89 �.47 0.97 6.93 423.61 * 0.012 0.42 0.23 10.11 10.11 6.90 6.93 0.55 1.21 6.99 423.67 * 0.012 0.47 0.26 10.13 10.13 6.95 6.99 0.63 1.46 7.06 423.74 * 0.012 0.52 0.28 10.16 10.16 7.00 7.06 0.70 1.70 7.14 423.82 * 0.012 0.56 0.31 10.18 10.18 7.06 7.14 0.78 1.94 7.24 423.92 * 0.012 0.60 0.33 10.21 10.21 7.13 7.24 0.85 2.18 7.35 424.03 * 0.012 0.64 0.35 10.25 10.25 7.21 7.35 0. 92 2.43 7.47 424.15 * 0.012 0.67 0.37 10.29 10.29 7.30 7.47 0.98 2.67 7.61 424.29 * 0.012 0.71 0.39 10.33 10.33 7.39 7.61 1.05 PIPE N0. 3: 80 LF - 12"CP @ 5.41°s OUTLET: 416.68 INLET: 421.05 INTYP: 5 JUNC N0. 3: OVERFLOW-EL: 429.82 BEND: 48 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.07 Q(CFSJ HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HTn'I *****************�******�**�*�*�****�*****�*+****��*��***********************�* 0.20 2.49 423.54 * 0.012 0.19 0.11 6.85 6.85 2.49 2.49 0.22 0.41 2.50 423.55 * 0.012 0.27 0.15 6.86 6.86 2.49 2.50 0.33 0.61 2.55 423.60 * 0.012 0.33 0.18 6.89 6.89 2.54 2.55 0.42 ' 0.81 2.62 423.67 * 0.012 0.38 0.21 6.93 6.93 2.60 2.62 0.49 1.02 2.70 423.75 * 0.012 0.43 0.23 6.99 6.99 2.68 2.70 0.56 1.22 2.81 423.86 * 0.012 0.47 0.25 7.06 7.06 2.77 2.81 0.63 1.43 2.94 423.99 * 0.012 0.51 0.27 7.14 7.14 2.88 2.94 0.69 1.63 3.08 424.13 * 0.012 0.55 0.29 7.24 7.24 3.01 3.08 0.75 1.83 3.25 424.30 * 0.012 0.58 0.31 7.35 7.35 3.16 3.25 0.80 2.04 3.44 424.49 * 0.012 0.61 0.33 7.47 7.47 3.33 3.44 0.86 2.24 3.64 424.69 * 0.012 0.65 0.35 7.61 7.61 3.51 3.64 0.91 02013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 53 of 66 Technical Information Report City of Renton PIPE N0. 4 : 55 LF - 12"CP @ 1.01$ OUTLET: 421.05 INLET: 421.61 INTYP: 5 JUNC N0. 4 : OVERFLOW-EL: 430.10 BEND: 47 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.03 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ***��*************x*x******+***************************************xx********** 0.19 1.94 423.55 * 0.012 0.18 0.16 2.49 2.49 1.94 1.94 0.29 0.38 1.95 923.56 * 0.012 0.26 0.22 2.50 2.50 1.94 1.95 0.34 0.57 2.01 423.62 * 0.012 0.32 0.26 2.55 2.55 2.00 2.01 0.42 0.76 2.09 423.70 * 0.012 0.37 0.31 2.62 2.62 2.08 2.09 0.50 0.95 2.20 423.81 * 0.012 0.41 0.34 2.70 2.70 2.18 2.20 0.56 1.14 2.33 423.94 * 0.012 0.46 0.38 2.81 2.81 2.30 2.33 0.62 1.33 2.49 424.10 * 0.012 0.49 0.41 2.94 2.94 2.44 2.49 0.68 1.52 2.67 424.28 * 0.012 0.53 0.44 3.08 3.08 2.61 2.67 0.73 1.72 2.87 424.48 * 0.012 0.56 0.47 3.25 3.25 2.80 2.87 0.79 1.91 3.10 424.71 * 0.012 0.59 0.50 3.49 3.44 3.01 3.10 0.84 2.10 3.35 424.96 * 0.012 0.62 0.53 3.69 3.64 3.24 3.35 0.89 PI?E N0. 5: 69 LF - 12"CP @ 1.00o OUTLET: 421. 61 INLET: 422.31 INTYP: 5 JDNC N0. 5: OVERFLOW-EL: 429.51 BEND: 18 DEG DIA/V7IDTH: 4.0 Q-RATIO: 0.13 Q(CFS) AW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI xx*�*�***************��**************************************�*******�********* 0.18 1.25 423.56 * 0.012 0.18 0.15 1.94 1.94 1.25 1.25 0.23 0.37 1.26 423.57 * 0.012 0.26 0.21 1.95 1.95 1.25 1.26 0.34 0.55 1.33 423.64 * 0.012 0.31 0.26 2.01 2.01 1.32 1.33 0.42 0.74 1.43 423.79 * 0.012 0.36 0.30 2.09 2.09 1.42 1.43 0.49 0. 92 1.56 423.87 * 0.012 0.41 0.34 2.20 2.20 1.54 1.56 0.55 1. 11 1.72 424.03 * 0.012 0.45 0.37 2.33 2.33 1.69 1.72 0. 61 1.29 1.90 424.21 * 0.012 0.48 0.40 2.49 2.49 1.87 1.90 0. 66 1.47 2.12 424.43 * 0.012 0.52 0.43 2.67 2.67 2.07 2.12 0.71 1.66 2.36 424.67 * 0.012 0.55 0.46 2.87 2.87 2.30 2.36 0.76 1.84 2.64 424.95 * 0.012 0.58 0.49 3.10 3.10 2.56 2.64 0.81 2 .03 2.94 425.25 * 0.012 0.61 0.52 3.35 3.35 2.85 2.94 0.86 ?IP� N0. 6: 78 LF - 12"CP @ 0.99a OUTLET: 422.31 INLET: 423.09 INTYP: 5 Jli:dC NO. 6: OVERFLOW-EL: 428.84 BEND: 11 DEG DIA/V7IDTH: 4.0 Q-RATIO: 1.34 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI �K��******************�********��***�*****�****************+*�*+�***�**�***** C.16 0.48 423.57 * 0.012 0.17 0.15 1.25 1.25 0.48 0.48 0.22 C.33 0.51 423.60 * 0.012 0.24 0.20 1.26 1.26 0.49 0.51 0.32 C.49 0.60 423.69 * 0.012 0.29 0.25 1.33 1.33 0.57 0.60 0.39 C.65 0.70 423.79 * 0.012 0.34 0.28 1.43 1.43 0.67 0.70 0.46 G.82 0.84 423.93 * 0.012 0.38 0.32 1.56 1.56 0.81 0.84 0.52 0.98 1.03 424.12 * 0.012 0.42 0.35 1.72 1.72 0.99 1.03 0.58 1.14 1.25 424.34 * 0.012 0.46 0.38 1.90 1.90 1.20 1.25 0.64 1.30 1.49 424.58 * 0.012 0.49 0.41 2.12 2.12 1.93 1.49 0.69 1.47 1.77 424.86 * 0.012 0.52 0.43 2.36 2.36 1.70 1.77 0.79 1.63 2.09 425.18 * 0.012 0.55 0.46 2.64 2.64 2.00 2.09 0.79 1.79 2.44 425.53 * 0.012 0.58 0.48 2.94 2.99 2.33 2.44 0.85 PTPE NO. 7: 104 LF - 12"CP @ 1.00% OUTLET: 423.09 INLET: 424.14 INTYP: 5 �U�C N0. 7: OVERFLOW-EL: 427.96 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATI0:10.15 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *�*�**********��********�****�*************+******�**********+�***********�**** 0.07 0.14 424.28 * 0.012 0.11 0.10 0.48 0.48 0.11 ***** 0.14 0.14 0.20 924.34 * 0.012 0.16 0.13 0.51 0.51 0.16 ***** 0.20 0.21 0.25 424.39 * 0.012 0.19 0.16 0.60 0.60 0.19 ***** 0.25 ; 0.28 0.29 924.43 * 0.012 0.22 0.19 0.70 0.70 0.22 ***** 0.29 ! 02013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 54 of 66 , Technical Information Report City of Renton II 0.35 0.33 424.47 * 0.012 0.25 0.21 0.84 0.84 0.25 ***** 0.33 0.42 0.36 424.50 * 0.012 0.27 0.23 1.03 1.03 0.27 ***** 0.36 0.49 0.44 424.58 * 0.012 0.29 0.24 1.25 1.25 0.32 0.49 0.39 0.56 0.53 424.67 * 0.012 0.32 0.26 1.49 1.49 0.48 0.53 0.42 0.63 0.77 424.91 * 0.012 0.33 0.28 1.77 1.77 0.75 0.77 0.45 0.70 1.10 425.24 * 0.012 0.35 0.29 2.09 2.09 1.08 1.10 0.48 0.77 1.46 425.60 * 0.012 0.37 0.31 2.44 2.44 1.44 1.46 0.51 PIPE NO. 8: 132 LF - 12"CP @ 1.76$ OUTLET: 424.14 INLET: 426.48 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *********�**��********x***�*****�****************************************�***** 0.01 0.04 426.52 * 0.012 0.04 0.03 0.14 0.14 0.09 ***** 0.04 0.01 0.05 426.53 * 0.012 0.05 0.04 0.20 0.20 0.05 ***** 0.05 0.02 0.07 426.55 * 0.012 0.06 0.05 0.25 0.25 0.06 ***** 0.07 0.03 0.08 426.56 * 0.012 0.07 0.06 0.29 0.29 0.07 ***** 0.08 0.03 0.09 426.57 * 0.012 0.08 0.06 0.33 0.33 0.08 ***** 0.09 0.04 0.10 426.58 * 0.012 0.08 0.07 0.36 0.36 0.08 ***** 0.10 0.04 0.11 426.59 * 0.012 0.09 0.07 0.44 0.44 0.09 ***** 0.11 0.05 0.11 426.59 * 0.012 0.10 0.07 0.53 0.53 0.10 ***** 0.11 0.06 0.12 426.60 * 0.012 0.10 0.08 0.77 0.77 0.10 ***** 0.12 0.06 0.13 426.61 * 0.012 0.11 0.08 1.10 1.10 0.11 ***** 0.13 0.07 0.13 426.61 * 0.012 0.11 0.09 1.46 1.46 0.11 ***** 0.13 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB#1401 TO CB#14.bwp Surcharge condition at intermediate junctions Tailwater Elevation:424.37 feet Discharge Range:0.85 to 0.85 Step of 0.85 [cfs] Overflow Elevation:424.59 feet Weir:NONE Upstream Velocity:0. feet/sec PIPE N0. l: 139 LF - 12"CP @ 1.00$ OUTLET: 420.19 INLET: 421.59 INTYP: 5 Q(CFS) fiW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI **********�***************��***********�**,�*********��************************ 0.85 2.88 424.47 * 0.012 0.39 0.32 4.18 4.18 2.85 2.88 0.54 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB#1501 TO CB#15.bwp �, Surcharge condition at intermediate junctions Tailwater Elevation:924.86 feet Discharge Range:0.11 to 0.11 Step of 0.11 [cfs] Overflow Elevation:428.51 feet Weir:NONE Upstream Velocity:0. feet/sec I PIPE NO. 1: 124 LF - 12"CP @ 1.00°s OUTLET: 424.26 INLET: 425.51 INTYP: 5 I� Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ****************�****�*****�****************+******�******************�******x� 0.11 0.18 425.69 * 0.012 0.1� 0.12 0. 60 0.60 0.19 ***x* 0. 1� 02013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 55 of 66 Technical Information Report City of Renton BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:CB#2301 TO CB#23.bwp Surcharge condition at intermediate juncticns Tailwater Elevation:424.29 feet Discharge Range:0.08 to 0.08 Step of 0.08 [�-s] Overflow Elevation:427.58 fee= Weir:NONE Upstream Velocity:0. feet/se� PIPE N0. 1: 44 LF - 12"CP @ 1.0�� CU='L�_: 424. 14 I.d=�i: 42:.�8 -id„iF: 5 Q(CFS) HW(FT) HW ELEV_ * N-FAC DC DN TW DO DE HWO HT^J- *************�************x�*��******************�*******************�******* �x G.08 0.15 424 .i3 * 0.012 0. 12 C.10 n.-� 0. 15 0. 12 *xxxX 0.15 'I �2013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 56 of 66 Technical information Report City of Renton SECTION VI SPECIAL REPORTS AND STUDIES The following report and studies are or have been provided for this Project: 1. Geotechnical Engineering Study—Earth Solutions NW, LLC, December 13, 2011 Supplemented by: a. Coal Mine Hazard Evaluation Letter — Icicle Creek Engineers, September 12, 2007 b. Geotechnical Engineering Report for Wagner Parcel — Cornerstone Geotechnical, Inc., October 11, 2006 2. Limited Scope Traffic Impact Analysis —TraffEx, No�ember 14, 2011 a. Addendum Letter to Traffic Impact Analysis, November 30, 2011 3. Arborist Report— Greenforest Incorporated, September 8, 2011 4. Critical Areas Report — Sewall Wetland Consulting, Inc., November 8, 2011 Supplemented by: a. Stream Study — Sewall Wetland Consulting, Inc., December 14, 2011 b. Habitat Study — Sewall Wetland Consulting, Inc., December 14, 2011 02013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 57 of 66 Technical Information Report City of Renton SECTION VII OTHER PERMITS, VARIANCES AND ADJUSTMENTS No other permits have been required as part of this development, as of the date of this report. 02013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 58 of 66 Technical Information Report City of Renton SECTION VIII ' ESC PLAN ANALYSIS AND DESIGN ' The Erosion and Sedimentation Control Design meets the seven minimum King County requirements: 1. Areas to remain undisturbed shall be delineated with a high visibility plastic fence prior to any site clearing or grading. ' 2. Site disturbed areas shall be covered with mulch and seeded, as appropriate, for temporary or permanent measures. 3. Perimeter protection shall consist of a silt fence down slope of any disturbed areas or stockpiles. 4. A stabilized construction entrance will be located at the point of ingress/egress (i.e. onsite access road). 5. A sediment pond will be utilized for sediment retention (see calculations below). Perimeter silt fences will provide sediment retention within the bypass areas. 6. SurFace water from disturbed areas will sheet flow to the sediment pond for treatment. 7. 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. The complete CSWPPP will be completed and submitted at time of final engineering. � � I 'J2013 D.R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 59 of 66 Technical Information Report . City of Renton SECTION IX BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 1. Bond Quantity Worksheet—will be submitted prior to final approval 2. The Stormwater Facility Summary Sheet is included in this section. ' I I ' I i 02013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 60 of 66 Technical Information Report City of Renton STORMWATER FACILITY SUMMARY SHEET Development Fieldbrook Commons Date Mav 21, 2013 ' Location 17040 108th Avenue SE, Renton, Washinqton ENGINEER DEVELOPER Name Maher A. Joudi P.E. Name Firm D. R. STRONG Consulting Firm PNS Holdings LLC Engineers, Inc. Address 10604 NE 38 Place, #232 Address 9725 SE 36th St., Suite 214 Kirkland, WA 98033 Mercer Island, WA 98040 Phone (425) 827-3063 Phone (206) 588-1147 Developed Site: 10.80 acres Number of lots 162 Apartment Units Number of detention facilities on site: Number of infiltration facilities on site: 2 vaults vaults pond vaults tanks tanks Flow control provided in regional facility (give location) No flow control required Exemption number Downstream Drainage Basins Immediate Major Basin Basin A Black River Green River Basin B Soos Creek Green 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?) 2 Stormfilters 2 combined detention/WQ vaults sand filter vault (basic or large?) combined detention/wetpond stormwater wetland compost filter wetvault (basic or large?) filter strip Wetvault flow dispersion pre-settling pond farm management plan flow-splitter catchbasin landscape management plan oil/water separator (baffle or coalescing plate?) s2013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 61 of 66 Technical Information Report City of Renton I catch basin inserts: Manufacturer pre-settling structure: Manufacturer DESIGN INFORMATION INDIVIDUAL BASIN TDA 1 TDA 2 Water Quality design flow 0.046 0.048 Water Qualit treated volume Drainage basin(s) Onsite area (inlcudes frontage) 3.854 3.578 Offsite area Type of Storage Facili Vault Vault Live Stora e Volume (required) 40,763 39,593 ' Predev Runoff Rate 2-year 0.107 0.100 (predev.pks) 10-year 0.187 0.173 100-year 0.311 0.289 Developed Runoff Rate 2-year 0.072 0.050 (dsout.pks) 10-year 0.187 0.155 , 100-year 0.796 0.795 Type of Restrictor FROP FROP Size of orifice/restriction No. 1 0.80 0.87 No. 2 1.65 1.60 No. 3 I �2013 D.R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 62 of 66 Technical Information Report City of Renton SECTION X OPERATIONS AND MAINTENANCE MANUAL See attached excerpts from the 2009 King County Surface Water Design Manual. R:12011\0\11062131DocumentslReportslFinallFl NALTIR11062.docx 02013 D. R.STRONG Consulting Engineers Inc. Fieldbrook Commons Page 63 of 66 Technical Information Report City of Renton APPEI�DIX A A�1AII�TENA�ICE REQUIREb1EN�1'S FOR FLOW CO�ITROI�,CONVEYAI�CE,AND R�Q FACILI'CIES NO. 2-INFILTRATION FACILITIES 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 wouid 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 normaily 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. Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a height. height no greater than 6 inches. Infiltration Pond,Top Rodent holes Any evidence of rodent holes if facility is acting Rodents removed or destroyed and or Side Slopes of as a dam or berm,or any evidence of water dam or berm repaired. Dam,Berm or piping through dam or berm via rodent holes. Embankment Tree growth Tree growth threatens integrity of dams,berms or Trees do not hinder facility slopes,does not allow maintenance access,or performance or maintenance interteres with maintenance activity. If trees are activities. not a threat to dam,berm,or embankment integrity or 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. Infiltration Pond, Sediment If two inches or more sediment is present or a Facility infiltrates as designed. Tank,Vault,Trench, accumulation percolation test indicates facility is working at or or Small Basin less than 90%of design. Storage Area Infiltration Tank Plugged air vent Any blockage of the vent. Tank or vault freely vents. Structure Tank bent out of Any part of tank/pipe is bent out of shape more Tank repaired or replaced to design. shape than 10%of its design shape. Gaps between A gap wider than'/z-inch at the joint of any tank No water or soil entering tank sections,damaged sections or any evidence of soil particles entering through joints or walls. joints or cracks or the tank at a joint or through a wall. tears in wall Infiltration Vault Damage to wall, Cracks wider than Yrinch,any evidence of soil Vault is sealed and structurally Structure frame,bottom,and/or entering the structure through cracks or qualified sound. top slab inspection personnel determines that the vault is not structurally sound. 2009 Surface R'ater DesiQn b-Sanual—Appendix A 1r9.�2009 � A , APPENDIX A MAINTENANCE REQUIREIvfENTS FLO�V CONTROL,CONVEYANCE,AND VVQ FACILITIES NO. 2-INFILTRATION FACILITIES Maintenance Defect or Problem Conditions When Maintenance Is Needed Results Expected When Component Maintenance Is Pertormed InIeUOutlet Pipes 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 inleVoutiet pipe. at the joints of the inleUoutlet pipes. 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 cover/lid does not work. Coverllid difficult to One maintenance person cannot remove CoverAid can be remo�ed and remove cover/lid afler 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 doors/plate to open opened/removed 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 nat 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 plate. Infiltration Pond, Plugged Filter bag more than'/Z full. Replace filter bag or redesign Tank,Vault,Trench, system. or Small Basin Filter Bags Infiltration Pond, Sediment 6"or more of sediment has accumulated. Pre-settling occurs as designed Tank,Vault,Trench, accumulation or Small Basin Pre- settling Ponds and Vaults infiltration Pond, Plugged High water level on upstream side of filter Rock filter replaced evaluate need Rock Filter remains for extended period of time or little or no for filter and remove if not water flows through filter during heavy rain necessary. storms. Infiltration Pond Rock missing Only one layer of rock exists above native soil in Spillway restored to design Emergency Overflow area five square feet or larger,or any exposure of standards. Spillway native soil at the top of out flow path of spillway. Rip-rap on inside slopes need not be replaced. Tree growth Tree growth impedes flow or threatens stability of Trees removed. � I spillway. ' 1/9/2009 2009 Surface Water Design Manual—Appendix A A-4 SECTION C.2 FLOW CO�ITROL BYIPs C.2.3.5 MAINTENANCE INSTRUCTIONS FOR LIMITED INFII.TRATION If the limited infiltration flow control BMP is proposed for a project,the following maintenance and operation instructions must be recorded as an attachment to the required declaration of covenant and grant of easement per Requirement 3 of Section C.1.3.3 (p.C-18). The intent of these instructions is to explain to future property owners,the purpose of the BMP and how it must be maintained and operated. These instructions are intended to be a minimum;DDES may require additional instructions based on site- specific conditions. Also,as the County gains more experience with the maintenance and operation of these BMPs, future updates to the instructions will be posted on King County's Surface Water Design Manual website. ❑ TEXT OF INSTRUCTIONS Your property contains a stormwater management flow control BMP(best management practice) called "limited infiltration,"which was installed to mitigate the stormwater quantity and quality impacts of some or all of the impervious surfaces on your property. Limited infiltration is a method of soaking runoff from impervious area(such as paved areas and roofs) into the ground. Infiltration devices, such as gravel filled trenches, drywells, and ground surface depressions,facilitate this process by putting runoff in direct contact with the soil and holding the runoff long enough to soak most of it into the ground. To be successful,the soil condition around the infiltration device must be able to soak water into the ground for a reasonable number of years. The infiltration devices used on your property include the following as indicated on the flow control BMP site plan: ❑ gravel filled trenches, � drywells. The size, placement, and composition of these devices as depicted by the flow control BMP site plan and design details must be maintained and may not be changed without written approval either from the King County Water and Land Resources Division or through a future development permit from King County. Infiltration devices must be inspected annually and after major storm events to identify and repair any physical defects. Maintenance and operation of the system should focus on ensuring the system's viability by preventing sediment-laden flows from entering the device. Excessive sedimentation will result in a plugged or non-functioning facility. If the infiltration device has a catch basin, sediment accumulation must be removed on a yearly basis or more frequently if necessary. Prolonged ponding around or atop a device may indicate a plugged facility. If the device becomes plugged, it must be replaced. Keeping the areas that drain to infiltration devices well swept and clean will enhance the longevity of these devices. For roofs, frequent cleaning of gutters will reduce sediment loads to these devices. , 1/9/2009 2009 Surface�Vater Design�Ianual—Appendix C 'i C-50 �i C.2.4 BASIC DISPERSIOI�T ❑ TEXT OF INSTRUCTIONS FOR BASIC DISPERSION Your property contains a stormwater management flow control BMP (best management practice)called "basic dispersion,"which was installed to mitigate the stormwater quantity and quality impacts of some or all of the impervious surfaces or non-native pervious surfaces on your property. Basic dispersion is a strategy for utilizing any available capacity of onsite vegetated areas to retain, absorb,and filter the runoff from developed surfaces. This flow control BMP has two primary components that must be maintained: (1) the devices that disperse runoff from the developed surfaces and (2)the vegetated area over which runoff is dispersed. Dispersion Devices The dispersion devices used on your property include the following as indicated on the flow control BMP site plan: ❑ splash blocks, ❑ rock pads, � gravel filled trenches, ❑ sheet flow. The size, placement, composition, and downstream flowpaths of these devices as depicted by the flow control BMP site plan and design details must be maintained and may not be changed without written approval either from the King County Water and Land Resources Division or through a future development permit from King County. Dispersion devices must be inspected annually and after major storm events to identify and repair any physical defects. When native soil is exposed or erosion channels are present,the sources of the erosion or concentrated flow need to be identified and mitigated. Concentrated flow can be mitigated by leveling the edge of the pervious area and/or realigning or replenishing the rocks in the dispersion device, such as in rock pads and gravel filled trenches. Vegetated Flowpaths The vegetated area over which runoff is dispersed must be maintained in good condition free of bare spots and obstructions that would concentrate flows. FIGURE C.2.4.A TYPICAL SPLASHBLOCK FOR BASIC DISPERSION house roof downspout serves up to 700 s.f. of roof 50'min. vegetated flow path splash block r, r ��'' \downspout extension NTS ///��splash / block / 2009 Surface Water Design h4anual—Appendix C 1/9/2009 G55 SECTION C.2 FLOW CONTROL Bb4Ps FIGURE C.2.4.B TYPICAL GRAVEL-FILLED DISPERSION TRENCH FOR BASIC DISPERSION o a o a o a o 9oQ� � °� level outlet d� a oo �dd0 ° e a° a p ' � o° _� o a vQa oav v voao 00 �� ° Q � a°4°Q� oQ 4 � 0 0 o p _� ,ao , voo o � ao o a o 0 00 6"I71111 v oc°p�a oOQoac e^�o� 4"perf pipe v o� 'DvDdoo� ood°do°0 p�od odo4 18"min a°o �o a�a av° °° o v � �o a o � 1�/z"-3I4"washed rock a oa p�oa°o°oa"� no o p oopo° o0 00o a n Qp4 o a�o o Qo Qp4�oQ�o 0 ooao go oo � o S I•-24�min---►f TRENCH X-SECTION NTS slope -► small catch basin or yard drain �1;5;Foot=.Yegetate;d�v �lowpath Segment:r ::.�l:w�,.�.�.�..:r::..>.r..:.,_.::.;.:..�. <_700 sq.ft. Simple 10-foot trench ' Type I CB >700 sq.ft. - - �5-Fonf lfege�ated � ffowpath:Segment ,N - - -- >t:r Maximum 50-foot�trench w/notch board (see Figure C.2.1.D, p. C�2) , PLAN VIEW OF ROOF ' NTS 1/9/2009 2009 Surface��ater Design I�tanual—flppendiz C G56 SECTION C.2 FLOW CONTROL BlviPs Design Specifications 1. A minimum of 6 inches of free draining base material(sand or gravel)is required under the modular grid material. 2. The modular grid material must be installed according to the manufacturer's instructions. 3. The surface area of the modular grid openings must be at least 50%of the total surface area of the modular grid pavement. 4. The modular grid openings must be filled with gravel, sand,or a mixture of both. 5. Smooth surface wallcways may be run across modular grid pavements,provided the impervious surfaced walkways do not exceed 10 percent of the total pavement surface. C.2.6.6 GRASSED MODULAR GRID PAVEMENT Grassed modular grid pm�ement is basically a modular grid pavement with grass planted in the openings or in a thin layer of soil over the grid material. The benefits of this measure are reduced runoff peaks and volumes resulting from the increased infiltration of stormwater,the increased water storage provided in the grid soil and base,and the mcreased evapotranspiration provided by the grass. The grassed surface also helps remove pollutants that are left behind by vehicles. Uses: Low-traffic or infrequently used areas such as low-traffic drive�vays,overflow parking,event parking,church parking,employee parking,maintenance access roads,etc.;they are not allowed in King County road right-of-way. Design Specifications 1. A minimum of 6 inches of free draining base material(sand or gravel)is required under the modular grid materiaL 2. The modular grid material must be installed according to the manufacturer's instructions. 3. The surface area of the modular grid openings must be at least 50%of the total surface area of the modular grid pavement. 4. The modular grid openings must be filled with a sandy soil mix suitable for growing grass as specified by the manufacturer's instructions or a landscape architect. 5. Smooth surface�valkways may be run across modular grid pavements,provided the impervious surfaced walkways do not exceed 10 percent of the total pavement area. C.2.6.7 MAINTENANCE INSTRUCTIONS FOR PERMEABLE PAVEMENT �'� If the permeable pavement flow control BMP is proposed for a project,the following maintenance and I operation instructions,plus any provided by the manufacturer or installer,must be recorded as an attachment to the required declaration of covenant and grant of easement per Requirement 3 of Section C.13.3 (p.C-18). The intent of these instructions is to explain to future property owners,the purpose of the BMP and how it must be maintained and operated. These instructions are intended to be a minimum; DDES may require additional instructions based on site-specific conditions or manufacturer's recommendations. Also,as the County gains more experience with the maintenance and operation of these BMPs,future updates to these instnictions��ill be posted on King County's Surface T�Vater Derrgn Manual website. ❑ TEXT OF INSTRUCTIONS FOR NON-VEGETATED PERMEABLE PAVEMENT Your property contains a stormwater management flow control BMP(best management practice) called "permeable pavement,"which was installed to minimize the stormwater quantity and quality impacts of 1/9/2009 2009 Surface Water Design\lanua(—Appendi�C C-66 C.2.6 PERI��EABLE PAVEb4ENT some or all of the paved surfaces on your property. Permeable pavements reduce the amount of rainfall that becomes runoff by allowing water to seep through the pavement into a free-draining gravel or sand bed,where it can be infiltrated into the ground. The type(s)of permeable pavement used on your property is:� porous concrete, ❑ porous asphaltic concrete, ❑ permeable pavers, ❑ modular grid pavement. The area covered by permeable pavement as depicted by the flow control BMP site plan and design details must be maintained as permeable pavement and may not be changed without written approval either from the King County Water and Land Resources Division or through a future development permit from King County. Permeable pavements must be inspected after one major storm each year to make sure it is working properly. Prolonged ponding or standing water on the pavement surface is a sign that the system is defective and may need to be replaced. If this occurs,contact the pavement installer or the King County Water and Land Resources Division for further instructions. A typical permeable pavement system has a life expectancy of approximately 25-years. To help extend the useful life of the system, the surface of the permeable pavement should be kept clean and free of leaves, debris, and sediment through regular sweeping or�acuum sweeping. The owner is responsible for the repair of all ruts, deformation, and/or broken paving units. ❑ TEXT OF INSTRUCTIONS FOR VEGETATED PERMEABLE PAVEMENT Your property contains a stormwater management flow control BMP (best management practice)called "grassed modular grid pavement,"which was installed to minimize the stormwater quantity and quality impacts of some or all of the paved surfaces on your property. Grassed modular grid pavement has the runoff characteristics of a lawn while providing the weight-bearing capacity of concrete pavement. The grassed surface not only minimizes runoff quantity, it helps to filter pollutants generating by vehicular use of the surface. The composition and area of grassed modular grid pavement as depicted by the flow control BMP site plan and design details must be maintained and may not be changed without written approval either from the King County Water and Land Resources Division or through a future development permit from King County. Grassed modular grid pavement must be inspected after one major storm each year to make sure it is II working properly. Prolonged ponding or standing water on the pavement surface is a sign that the system '� defective and may need to be replaced. If this occurs, contact the pavement installer or the King County Water and Land Resources Division for further instructions. The grassed surFace of the pavement must be regularly mowed and maintained in a good condition. Bare spots must be replanted in the spring or fall. � I � 2009 Surface Water Design Manual—Appendix C 1;'9.-2009 G67 APPENDIX A MAINTENAI�TCE REQUIREMENTS FOR FLOW CONTROL,CONVEYA.�ICE;�ND WQ FACILITIES NO. 3- DETENTION TANKS AND VAULTS 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 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 control BMPs implemented 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. Tank or Vault Trash and debris Any trash and debris accumulated in vault or tank No trash or debris in vault. Storage Area (includes floatables and non-floatables). Sediment Accumulated sediment depth exceeds 10%of the All sediment removed from storage accumulation diameter of the storage area for'/:length of area. storage vault or any point depth exceeds 15%of diameter. Example:72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than%z length of tank. Tank Structure Plugged air vent Any blockage of the vent. Tank or vault freely vents. Tank bent out of Any part of tank/pipe is bent out of shape more Tank repaired or replaced to design. shape than 1�%of its design shape. Gaps between A gap wider than%rinch at the joint of any tank No water or soil entering tank ; sections,damaged sections or any evidence of soil particles entering through joints or walls. joints or cracks or the tank at a joint or through a wall. ' tears in wall Vault Structure Damage to wall, Cracks wider than'/=-inch,any evidence of soil Vault is sealed and structurally frame,bottom,and/or entering the structure through cracks or qualified sound. top slati inspection personnel determines that the vault is not structurally sound. Iniet/Outlet Pipes Sediment Sediment filling 20%or more of the pipe. InleUoutlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes(includes floatables and non-floatables). Damaged Cracks wider than Yrinch at the joint of the No cracks more than'/<-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe. at the joints of the inleUoutlet pipes. � 2009 Surface�TJater Design I�Zanual—Appendix A Ii9i2009 A-� � APPENDIX A D�IINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND��VQ FACILITIES NO. 3- DETENTION TANKS AND VAULTS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Access Manhole Cover/lid not in place Covedlid 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 cover/lid does not work. CoverAid 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. 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 doors/plate to open openedlremoved using normal equipment. can opened as designed. Gaps,doesn't cover Large access doors not flat andlor 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 plate. I 1/9/2009 2009 Surface Water Design Manual—Appendix A A-6 APPENDIX A MAINTEN�'�ICE REQliIRE1��NTS FOR FLOVV CONTROL,CONVEYAI�TCE,r1I�?D VVQ FACILITIES NO. 4-CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is PerFormed 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 biocking entrance to opening or is blocking capacity of the structure by structure. more than 10%. Trash or debris in the structure that exceeds'/3 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 Comer 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 3/<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. i 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 inleUoutlet pipe or any evidence the joint of inleUoutlet pipe. of soil particles entering structure through cracks. SettlemenU Structure 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%2-inch 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 structure at the joint of the inleUoutlet 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 ' walt 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 i 9/2009 � �_7 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 4-CONTROL STRUCTUREIFLOW 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. Overflow Pipe Obstructions Any trash or debris blocking(or having the Pipe is free of aII 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 InIeVOutlet 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%-inch at the joint of the No cracks more than%-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the inlet/outlet pipe. at the joints of the inleUoutlet pipes. Metal Grates Unsafe 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 Cover/Lid 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 cover/lid does not work. Covedlid difficuft 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. 1:'9�2009 2009 Surface Water Design I�4anua1—Appendix A A-8 APPENDIX A I�IAINTE�1:��10E REQUIREME:�ITS FOR FLOW COIvTROL,CONVEYr1NCE,�A��ID VJQ FACILITIES NO. 5-CATCH BASINS AND MANHOLES Maintenance Defect or Probiem 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 af the lowest pipe � into or out of the catch basin. 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 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 widerthan%inch. IFrame not sitting flush on top slab,i.e., Frame is sitting flush on top slab. ' separation of more than'/.inch of the frame frorn the top slab. Cracks in walis 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'/4 inch wide at at the joint of any inlet/outlet pipe or any evidence the joint of inleVoutlet pipe. of soil particles 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%-inch at the joint of the No cracks more than%4-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of inlet/outlet pipes. the catch basin at the joint of the inlet/outlet 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%4-inch wide at inleUoutlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe. at the joints of the inlet/outlet pipes. 2009 Surface�Vater Desi�n 1�-lanual—:�ppendix A 1;'9i2009 A-9 APPENDIX A :vIAINTENANCE REQUIREh�NTS 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 Metal Grates Unsafe grate opening Grate with opening wider than'/e 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 CoverlLid CoverAid not in place Cover/lid is missing or only paRially 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 coverllid does not ' work. Covedlid difficult to One maintenance person cannot remove Covedlid can be removed and Remove coverAid after applying 80 Ibs.of lift. reinstalled by one maintenance person. 1;9/2009 2009 Surface Water Design Manual—Appendix A a-io APPEi�]DIX A 1�4AINTE:�Ir1NCE REQUIRENiENTS I=OR FLOW C0:�ITROL,CO1vVEY.�tiCE,�'VD�VQ FACILII�IES 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. waterthrough 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 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 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\�l�ater Design�fanual—Appendix A 1i9/�009 A-11 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 8-ENERGY DISSIPATERS ' Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When � Component Maintenance is Performed. Site Trash and debris Trash andlor debris accumulation. Dissipater clear of trash andlor debris. 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. Rock Pad Missing or moved Only one layer of rock exists above native soil in Rock pad prevents erosion. Rock area five square feet or larger or any exposure of native soil. ', Dispersion Trench Pipe plugged with Accumulated sediment that exceeds 20%of the Pipe cleanedlflushed so that it ', sediment design depth. matches design. Not discharging water Visual evidence of water discharging at Water discharges from feature by properly concentrated points along trench(normal sheet flow. condition is a"sheet flow"of water along trench). Perforations plugged. Over 1/4 of perforations in pipe are plugged with Perforations freely discharge flow. debris or sediment. Water flows out top of Water flows out of distributor catch basin during No flow discharges from distributor "distributor'catch any storm less than the design storm. catch basin. basin. Receiving area over- Water in receiving area is causing or has No danger of landslides. saturated potential of causing landslide problems. Gabions Damaged mesh Mesh of gabion broken,twisted or deformed so Mesh is intact, no rock missing. structure is weakened or rock may fall out. Corrosion Gabion mesh shows corrosion through more than Ali gabion mesh capable of %of its gage. containing rock and retaining designed form. Collapsed or Gabion basket shape deformed due to any All gabion baskets intact,structure deformed baskets cause. stands as designed. ' Missing rock Any rock missing that could cause gabion to No rock missing. loose structural integrity. Manhole/Chamber Wom or damaged Structure dissipating flow deteriorates to%or Structure is in no danger of failing. post, baffles or side of original size or any concentrated worn spot chamber exceeding one square foot which would make structure unsound. Damage to wall, Cracks wider than%=-inch or any evidence of soil Manholelchamber is sealed and frame,bottom,and/or entering the structure through cracks,or structurally sound. top slab maintenance inspection personnel determines that the structure is not structurally sound. ', Damaged pipe joints Cracks wider than%rinch at the joint of the No soil or water enters and no water inleUoutlet pipes or any e�idence of soil entering discharges at the joint of inlet/outlet the structure at the joint of the inleUoutlet pipes. PiPes. 2009 Surface Water Design Manual—AppendiY A 1/9/2009 II A-13 I :�PPE\DI�a i�L�IIvTL-:��ANC�REQLIREnfE'�1IS FLO\V CON"I'ROL,CON�4'EY":1.\CE,�'�]D�VQ F.aCILITIES NO. 9-FENGING Maintenance Defect or Probfem 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 1Y2 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«'ater Design:�fanual—Appendix A A-14 APPENDIX A N1r1INTENANCE REQUIItEMENTS FLOW CONTROL,CONVEYA�'VCE,.�ND WQ FACILITIES N0. 11 -GROUNDS (LANDSCAPING) Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When 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 j 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 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. 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 possible. 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 the 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�Vater Design I�Ianual—Appendix A A-16 APPENDIX A MAINTENANCE REQUIItE�NTS FOR FLO�'v CONTROL,CONVEYA,'�ICE,AND 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 I 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 removed 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 II� A-17 APPENDIX A MAINTENANCE REQUIIZE�NTS FOR FLOW CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 17-WENAULT Maintenance Defect or Probiem Condition When Maintenance is Needed Results Expected When I� Component Maintenance is Performed ' Site Trash and debris Trash and debris accumulated on facility site. Trash and debris removed from facility site. ' Treatment Area Trash and debris Any trash and debris accumulated in vault No trash or debris in vault. (includes floatables and non-floatables). Sediment Sediment accumulation in vault bottom exceeds No sediment in vault. accumulation the depth of the sediment zone plus 6 inches. 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. Vault Structure Damage to wall, Cracks wider than%2-inch,any evidence of soil Vault is sealed and structurally frame,bottom,and/or entering the structure through cracks,vault does sound. top slab not retain water or qualified inspection personnel determines that the vault is not structurally �, sound. Baffles damaged Baffles corroding,cracking,warping and/or Repair or replace baffles or walls to showing signs of failure or baffle cannot be specifications. removed. Ventilation Ventilation area blocked or plugged. No reduction of ventilation area exists. 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 inleVoutlet No trash or debris in pipes. pipes(includes floatables and non-floatables). Damaged Cracks�vider than'/rinch at the joint of the No cracks more than%.-inch wide at inletloutlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe. at the joints of the inleUoutlet pipes. Gravity Drain Inoperable valve Valve will not open and close. Valve opens and closes normally. Valve won't seal Valve does not seal completely. Valve completely seals closed. Access Manhole Access covedlid Access cover/lid cannot be easily opened by one Access cover/lid can be opened by damaged or difficuit to person. Corrosion/deformation of co�edlid. one person. • open 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. Cover/lid difficult to One maintenance person cannot remove Coverllid can be removed and remove cover/lid after applying 80 Ibs of lift. reinstailed by one maintenance person. Access doorslplate Large access doors not flat and/or access Doors close flat and covers access , has gaps,doesn't opening not completely covered. opening completely. ', cover completery I Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or I�� rusted or plate. remove door or plate. Ladder rungs unsafe Missing rungs,misalignment,rust,or cracks. Ladder meets design standards. Allows maintenance person safe access. 2009 Surface��'ater Design vlanual—�ppendix A 1i9/2009 A-23 APPENDIX A NIAINTENANCE REQUIRENIENTS FLO�TJ CONTROL,CONVEYANCE,AND WQ FACILITIES NO. 21 -STORMFILTER(CARTRIDGE TYPE) Maintenance Defect or Probiem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash and debris Any trash or debris which impairs the function of Trash and debris removed from the facility. facility. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oils,gasoline,concrete slurries or paint. according fo applicable regulations. Source confrol BMPs implemented if appropriate. No contaminants present other than a surface oil film. Life cycle System has not been inspected for three years. Facility is re-inspected and any . needed maintenance performed. Vault Treatment Sediment on vault Greater than 2 inches of sediment. Vault is free of sediment. Area floor Sediment on top of Greater than%z inch of sediment. Vault is free of sediment. cartridges Multiple scum lines Thick or multiple scum lines above top of Cause of plugging corrected, above top of cartridges. Probably due to plugged canisters or canisters replaced if necessary. cartridges underdrain manifold. Vault Structure Damage to wall, Cracks wider than'/2-inch and any evidence of Vault replaced or repaired to design Frame,Bottom,and/or soil particies entering the structure through the specifications. Top Slab cracks,or qualified inspection personnel detertnines the vault is not structurally sound. Baffles damaged Baffles corroding,cracking warping,and/or Repair or replace baffles to showing signs of failure as determined by specification. maintenance/inspection person. Filter Media Standing water in 9 inches or greater of static water in the vault for No standing water in vault 24 hours vault more than 24 hours following a rain event and/or after a rain event. overflow occurs frequently. Probably due to plugged fifter media,underdrain or outlet pipe. Short circuiting Flows do not properly enter filter cartridges. Flows go through filter media. Underdrains and Sedimentldebris Underdrains or clean-outs partially plugged or Underdrains and clean-outs free of Clean-Outs filled with sediment and/or debris. sediment and debris. Inlet/Outlet Pipe Sediment Sediment filling 20%or more of the pipe. Inletloutlet 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 inlet/outlet pipe. at the joints of the inlet/outiet pipes. Access Manhole Cover/lid not in place Covediid 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 cover/lid does not work. CoverAid 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. 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 � doors/plate to open opened/removed using normal equipment. can opened as designed. � 1�'9/2009 2009 Surface�Vater Desijn D-lanual—Appendix A I A-30 .�,PPENDIX A �IAI��ITE�I�.NCE REQUIREIviENTS FOR FLO�'V CONTROL,CONVEY��ICE,AND WQ FACILITIES NO. 21 -STORMFILTER (CARTRIDGE TYPE) Maintenance Defect or Problem Condition When Maintenance is Needed Results F�cpected When Component Maintenance is Performed Gaps,doesn't cover Large access doors not flat and/or access Doors close flat and cover 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 plate. � 2009 Surface�Vater Dzsign�lanual—:�ppzndix.�. Ir'9i2009 A-31 . � �� , .� � ' '�t`�� Sewall Wetland Consulting, Inc. R��„ „ s � ��. -- ' , �_ - 27641 Co��ingt�n Lti'ay SE#2 Phone:253-859-Or15 Co�-�ngfin Gti'A 9�i(l�� Fa�:2�3-852-�i'32 - -_y.Jr. ;.- December 2, 2013 ��r^rE�1 Abdoul Gafour City of Renton 1055 South Grady Way � Renton, Washington 98057 RE: Fieldbrook—Hydrologic Anal��sis/VVetlands SVVC Job#11-121 Dear Abdoul, At your request, this report describes our analysis of the proposed Fieldbrook project and � its impact on the hydrologic condition of the ��-etlands and ��-etland n�itigation area on the site. The proposed Fieldbrook development��ill utilize a storm water vault for storm «�ater storage. This water��ill be released through dispersal trenches ��hich will sheet flo�� or subsurface flow back to the ��etlands as naturally occurs in this area. The proposed �-ault will release water at a rate that�i-ould equate to pre-development (fully forested) conditions. This should return runoff and subsurface flo��-s to the �;-etland at a similar rate to the ctin-ent rates to the ��-etlands. In addition, in order to insure adequate hydrology to the ne«1}- created ��etland area. clean surface water runoff from, three of the buildings will be directly dispersed to the ��etlands via the dispersion trenches (5000 s.f. max per trench, appa. 0.40 cfs per trench). It should be noted that the wetlands on-site due to past disturbance and hydrologic change are already adapted to a"flashy" hydrologic regime with greater excursions from a normal h}rdrologic cycle/pattern than would be seen in a pristine wetland condition. As a result of this flashy hydrology, vegetation within these wetlands has adapted and is dominated by species such as��illo«-s, hardhack and reed canary grass which are plants ��hich are adapted to large fluctuations in surface ��-ater levels. The� �vetlands on-sites amphibian habitat fimction is alread5�reduced due to the e��isting dut•ation and depth of flooding that occurs after precipitation events. These excursions already eaceed that considered ideal for amphibian habitat. As a result the chances of impactin�this function of these ��°etlands are lo«-. � Fielclbrook Corrtmorts.;71-121 Sewall l4'etland Corasulting, If�c. Decembe��2, 2013 Page 2 nJ�2 � As a result of the e�xisting vegetation cominunities which are adapte�d to an altered and highly fluctuating��ater table, as well as a proposed storm water system designed to mimic pre-developed forested conditions, we do not anticipate any impacts to the vegetation communities or the habitat functions of these ��etlands from the proposed development. The proposed storm��ater s}rstein, its dispersion trench outfalls, and their relation to w�etland hydrology has also been reviev��ed by the US Army Corps of Engineers and has satisfied the Corps that no impacts to the wetlands, «-etland mitigation area will occw• from the proposed project. I spoke�-ith with Suzanne Anderson of the US ArmjT Corps of engineers last ��reek regarding the permit. According to Suzanne, it is anticipated that the Corps Nationwide Permit for the project��ill be issued this week. If you have any questions in regards to this report or need additional intoi-mation, please feel free to contact me at (253) 859-0515 or at ese«-a11�_c_se«-all�ti-c�.com . Sincereh, Sewall Wetlancl C'onsultin�, If�c. � �� Ed Sewall Senior `'�'etlands Ecolo<Jist � �. ..�Z. ., i i4 �.+ ::: :,; , � `�ta5[1L71Nti i:'i�C,�;v::::: December 3, 2013 ` cri.v Q�R�,!�o�} �,,Y�.r-;,,..��, DRS Project No. 11062 Abdoul Gafour U�L � � .,�13 Interim Plan Review Supervisor City of Renton ;� ;,; . ,., 1055 S. Grady Way, gcn Floor nl�,«.�3��.�:�� . , :'s�,.._. Renton, WA 98057 Re: Fieldbrook Commons — LUA12-001, U13003818 Dear Mr. Gafour: This letter is provided as response to the email addressed to Justin Lagers and Maher Joudi, entitled "Fieldbrook Commons — Review of civil plans", dated November 6, 2013. Each item has been carefully reviewed and considered and the following is a summary of how each item was addressed. SITE PLAN Submit an updated site plan that addresses the following review comments and conditions from the Planning Department: "The proposed site plan shall be modified to eliminate the parking stalls located in the wetland buffers of Wetland A and Wetland B and be re-located outside the buffer areas. An updated site plan shall be provided for review and approval by the Current Planning Pr�ject Manager prior to final PUD approval." An updated Site Plan has been submitted. STORMWATER TECHNICAL INFORMATION REPORT (TIR) 1. The report needs to identify if there are any areas pollution generating pervious surfaces (PGPS) that will by-pass water quality treatment facilities. The TIR.now addresses the area of pollution generating pervious surfaces (PGPS) bypassing the water quality treatment facility. Please see Section IV of the TIR for detail of these PGPS areas. � The sizing of all the proposed infilYration facilities and dispersion trenches shall be included in the TIR. The sizing of the proposed infiltration facilities and dispersion trenches has been � included in the TIR. Please see Section IV of the TIR for details on the sizin of , 9 these BMPs. 3. Is there any credit taken for BMP implementation? Impervious areas utilizing either infiltration, basic dispersion, or pervious concrete are taking credit for the BMP being implemented. These areas are modeled as 50% grass and 50°/a impervious when `�`' 'L`'F{��°'"' :irl<iand,'•PJA 980 ��-.cne: l425)827-3C Fav,�(425)82i-2�': fol� Free�(800)962-7=: � _ �ti•�nnv.crstrong cc, . � . _- - - -- - ---- -- - -- - ---- - I Abdoul Gafour December 3, 2013 Page2of5 sizing the detention facilities. Section I states these areas as well as the charf in Section IV under developed hydrology. 4. Show how the wetland hydrology for wetlands A and B is being maintained. Refer to guidelines included in the 2012 Ecology manual. Please see attached letter from Ed Sewall statin wetland A and B will be maintained. 5. Include maintenance standards for BMPs in the report appendix. Maintenance standards for the BMPs selected have been added to the report appendix. 6. The proposed filter cartridge system is an engineered system designed by the manufacturer. Please prove details and calculations for the sizing of the system. The calculations for the filter cartridge systems have been included within the TIR. . 7. Flow control BMP's covenants with required exhibits must be submitted with the TIR. A signed declaration of covenants must be submitted to. the City with submittal of final plans for City's review and approval. A draft of the declaration of covenants has been submitted to the City. ROADWAY AND DRAINAGE PLANS (SHEETS NO. C12 T0 C27) 1. Provide a composite utilities plan. A composite utilities plan has been added to the plan set. Please see sheet C28. 2. Show roadway alignment profile and curve data for centerline and for north gutter line for the improvements and widening of SE 172"d St from 108th Ave SE to the easterly cul- de-sac. The roadway alignment profile for the centerline and north gutter line has been shown on sheet C24. There is no proposed curve data for the centerline as the existing grade at centerline will be held and the gutter line will.be based upon a 2% cross slope from existing centerline. 3. All existing and new monuments shall have City of Renton coordinates shown on plans along with Stationing on right-of-way centerline. All existing and new monuments have been provided with City of Renton coordinates along with the stationing on the right-of-way centerline. This is shown on the horizontal control plan sheets. 4. Show PI, PC, PT stationing of horizontal curves. � The PI, PC, and PT stationing has been added for the horizontal curves on the horizontal control plan sheets. 5. All existing and future right-of-way lines shall be labeled and dimensions to centerline shall be shown. Abdoul Gafour December 3, 2013 Page3of5 All existing and future right-of-way lines have been labeled and dimensioned to centerlines. 6. Shown length, size and type of storm pipes from CB to CB on drainage plan sheets or provide a table on each plan sheef showing the length and size of pipes between CB's. A pipe schedule table has been added to all drainage plan sheets. The table includes pipe number, pipe length, pipe size, and pipe type. 7. The proposed 96" stormfilter manhole CB26 must be relocated to be within private property; privately-owned facilities cannot be located within the right-of-way. The proposed 96" stormfilter manhole has been relocated within private property. 8. Please show a note on the plan for the stormwater vaults: "Separate structural design plans and calculations for the 2 proposed storm vaults must be submitted to the Building Department. A separate building permit application will be required for the construction of the vaults." This note has been added to both stormwater vaults' plan sheets. 9. Install a solid lid and cover over the existing catch basin in SE 172"d St near Sta. 14+75. A callout has been added to install a solid locking lid on the existing catch basin near Station 14+?5. 10.The installation of the proposed dispersion trenches in the wetlands, the installation of the proposed private easterly interior access road and parking stalls and other improvements within the wetlands and buffer areas are subject to.the final approval by the City's Planning department and subject to the approval, permitting and other permit conditions as determined by the U.S. Army Corps of Engineers. This review of the civil plans does not constitute the City's approval of the construction permit for the installation of the facilities within the wetlands, the buffer areas, and of any modifications to all of the existing wetlands within the subject development. � Noted 11.Show widths of existing r/o/w and proposed r/o/w on SE 172"d St and 108t" Ave SE on grading plans and drainage plans. The existing and proposed widths of right-of-way for SE 172"d St. and 108t" Ave. SE have been added to the grading and drainage plans. 12.Please label the driveway widths and also label the emergency access entrances. II The driveway widths and emergency access entrances have been labeled on th� � appropriate plan sheets. 13.Show details(sheet C6) on the transition of the new sidewalk on the south side of the new cul-de-sac to the existing sidewalk from Sta. 15+80 to Sta. 16+65 Details have been added to sheet C6 of the transition from new sidewalk to existing sidewalk on the south side of SE 172"d St. Abdoul Gafour December 3, 2013 Page 4 of 5 14.Show the existing r/o/w widths and the proposed r/o/way widths on the plan sheets and on the cross-sections on sheet C17. The 5-foot wide bike lane on 108th Ave SE shall be ground and overlay with a minimum depth of 2-inch of asphalt from the new curb line. A 16-feet wide asphalt pavement will be required on the north-half of SE 172"d St from the new curb face from Sta. 10+56 to 15+86. The road cross-sections have been updated per the redlines. Please see "Frontage Note" on sheet C3 regarding the 5-foot wide bike land on 108th Ave SE. 15.Show the latest City of Renton standard notes on the plan sheets. Current submittal clearing and grading standard notes include references to another City's standards. All of the standard notes have been updated to current City of Renton standard notes. STREET LIGHTSlILLUMINATION Civil plans for street lighting will be required for the lighting system along SE 172"d Ave SE and 108t"Ave SE. Street lighting plans have been added to the entire plan set. WATER AND SANITARY SEWER PLANS 1. Submit a copy of the water and sanitary sewer plans approved by Soos Creek Water and Sewer District. A copy of the water and sewer plans will be provided to the City once they are approved by Soos Creek Water and Sewer District. 2. Show location of the fire department connections (FDCs) to the fire sprinkler systems to all of the buildings. � The locations of the fire department connections have been shown. LANDSCAPE AND TREE RETENTION PLANS Landscape and tree retention plans, wetlands planting and improvements plans are required and are subject to the review and approval by the Current Planning Project Manager. All required plans have been provided with this submittal. Abdoul Gafour December 3, 2013 P�e5of5 If you have any questions or concerns regarding any of the items submitted, please do not hesitate to contact me. Sincerely ours, D. R. S NG Consulting Engineers Inc. � � . � � Mah r Joud� P.E. Principa�; Vice resident MAJ/ylp Enclosures: 3 — Revised Plans 3 — Revised TIR 3 — SWPPP 3 —Wetland Hydrology Letter 1 — CD Disc (PDFs of Plans and TIR) R:12011101110621CorrespondencelLetterslout1L131118_Gafour.doc , - � r (=*'. ,,. ��i' ;�-`' �I i C't��` r/�~ �L� G�'.J � �I� C� ✓ �� ` '' � - �� -� '�^� ��1L �mm�s ,�j�.� _ i G��NTECH� SUBMITTAL ��'� � �i►� ��_ ENGINEERED SOLUTIONS To: HD Fowler—Bellevue From: Sara Roshak Doug Solis Date: 4/15/14 Project Name: Fieldbrook Commons Location: Renton, WA Project#: 483933 Copies/Pages: 3 including cover We are sending you via: Email Serial# Date No. Description 483933-10 4/3/14 CB#26 96" StormFilter Manhole 483933-20 413114 CB#27 72" StormFilter Manhole Remarks: � Please confirm that the structure(s) shown on the attached shop drawing meet(s) the requirements of your project. • Please note heaviest section weights provided on shop drawing. • Please submit your approval or request revisions by checking the appropriate box below and retuming this form and the approved drawings to CONTECH Stormwater Solutions. • Upon receipt of"approved" shop drawings, the system(s) shall be released to manufacture. Production time is estimated at 46 weeks. THE ATTACHED DRAWING(S)ARE: ❑ AP�RO�/ED AS SUBMITTED. No written comments/changes. Please cast the structure(s). ❑ APPROVED AS NOTED. Please cast the structure(s). ❑ NOT APPROVED. Do not cast the structure(s). Revise and resubmit drawings. AUTHORIZED APPROVAL (Pla3se sign above) APPROX. DATE NEEDED / / w��wu• w��u�ewu• w��rrwu• w��r�wu• �G'�►�i\��n ��V►'ci�i i�� i�1►�i�i i��! i'j►��.�� Page 1 of 2 CONSTRUC710N rROWCTf INC. BF7:OGE SOLUTONS INC. • � . , 073.SLX.PDX.doc 11.15.06 � o � u T � o ■ � i � � C2006 CONTECH Stormwater Solutions - , w��V�CwV� 12021-B NE Airport Way •��.��: � `-A Portland,OR 97220 Tol I-free:800.548.4667 STORMWATER Fax:800.561.1271 SOLUTIONS.� contechstormwater.com i A��uTCAU• A��►ITCAI�' A�'�uTCAIJ' A��\ITCAl.�• ��►�i\i�� ti►i��i�� i�1►cCli��:� s��►�i��:� Page2of2 coHSTavct�o��oourn iMa eraocc�so�unorvs rvc. 073.SLX.PDX.doc 11.15.06 . . � o i u r i o ■ � i ■ c OO 2006 COI�fTECH Stormwate�SolutionS /